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Pernit4 BAYFIELD COUNTY PLANNING AND ZONING — LAND USE PERMIT APPLICATION Property Owner: Authorized Agent (if applicable): Nathaniel and Lisa Andersen Gary T. Colbert, PE Telephone Number: Telephone Number: (651) 895-3625 (715) 634-4334 FilarAZ�"' Co AMM E-Mail Address: E-Mail Address: nrandersen@gmail.com colbert@nwbeinc.com Mailing Address: Mailing Address: 601 13TH AVE S PO Box 328 City, State, Zip: City, State, Zip: MINNEAPOLIS, MN, 55407 Hayward, WI 54843 Contractor: Telephone Number: E-Mail Address: o Be Determined Project Address (if different from mailing address): 73745 County Hwy B, Brule, WI 54820 Legal Description (if additional space is needed, attach a separate sheet): S 600'OF W 600'; S 60'E OF W 600'& E OF E 103.88'; & S 17.98'OF E 103.88'ALL IN NE NE. V.1' Section, Township, Range: Town of: Section 18, T48N, R9W -Qulu Tax ID #: Lot Size (Acres/Square Feet): 37164 9.16 acres (Calculated) Project Description (Detached garage, deck, bunkhouse, mobile home, etc.): 8' x 13'-8" Single -Span, Single -Lane, Treated -Timber Driveway Bridge over Reefer Creek. (See Atta Proposed Use: Proposed Project: Structure Type: Foundation Type: © Residential © New Construction ❑ Residence ❑ Basement ❑ Commercial ❑Addition/Alteration ❑ Accessory ❑ Crawlspace ❑ Municipal ❑ Cliange/New Use © Other (explain) ❑ Slab ❑ Relocate (existing structure) Vehicular Bridge © othe, Steel HP Piling Area to nearest square foot (Outside dimensions including unfinished area, attached garages and above grade decks or Ilgc BasemcnC I" Floor: 2i' Floor: 3 I loos: N/A N/A N/A N/A Total Square Footage: Overall Height (finished grade to peak): Fair Market Value of project upon completion 383 SF +/- 4'-8" Adjacent Grade to Top of Raj (to nearest dollar): $150,000 1) Will this be the first structure on the site? ❑ Yes © No 2) What is the total number of bedrooms on the property once this project is complete N/A ? 3) Is there a proposed/existing sanitary system on the property? ❑ Proposed - TypeN/A ❑ Existing - TypeN/A 4) Will any of the following occur within the proposed project/structure? ❑ New Electrical Installation ❑ New Plumbing Installation ❑ Sleeping 5) Has the location of the proposed project been staked including structure, sanitary system, and well? ❑ Yes © No 6) If required, who marked the property lines? ❑ Applicant/Property Owner ❑ Licensed Surveyor 7) Is the property in the shoreland, within 300 feet of a river/stream/landward side of floodplain or 1000 feet of a lake/pond/flowage? © Yes ❑ No ❑ Unsure 8) Is there wetland located on or near the property? © Yes ❑ No ❑ Unsure 9) Is there floodplain located on or near the property? ❑ Yes 10 No ❑ Unsure 10) Is this project associated with any of the following: ❑ Rezone ❑ Conditional Use ❑ Special Use ❑ Variance 11) Did you contact the town to see if any permits/requirements apply to your project? ❑ Yes © No 5 SITE PLAN w� See Attachment 1 Project Plans and Documents •'1'•q Y All applicable setbacks need to be shown on the site plan I County Use Only — verified setbacks Road Centerline/Right-of-Way ft. ft. INotes/Comments: North Lot Line ft. ft. South Lot Line 131_211 ft. ft. West Lot Line ft. ft. East Lot Line ft. ft. Septic/Holding Tank ft. ft. Privy ft. ft. Well ft. ft. Existing Structure/Building 53' ft. ft. Wetland 0, ft. ft. Elevation of Floodplain ft. ft. Ordinary High -Water Mark (OHWM) +/-92$' ft. ft. Other: Calculated Q100 Water El e1 931.7' ft- fi. VOTE' Please indiento 11SPP attneh Pfi11 nn this nnaP if cnhmittina cite Ml n ac a r�tn dnrnmmd 6 6 FLOOR PLAN Indicate Floor: ❑ Basement ❑ 1"Floor ❑ Loft ❑ 2nd Floor ❑ 31d Floor ❑ Other See Attachment 1 Project Plans and Documents ,Kr-v e�' NON 13 TO easy Cp. ;,� VOMWand Zon,� All applicable dimensions need to be shown on the floor plan and noted below County Use Only Dimensions in feet Square Footage Dimensions in feet Square Footage Comments/Notes: Floor X sq. ft. X sq. ft. with Porch 1 X sq. ft. X sq. ft. with Porch 2 X sq. ft. X sq. ft. with Deck 1 X sq. ft. X sq. ft. with Deck 2 X sq. ft. X sq. ft. with Attached Garage X sq. ft. X sq. ft. with X sq. ft. X sq. ft. NOTE: Please indicate "see attached" on this page if submitting floor plan/s as a separate document. 7 7 LAND USE PERMIT APPLICATION REVIEW The following items are included with the application: ® Site Plan ® Building Elevations ® Floor Plan/s ❑ Fees All Land Use Permits expire Two (2) Years from the date of issuance if construction or use has not begun. Sanitary Permit, if required, issuance needs to occur prior to Land Use Permit issuance. Failure to obtain a permit or starting construction without a permit will result in penalties. The local Town, Village, City, State or Federal agencies may also require permits. The construction of one- & two-family dwellings and new plumbinglelectrical installation for residential use structures (accessory/principal) require review and approval by the local Uniform Dwelling Code (UDC) authority. All municipalities are required to enforce the UDC. If subject property is part of a Condominium Plat, applicant hereby certifies and represents that applicant has all necessary approvals and recorded documents required to complete the project for which this permit is sought including requirements set forth in Wisconsin statutes pertaining to condominium associations, the Declaration of the Condominium Association in which the property is located, and all other rules, regulations and requirements pertaining to that Condominium Association. You are responsible for complying with state and federal laws concerning construction near or on wetlands, lakes, and streams. Wetlands that are not associated with open water can be difficult to identify. Failure to comply may result in removal or modification of construction that violates the law or other penalties or costs. For more information, visit the Department of Natural Resources wetlands identification web page, dncwi ov/tonia!wcliands or contact a Department of Natural Resources service center (715)685- 2900. I (we) declare that this application, including any accompanying information, has been examined by me (us) and to the best of my (our) knowledge and belief it is true, correct, and complete.) (we) acknowledge that I (we) am (are) responsible for the detail and accuracy of all information that I (we) are providing and that will be relied upon by Bayfield County in determining whether to issue a permit. I (we) further accept liability which may be a result of Bayfield County relying on this information I (we) are providing in or with this application. I (we) consent to county officials charged with administering county ordinances to have access to the above - described property at any reasonable ti a for the pu fif inspection. Owner/s or Authorized Agent: 4 Date: /Gy2?�.Z NOTE: If you are signing on beha f of the owner(s) a letter of authorization must accompany this app�tio'n Address to Send Permit: 0 DL 3 ac >1g NWBE, Inc. Attn: Gary Colbert, PE RECEIVED Noll 0 State of Wisconsin DEPARTMENT OF NATURAL RESOURCES Tony Evers, Governor 1701 North Fourth Street Adam N. Payne, Secretary Superior, WI, 54880 - Telephone 608-266-2621 _ Toll Free 1-888-936-7463 DEPT.Or NANRAL RESOURCES TTY Access via relay - 711 RECEIVED Nov 1 A 2071 Nathaniel Andersen Bayfield Z,�'o AU�,y GP-NO-2023-4-03561 2601 13th Ave S Planning Minneapolis, MN 55407 RE: Coverage under the waterway statewide general permit to install waterway crossings over Reefer Creek, located in the Town of Oulu, Bayfield County, the crossing will impact 123 square feet of wetland docket GP-NO-2023-4-03561. Dear Mr. Andersen: Thank you for submitting an application for a General Permit to install waterway crossings over Reefer Creek located in the SE 1/4, NE 1/4, Sec. 18, T. 48, R. 09W, Town of Oulu, Bayfield County. You have certified that your project meets the eligibility criteria for this activity. Based upon your signed certification you may proceed with your project. Please take this fime to re -read the permit standards and conditions. The eligibility standards can be found on your application checklist or in the statewide general permit (found at http://dnr.wi.gov/topic/waterways/ - keyword: general permits). The permit conditions are attached to this letter. You are responsible for meeting all general permit eligibility standards and permit conditions. This includes notifying the Department before starting the project and submitting photographs within one week of project completion. Please note your coverage is valid for 5 years from the date of the department's determination or until the activity is completed, whichever occurs first. The Department conducts routine and annual compliance monitoring inspections. Our staff may follow up and inspect your project to verify compliance with state statutes and codes. If you need to modify your project please contact your local Water Management Specialist, Steven LaValley at (715) 392-0803 or email Steven. LaValley@wisconsin.gov to discuss your proposed modifications. The Department of Natural Resources appreciates your willingness to comply with waterway regulations, which help to protect the water quality, fish and wildlife habitat, natural scenic beauty and recreational value of Wisconsin's water resources for future generations. You are responsible for obtaining any other local, state or federal permits that are required before starting your project. Sincerely, �j/j// Steven LaValley Water Management Specialist Copy to: USACE Project Manager County Zoning Administrator RECEIVEC) NOV 14 2023 Bayfield CO. You agree to comply with the following conditions: Plawi g and Zoning Agency 1. The applicant has contacted the local WDNR Water Management Specialist during the development of the project to have a pre -application discussion. Go to dnr.wi.gov, key word waterway protection" for more information. Project design must address the site -specific considerations that are identified by the WMS and appropriate resource managers during the pre -application discussion. 2. The project purpose is to place a waterway crossing to allow for access across a navigable river or stream and does not result in significant adverse impacts to the public rights and interests, cause environmental pollution as defined in s. 299.01(4), Wis. Starts., or result in material injury to the riparian rights of any riparian owner pursuant to s. 30.206(3r)(a)2., Wis. Stats., nor does it cause more that minimal adverse environmental impacts, materially interfere with navigation, nor have an adverse impact on the riparian property rights of adjacent riparian owners pursuant to s. 30.206(1)(am), Wis. Stats. 3. Projects proposed in locations with existing recorded deed restrictions within the project area, including easements limiting construction and land use activities, are not eligible for this general permit. Note: Department Ch's. 30 and 281 Wis. Stats. permits do not supersede any legal restrictions on the use of land. 4. Structures over lake outlets and lake systems are not eligible for this permit. 5. Structures shall be placed entirely within the riparian's zone of interest, as determined by one of the methods outlined in Ch. NR 326, Wis. Admin. Code, or applicants have the written permission from all affected riparian landowners to proceed with structure placement in the proposed location. 6. The placement and installation of waterway crossing structures placed on the bed of a river or stream (culvert or ford crossings) shall mimic the natural streambed and gradient above and below the structure to allow for aquatic organism passage (AOP) where appropriate, and not result in a permanent impoundment of water upstream of the crossing location. (Note: culverts on streams 2% gradient or greater may require additional culvert design considerations to allow for AOP). 7. Spawning. To minimize adverse impacts on fish movement, fish spawning, and egg incubation periods, in -stream structures may not be placed during the following time periods: • September 15th through May 15th for all trout streams; to determine if a waterway is a trout stream, you may use the WDNR website trout maps which can be found at https://dnr.wisconsin.gov/topic/Fishing/trouttstreammaps.htmi Note: The local Department Fisheries Biologist may waive or modify timing restrictions in writing. To request waiver or modification of fish spawning timing restrictions for your project please do so within the narrative portion of your permit application. 8. The applicant is working to obtain a local shoreland zoning authorization for the project or the local shoreland zoning requirements have been waived. (Documentation required). If local zoning permits are not required, the project vegetation and bank disturbance is limited to the amount necessary for project placement and erosion control practices are adequate to prevent sedimentation to surface waters. 9. If the project is located in a regulatory floodplain, the applicant is working to obtain a floodplain permit (NR 116 Ws. Adm. Code) from the local floodplain zoning department. Note: Contact your local floodplain zoning department to determine whether your project is located in a regulatory floodplain. For general floodplain mapping information, you may review the floodplain themed surface water data viewer at htti)s://dnrmaps.wi.gov/H5/?Viewer-SWDV&IaverTheme=1 10. Structures in and over navigable waterways must be sized and set at an elevation so that water depths, widths and velocities at the inlet and outlet match the natural stream channel. Invert elevations of culverts shall be determined by surveying the stream bed elevations upstream and downstream of the crossing and setting the culvert below the RECEIVED NOV 14 2023 Barb Co. Ptanarmk� and Zon6ir� tura stream dtion. (Note: site specific conditions such as northern pike waters, may require different embedding techniques than typical designs to prevent fish entrapment) 11. All bridges and culverts shall maintain a clearance of 5 feet or more above the ordinary high-water mark (OHWM), or request a waiver to the navigational clearance requirements, which can be granted by the Department when the following conditions apply: a. The waterway is known to have little or no navigation or snowmobile use. b. The waterway is not anticipated to have navigational use by other than lightweight craft. c. The owner provides a portage over or around the bridge or culvert. d. The reduced clearance would not be detrimental to the public interest. 12. Any wetland disturbance associated with the structure placement is incidental to the structure, confined to the area within the stream channel being crossed or the immediate adjacent banks, and has been authorized by a department wetland permit or exemption as required pursuant to s. 281.36 Wis. Slats. (Documentation required). 13. The removal of material from the stream bed to facilitate the placement of structures located on the stream bed is located within 2' of the structure or is limited to the minimum amount necessary for correct placement of the structure and shall not be disposed of in a waterway, floodway, floodplain, or wetland. (Note. Stream channels may not be widened beyond existing bank full width to accommodate culvert placement.) 14. The applicant shall avoid operating equipment on the stream bed. If required for project installation, the applicant must consult with the Department and shall follow the best management practices identified below as appropriate in order to minimize adverse resource impacts: a. Temporary timber matting is used to protect the streambed. b. Movement on the stream bed is kept to a minimum. c. Equipment is kept on streambed for as little time as needed to complete the project and must be removed when not in use; d. Properly installed and maintained silt curtains and/or turbidity barriers are used around the perimeter of the project. e. Pre -inspection of vehicles/equipment is done for all operating days to avoid leaks. f. Biodegradable hydraulic and engine oils are used OR a spill containment kit is on site in case of spill. 15. The culvert crossing must be appropriately sized. This maybe accomplished in any of the following manners: a. As calculated in the Culvert Sizing Worksheet (Appendix A), or available at: htto://dnr.wi.gov/tor)ir/Waterways/factsheets/Culvert Placement Worksh eet.odf Note: The Culvert Sizing Worksheet must be included with the plans and specifications portion of the permit application. b. The placement of a single Culvert sized to completely span bank full width at a location that is representative of the stream width through the reach in question. c. Any other method that is shown to result in the following outcome and can be justified using site specific information: RECEIVE? NOV 14 2023 eeyeew Co. Planning and zoning Agency i. adequately passes stream flows without impounding water on the upstream side of the crossing up to the 100-year storm event. ii. meets all other performance standards of this permit. 16. Culvert Design shall follow culvert design best practices depicted in the culvert placement example drawing. 17. Multiple culvert designs must provide adequate spacing between culverts to allow for compaction between pipes during installation in order to prevent piping or washout (Note: The lesser of .5 pipe diameter or 3' for culverts larger than 48" or = 24" for culverts 48" in size or less). 18. Culvert installation shall follow established best management practices as referenced in Stream Culverts — Best Management Practices. Waterwayand Wetland General Permit A licai,,ettachment 1 p p Plans and Documents) General Information Project Name: IReefer Creek ❑ After -the -fact application for permits or approvals submitted after work has been commenced or completed. Start Date: 5/16/2024 (Anticipated) End Date: 9/14/2024 (Projected) Please review the following links for additional county and Corps of Engineering requirements: Army Corps of Engineers: http://www.mvp.usace.army.mil/Missions/Regulatory.aspx County Zoning: http://dnr.wi.gov/topic/shorelandzoning/contacts/county.html To help us make a decision in the shortest amount of time possible, the following information must be submitted: • Legible Site Map • Create and attach a project narrative • Clear site photographs • Attach Ownership documentation • Attach Plans and Specifications • Attach any other information required by the select permit type(s). See the activity checklist for more information. • Complete all displayed forms and fees. • Pay fee online • Sign and Submit form. Waterway Activities Note: If you have wetland impacts associated with your activity, you will need to apply for a wetland permit in addition to your project activities ❑ Boat ramp ❑ Boat shelter - Permanent ❑ Dredging - Invasive or non-native species management ❑ Dredging - Installation of utility crossing(s) ❑ Dredging -Jetting aquatic plants ❑ Dredging - Maintenance within a drainage district ❑ Dredging - Maintenance of previously dredged area ❑ Dredging - Man-made Impoundments - Group or Association ❑ Dredging - Man-made Impoundments - Individual ❑ Dredging - Remove accumulated plant and animal nuisance deposits ❑ Dredging - Small scale ❑ Dredging - Stream (less than 25 yards) ❑ Dry Fire Hydrant ❑ Grading ❑ Habitat Structure - Fish Habitat and Stocking Structures ❑ Habitat Structure - Stream habitat projects designed by government agencies ❑ Habitat Structure - Wildlife nesting structure ❑ Intake or outfall structure 9 ❑ Lake shore erosion control - Biological ❑ Lake shore erosion control — Riprap ❑ Lake shore erosion control — Riprap repair ❑ Lake shore erosion control — Riprap replacement ❑ Lake shore erosion control — Seawall replacement ❑ Lake shore erosion control — Seawall replacement with riprap ❑ Pea gravel blanket ❑ Pilings ❑ Pond - Landscape ❑ Pond - Storm Water pond ❑ Pond - Wildlife pond ❑ Stream bank erosion control - Bio-stabilization ❑ Stream bank erosion control — Integrated bank protection El Stream bank repair of riprap (placed prior to August 1, 2007) ❑ Stream bank erosion control - Replacement of structure with bio-stabilization ❑ Stream bank erosion control - Replacement of structure with integrated bank treatment Attachment 1 (Project Plans and Documents) ❑ Temporary waterway crossing for forest management activities ❑ Utility Structure, Bridge, Wetland, Dredging, Driving on the Bed ❑� Waterway Crossings — Culverts, Clear -Span Bridges, and Fords . The application checklist identifying critical design requirements can be found at https://dnr.wi.goy/files/pdf/forms/3500/3500-130.pdf for you to review as you work to complete your permit application submittal. . Please print, sign and attach this checklist on the attachment tab. . If your crossing design utilizes a clear span bridge or a ford crossing, please upload an attachment indicating the type of structure being proposed. If your crossing design includes a culvert, please upload supporting information used to inform culvert design, such as the culvert sizing worksheet , or other methods as referenced in the permit application checklist. ❑ Waterway and Wetland Conservation Activities ❑ Weed rake Wetland Activities IJ Utility Structure, Bridge, Wetland, Dredging, Driving on the Bed ❑ Wetland conservation - Federal ❑ Wetland conservation - Not federal ❑ Wetland Discharge for Dam Repair / Reconstruction / Maintenance 21 Wetland disturbance - Wetlands established incidental to construction htt dnr.wi.gov/topic/Waterways/documents/PermitDocs/GPs/GP-WetlandsEstablishedlncidentalToConstruction.pdf ❑ Wetland disturbance - Municipal Development Wetland Discharge ❑ Wetland disturbance - Residential / industrial / commercial development ❑ Wetland disturbance - Recreational development The information included in these attachments is necessary for a complete application. A complete submittal with detailed drawings will help us make a decision about your permit application. Any applicable statutory review times do not begin until the application is received by the Department and is determined to be complete. Please select your project activities to view the General Permit Eligibility Standards. If your project does not meet all of the eligibility standards, you will need to apply for an Individual Permit. 10 Attachment 1 The forn9s and worksheets included with this printed output are content consistent with most current paper Imo; irks and Documents) statutory requirements for the creation date of: 7/11/2023 Form 350"53 Notice: Pursuant to chs. 30 and 31, Wis. Stats., ch. 281, Wis. Stats, and s. 283.33, Wis. Stats., this form is used to apply for coverage under the state construction site storm water runoff general permit, and to apply for a state or federal permit or certification for waterway and wetland projects or dam projects. This form and any required attachments constitute the permit application. Failure to complete and submit this application form may result in a fine and/or imprisonment or forfeiture under the provisions of applicable laws including s. 283.91, Wis. Stats. Personal information collected will be used for administrative purposes and may be provided to requesters to the extent required by Wisconsin's Public Records Laws (ss. 19.31-19.39, Wis. Stats.). This form is required for U.S. Army Corps of Engineers (ACOE) regulatory purposes pursuant to 33 CF 325. Landowner / Applicant Information Organization Nathaniel and Lisa Andersen Authorized Rep. Last Name: Andersen Authorized Rep. First Name: Nathaniel Mailing Address: 2601 13th Ave S City: Minneapolis State: MN Zip Code: 55407 Email: nrandersen@gmail.com Phone Number: 651-895-3625 (xxx-xxx-xxxx) Alternative Phone Number: (xxx-xxx-xxxx) Applicant Information 9 Select if some as landowner/applicant Organization: Nathaniel and Lisa Andersen Contact Person Last Name: Andersen Contact Person First Name: Nathaniel Mailing Address: 260113th Ave S City: Minneapolis State: MN Zip Code: 55407 Email: nrandersen@gmail.com Phone Number: 651-895-3625 (xxx-xxx-xxxx) Alternative Phone Number: (xxx-xxx-xxxx) Primary Project Contact ❑ Select if same as landowner/applicant 11 Consultant or Plan Preparer O Contractor O Agent O other - specify: Attachment 1 (Project Plans and Documents) Organization: Long Island Engineering LLC Contact Person Last Name: Gibbon Contact Person First Name: Todd Mailing Address: 201 Maple Ridge City: Ashland State: WI Zip Code: 54806 Email: longislandengineeringllc@out]ook.com Phone Number: 715-209-4747 (xxx-xxx-xxxx) Alternative Phone Number: (xxx-xxx-xxxx) 12 ment 1 Form 3500-053 Site Map - DRAWN Choose the best map option for your project area . Site information and legal description fields (below) are automatically populated when mapping options are used . The mapped location of your project is required as part of the application and will be used to screen for potential impacts to sensitive resources, so be sure the map accurately represents the project location(s). Additional optional maps for the proposed project may be added on the Attachments tab. (Single project sites only) To change or replace the map, press the DELETE MAP button. Site Map PG2621-Reefer_Creek_Crossing Ociabel 16, 2023 0 0.01 Tnm. La fjMu R.. Casercaliee 5ema MACS) Wtitnal%A Se . MPS 1 1--1'—'r—'r-5---'r--`r'�—`i 11 la Faeal0ouro USF$ US.AMCa WEN s 0 0.03 0.05 Ma I ft Down la Deleme us Nm US Fqn a�E LNbMe Sa��:e 1f1451 MMr Fe MU", � W Uelvx- 4, Ua9 C Canty Fa 13 Attachment T77 (Project Plans and Documents) Note: Site information and legal description fields (below) are automatically populated when mapping optiorJ16 are used. I Site Information Total Area of Project Site: 10.09 acres Location Address / Description: 73745 County hwy B County: Bayfield Municipality: O City *Township 0 Village of OULU;T Nearest Water body: Reefer Creek Provid a the name(s) of closest water bodies Legal Description Latitude: 46.642152499 -J Longitude: 91.536335575 Quarter: SE of Quarter: NE Section: 18 _ 1 ( Valid Sections: 01- 36) Township: 48 -1 N ( Valid Townships 01- 53) Range: 09 ( Valid Ranges 01- 30) Direction: O East *West Describe if not wholly contained in SENE1848NO9W; the 1/4 section Section 5: Wetlands If a wetland is present at a project site and permit approvals are sought through the waterway and wetland program, storm water program, or concentrated animal feeding operations (CAFO) program, the department requires that a wetland delineation that accurately shows the location of a wetland is submitted with an application. A wetland delineation needs to be verified/concurred with before the application can be submitted or be considered a complete application. See the department Wetland screening and delineation procedures for more information. Is a wetland present in the project area? OO Yes O No If yes, select all sources of information used and attach supporting report or documentation *a. A copy of your wetland delineation report and a Wetland Confirmation Service concurrence lettel4(wetland boundary verification service offered for a fee from the department) Attachment 1 (Project Plans and Documents) Ob. An assured delineator's wetland delineation report Oc. A copy of your wetland delineation and an Army Corps of Engineers concurrence letter Od. A copy of your correspondence from a WDNR Water Management Specialist, WDNR Office of Energy Water Management Specialist or WDNR Transportation Liaison regarding your wetland review/ concurrence. Section 6: Endangered or Threatened Resources Has the presence of endangered or threatened resources been evaluated according to protocols developed by the DNR Bureau of National Heritage Conservation (BNHC) http://dnr.wi.gov/topic/ERReview OO Yes O No If Yes, select how the evaluation was completed and attach supporting report or documentation: ❑ a Broad Incidental Take Permit /Authorization -specify (e.g. No / Low Impact Activities, Grassland & Savanna Management, etc.): I] b. Endangered Resources Preliminary Assessment from the Natural Heritage Inventory Public Portal ❑ C. Standard Endangered Resources Review Letter from Endangered Resources Review Program: ERR - (example ERR-YY-### with YY = Year and ### the number) d Certified Endangered Resources Review Letter - specify: ERR- (example ERR-YY-### with YY = Year and ### the number) General Permit Worksheet Culvert Placement on Navigable Waterways 0512005 This worksheet should be completed and accompany all application materials (Waterway General Permit Application and Approval - Form 3500-108) and any other additional support documents. Be aware of the construction season prohibitions: Trout waters and their tributaries: 9/15 - 5/15 (A construction waiver must be approved by the local Warm water streams North of Hwy 29: 4/1 - 6/1 fisheries biologist) Warm water streams South of Hwy 29: 3/15 - 5/15 Will the proposed project affect the navigational use of the water body? O Yes O No If "Yes", the following portage will be provided (describe portage): Portage: CULVERT SIZING To be eligible for a general permit without a professionally engineered culvert design, the requlr§d culvert area may not exceed 20 square feet. To be eligible for a general permit with a professionally engineered culvert design, the required culvert area may not exceed 40 square fee . Attachment 1 (Project Plans and Documents) Calculating Culvert J.- To determine the required culvert area, 3 measurements should be made: channel width of the stream in feet at the ordinary high water mark (W1 ), channel width of the stream in feet at the W, - stream bottom (W2 ), and the height in feet of the ordinary high crta. ana a�wyNynr ■grog x a water above the stream bottom (H) (see diagram). These 3 u� r measurements are made at each of 3 locations or transects along H"" the stream: the location of the proposed crossing, 100 feet upstream from the crossing, and 100 feet downstream from the w crossing. The individual measurements of Wt , W2 and H are averaged to derive the final Wt , W2 and H values. The required culvert area is then calculated with the following equation: Required Culvert area (square feet) = H x (W,. W,) Height: * ( W 1 : + W 2 Culvert area (sq ft) 1.80 4.90 9.60 15.90 23.80 Culvert diameter (in.) 18 30 42 54 66 ) =Culvert area (sq ft) 0 Culvert area (sq ft) Culvert diameter (in.) 3.10 24 7.10 36 12.60 48 19.60 60 16 Attachment 1 (Project Plans and Documents) Please recognize that you are responsible for obtaining all necessary local (e.g. city, town, village or county) and U.S. Army Corps of Engineer permits or approvals in addition to any applicable state permits prior to commencing any work at the project site. Contact Form: Complete Site Information: Complete Required Attachments Upload Required Attachments (15 MB file limit) - Help reduce file size and troubleshoot file uploads * indicates completion of this item is required Note: To replace an existing file, use the 'Click here to attach file' link or to delete an item. Signed Completed Application Checklist - Download, sign and attach each item below Water Crossings - Culverts, Clear -Span Bridges, and Fords . Note: a copy of the permit application checklist identifying critical design requirements can be found here for you to review and print/sign as you work to complete your permit application submittal File Attachment W aterwayCrossi naCheckList3500-130-SIG N ED.pdf l9 Wetland Alternative Analysis lU) File Attachment AppendixFPAAa nd Drawings. pdf Projects that involve wetland impacts listed under the Reporting section (1.6.) of GP3 are required to include a Practicable Alternatives Analysis. The PAA must demonstrate how the wetland impacts were avoided and minimized to the greatest extent practicable. Projects that do not involve any wetland impacts, or projects where all of the wetland impacts qualify under the Non -Reporting section (1.A.) of GP3, do not require a PAA. For projects that do not require a PAA, please upload a statement indicating why your project does not require a PAA Project Narrative ReeferCreekGPPermitNarrative.pdf File Attachment Plans and Specifications @ File Attachment 01 Pdf If your crossing design utilizes a clear span bridge or a ford crossing, please upload an attachment indicallt�g the type of structure being proposed. If your crossing design includes a culvert, please upload supporting information used to inform culvert design, such as the culvert sizing worksheet, or other methods as re erenMnftMtn* application checklist. (Project Plans A Documents) Ownership Documents AppendixAOwnershipinfo.pdf File Attachment Section 5 -Wetland Assessment Method Wetland Delineation @ File Attachment Andersen Del inReportlo. pdf Wetland Confirmation Concurrence Letter 13 File Attachment Wetla ndDelineationConfi rmationLetter2023-02408.pdf Section 6 - Endangered or Threatened Resource Screening NHI Portal preliminary assessment @ File Attachment Site Photos lW File Attachment Date of Photograph(s): Appendixlnh i-public-reportReeferCreek. pdf Append ixBReeferCreekSitePhotos.pdf Proof of Correspondence with Flood plain/Shoreland Zoning Regulatory Authority FigurelOFEMAFIoodplainMapReeferCreek.pdf File Attachment Proof of pre -application meeting or sediment sampling waiver l9 File Attachment emai IcorrespondencewithDanRa ndSteveL. pdf Other Site Maps 9 File Attachment AppendixCFiguresReeferCreek.pdf Example: soil map, topography maps, land survey maps. M Other Items @ tiile Attachment AppendixG W DNRTechStds.pdf Attachment 1 (Project Plans and Documents) @ File Attachment widot-mix-10.pdf @ File Attachment AppendixJHVdroloRyandHydraulics.pdf 1Li Fee Type Number of Activities Subtotal Waterway Permit 1 $303 Wetland Permit 1 $500 Wisconsin Department of Natural Resources Invoice Number: WP-00043279 Total Due: $803 Confirmation Number: Payment is Complete WS2WT3010809898 Please note that payment is considered successful when your financial institution renders payment for this transaction. Failure of US Bank to collect and transfer funds from the permit appI!cant to the DNR, does not release the applicant of financial responsibility and the DNR reserves the right to collect unpaid fees. All payments are collected by US Bank which is an external website contracted by the Wisconsin Department of Natural Resources for the sole purpose of collecting payments over the web. Note for Applicants or Agents Sharing Application: If you do not intend to share or sign and submit this application now, press the "Save" icon in the top menu prior to closing the application. If you close the application with out saving, your payment status updates may not be retained Steps to Complete the signature process 1. Read and Accept the Terms and Conditions 2. Press the Submit to the DNR button You will receive an acknowledgement email upon completing these steps. Terms and Conditions Certification: I hereby certify that I am the owner or authorized representative of the owner of the property which is the subject of this Permit Application. I certify that the information contained in this form and attachments is true and accurate. I certify that the project will be in compliance with all permit conditions. I understand that failure to comply with any or all of the provisions of the permit may result in permit revocation and a fine and/or imprisonment or forfeiture under the provisions of applicable laws. Permission: I hereby give the Department permission to enter and inspect the property at reasonable times, to evaluate this notice and application, and to determine compliance with any resulting permit coverage. NOTE: For security purposes all email correspondence will be sent to the address you used when registering your WAMS ID. This may be a different email than that provided in the application. For information on your WAMS account click HERE. Authorized Signature I accept the above Signed by: i:0#.f I wamsmembership I liengllc on 2023-10-16T15:46:48 20 terms and conditions. Attachment 1 (Project Plans and Documents) After providing the final authorized signature, the system will send an email to the authori agents. This email will include a copy to the final read only version of this application. 21 Attachment 1 (Project Plans and Documents) ��,5 {sW10 Ex61MF(Rlxs ([C REEFER CREEK - GP WATERWAY CROSSING AND WETLAND DISTURBANCE October 16, WDNR — GP Waterway Crossing and 2023 Wetland Disturbance Bayfield County, Wisconsin 22 Attachment 1 (Project Plans and Documents) REEFER CREEK - GP WATERWAY CROSSING AND WETLAND DISTURBANCE WDNR - GP WATERWAY CROSSING AND WETLAND DISTURBANCE PREPARED FOR: NWBE INC. PREPARED BY: WESLIE ENGINEERING GROUP 65635 SHADY LANE IRON RIVER, WI 54847 WDNR Reefer Creek GP Waterway Crossing and Wetland Disturbance Bayfield County, WI 231Page ii Attachment 1 (Project Plans and Documents) Table of Contents Title Page Table of Contents Page 1.0 INTRODUCTION.....................................................................................................................................1 2.0 OWNERSHIP...........................................................................................................................................1 3.0 EXISTING SITE DESCRIPTION AND LOCATION................................................................................1 4.0 PROJECT PURPOSE AND NEED.........................................................................................................1 5.0 PROPOSED PROJECT..........................................................................................................................2 6.0 LOCAL REGULATORY COORDINATION.............................................................................................2 7.0 FLOODPLAIN.........................................................................................................................................2 6.0 IMPACT TO WATERWAYS....................................................................................................................2 9.0 HYDROLOGY AND HYDRAULICS........................................................................................................2 10.0 WETLAND DESCRIPTION AND ENVIRONMENTAL IMPACTS..........................................................3 11.0 ALTERNATIVE ANALYSIS....................................................................................................................4 12.0 EROSION CONTROL AND RUN OFF MANAGEMENT(NR216).........................................................5 12.1 DISPOSAL AREA.....................................................................................................................................6 13.0 SEQUENCE OF CONSTRUCTION........................................................................................................6 14.0 ENDANGERED AND THREATENED RESOURCES.............................................................................6 15.0 HISTORICAL AND CULTURAL RESOURCES.....................................................................................6 List of Appendices Appendix A Ownership Appendix B Site Photos Appendix C Figures Appendix D Plans Appendix E Wetland Delineation Report and Letter of Concurrence Appendix F Practicable Alternative Analysis and Alternative Drawings Appendix G WDNR Technical Standards Appendix H WisDOT Seed Mix Appendix I Endangered Resources Information Appendix J Hydrology and Hydraulics (Streamstats, HydroCAD) Appendix K Signed Copies of Permit Application Checklists WDNR Reefer Creek GP Waterway Crossing and Wetland Disturbance Bayfield County, WI 2 +age iii Attachment 1 (Project Plans and Documents) October 16, 2023 WDNR Reefer Creek Waterway Crossing and Wetland Disturbance General Permit Bayfield County, Wisconsin for N WBE. 1.0 Introduction Northern Wisconsin Based Engineers, Inc. (NWBE) has contracted Weyandt Engineering Services and Long Island Engineering to submit a permit application for a private access bridge crossing on Reefer Creek. Site improvements are necessary to maintain the integrity of the Creek and reestablish a stable access road to their residence. 2.0 Ownership The property is located in the NE quarter of the NE quarter of section 18, township 48N, range 9, Town of Oulu, Bayfield County, Wisconsin and is owned by Nathaniel and Lisa Andersen. For proof of ownership see copy of deed located in Appendix A. 3.0 Existing Site Description and Location The original stream crossing was lost some unknown number of years ago before the current owner purchased the property in 2021. The 1939 aerial shows the driveway access to the residence with no other route visible. The current pedestrian bridge over Reefer Creek was completely washed out during the spring melt this year, 2023. A replacement bridge designed for vehicle traffic is needed to maintain the integrity of the access road and Reefer Creek. The road is a one -lane gravel access road from CTH B to the residence. See Appendix B for Site Photos. 4.0 Project Purpose and Need The purpose of this project is to maintain the integrity of Reefer Creek and to guarantee safe and reliable access across the creek from CTH B to the residence of Nathanial and Lisa Andersen. Included in Appendix B are photos of crossings over Reefer Creek at CTH B and Erkkila Rd crossings located downstream of the project. WDNR Reefer Creek GP Waterway Crossing and Wetland Disturbance Bayfield County, WI 2$age 1 Attachment 1 (Project Plans and Documents) See Appendix C for Figures including aerial photo, topographic map, WWI map, NRCS Soil Survey Map, NRCS Hydrologic Group Map, WDNR Remediation Site Map, GW-SWPA Map, ANSRI Map, Impaired Lakes map and FEMA Floodplain Map. 5.0 Proposed Project The proposed plan would include a wooden Wheeler bridge with a 28 feet long clear span and 12 feet wide travel lane. All equipment and materials will be brought to the site via CTH B and the gravel driveway. The bridge will be supported on driven "H" piles and the abutment will be armored with riprap to prevent damage by debris during high flow. Tile bridge will be assembled in place. The two downstream crossings are twin 6 feet diameter culverts at Erkkila Rd and a single 12 feet diameter corrugated metal pipe at CTH — B. The corrugated metal culvert configurations were both considered for this project but ultimately rejected and a clear span bridge selected. The bank width did not support twin 6 feet diameter culverts. The project location did not support a 12 feet diameter culvert due to the low overbank elevation on the west side. The 12 feet diameter culvert was too tall for the project location. See Plans in Appendix C. 6.0 Local Regulatory Coordination Being submitted concurrently is a Bayfield County Land Use Permit. 7.0 Floodplain The site is not located in or near a FEMA floodplain Zone. See Figure 10: FEMA Floodplain Map in Appendix C. 8.0 Impact to Waterways The project site is located on Reefer Creek. Reefer Creek is an unimpaired class I trout stream. It is an ANSRI Outstanding and Exceptional Stream. In stream construction activities will be scheduled for outside the spawning window of September 15 through May 15. Other construction activities may occur outside of the spawning window. Impacts will be limited during construction by the installation of instream turbidity barrier, perimeter silt fence, and limiting the contractor's work space to upland areas and maintain buffers from the stream. See Figures in Appendix C. 9.0 Hydrology and Hydraulics The watershed boundary was delineated using the online application StreamStats that is provided by the United States Geological Survey (USGS). This online application can be found at his://streamstats.usas.eov/ss/. Streamstats was utilized to create to watershed areas. The first is the entire watershed tributary to the project location. The second is the upper watershed that is tributary to just north of Colby Rd. This watershed split was identified as there is a significant change in watershed slope when comparing the upper watershed to the lower watershed. The watershed slope is a major factor in calculating the time of concentration of the watershed, which in turns as large influence on the peak flow calculations. WDNR Reefer Creek GP Waterway Crossing and Wetland Disturbance Bayfield County, WI 2r:Page 2 Attachment 1 (Project Plans and Documents) Watershed information gathered from Streamstats was entered into HydroCAD version10. HydroCAD was used to generate a unit hydrograph for multiple storm events to determine a crossing that is most appropriate for the project. While Streamstats does calculate peak flow values of the watershed, the values were not used as they were too low based on the slope characteristics of the watershed. Initial hydraulic modeling indicated a 12 feet diameter corrugated metal pipe (CMP) or twin 6 feet diameter CMPs would be necessary to convey the flows calculated at the project area. This is consistent with the nearest two downstream crossings. This concurrence gives creditability to the modeling created. However, at the project location those two culvert configurations have multiple issues that included poor stream alignment, insufficient bank width, higher risk of overtopping due to the low west bank elevations, and increased wetland impacts. Ultimately a 12 feet wide by 28 feet long clear span Wheeler bridge was selected as the optimum crossing. The crossing was rotated and driveways re -aligned to better align the stream with bridge opening. A secondary spillway is proposed to be graded on the west side. The spillway elevation is I foot below the low beam elevation. This provides added capacity and safety during high flows. It also provides protection in the event debris clogs the bridge. The following table shows the calculated flows, water surface height, and feet of clearance from low beam. Rainfall values shown are obtained from Atlas 14 for Bayfield County. Table 1 Reefer Creek Crossing Low Beam Elev 934' Normal WS 927.46' 24-Hour Design Rainfall Events 1- r 2- r 10- r 1 00-r Peak Flow at Bridge CFS 98 I50 415 1215 Water Surface Elevation 927.8' 928.4' 930.4' 933.6' Clearance from Low Beam 6.2' 5.6' 3.6' 0.4' Rainfall Depth (inches) 2.36 2.73 4.14 7.24 The normal water surface elevation observed during survey is 927.46'. The low beam elevation of 934' provides 6.54' of clearance for small craft navigation. See Appendix J for Hydrology and Hydraulics. 10.0 Wetland Description and Environmental Impacts 46North Environmental was contracted to conduct a wetland delineation of the site. The site was inspected on June 2"d, 2023 for the presence and extent of wetlands. The wetland delineation was limited to an approximately 2-acre area centered around the proposed WDNR Reefer Creek GP Waterway Crossing and Wetland Disturbance Bayfleld County, WI 27Page 3 Attachment 1 (Project Plans and Documents) crossing location. The survey area included the driveway approach and side slopes on the east side of the creek. On the west side of the creek, fieldwork focused on a 200-foot length of the creek starting from the southern property boundary (near former bridge) and going northward and extending 100-150 feet landward from the creek to include all potential areas of impact. Two wetlands were found. Wetland 1, located on the west side of Reefer Creek, approximately 25ft south of the former bridge, is a T3Kr Hardwood Swamp wetland. Wetland 2, located on the east side of Reefer Creek, approximately 20ft south of the former bridge, is also a T3Kr Hardwood Swamp wetland. Both wetlands extend south, beyond the property line. The area of Wetland I which lies on the west side of the stream is 1,105 sf. The area of Wetland 2 which lies on the east side of the stream is 490 sf. See Appendix E for Wetland Delineation Report, WDNR concurrence letter from Mr. Travis Holte. Table 2 below shows a breakdown of the proposed permanent wetland impacts by cover type and impact acreage. There are no known temporary impacts associated with this project. Table 2: Permanent Wetland Impacts Delineated Wetland Wetland Type Sq Ft Acres Wetland 1 Hardwood Swamp I I05sf 0.03 acres Wetland 2 Hardwood Swamp 490sf 0.01 acres TOTAL 1595sf 0.04 acres Total Proposed Permanent Wetland Taking: 123sf (0.003 acres) Because total wetland takings are less than I0,000sf, no mitigation is proposed. For more details, see the complete plan set in Appendix D. 11.0 Alternative Analysis Given the physical constraints of the site (ex. steep valley slopes, driveway confined within narrow property lines) there are few practicable alternatives for siting the crossing. It would need to connect with the driveway in the southeast comer, and cross onto the low terrace with the home site immediately across the creek. Alternative 1: As shown in plans. 123sf of wetland impact. This is the preferred alternative. Alternative 1 involves constructing the new bridge in the same spot as the former pedestrian bridge and previous crossing of unknown make. There are 34sf of proposed impacts to Wetland 1, which involves grading and armoring the abutment. There are 89sf of proposed impacts to Wetland 2, which involves grading and armoring of the abutment. All impacts to the wetlands are minimized to the largest extent practicable by rotating the bridge location clockwise to the maximum extent practicable. Further rotation would align the bridge directly with the residence and not allow enough room for vehicle maneuvering. The bridge rotation also serves to better align the stream flow with the bridge opening. WDNR Reefer Creek GP Waterway Crossing and Wetland Disturbance Bayfield County, WI 243age 4 Attachment 1 (Project Plans and Documents) Alternative 2: Installation of a 12 feet diameter culvert similar in construction to the downstream crossing at CTH-B. 493sf of wetland impact. This alternative was rejected. Alternative 2 involves constructing the crossing in the same location of the previous in such a way to extend the access road that leads to the property straight across the stream. It would provide more direct access and maneuverability, is better aligned with the driveway on the west side of the creek, but would impact more wetlands than Alternative 1 and is not as well aligned with stream flow. Therefore, this alternative was rejected. Alternative 3: No bridge. Osf of wetland impact. This alternative was rejected. This alternative does not meet the project purpose and need. Restoring the bridge is necessary as it is the only means of crossing the stream to reach the residence on the property. No other access routes are available. See Appendix F for Alternative drawings. 12.0 Erosion Control and Run off Management (NR216) Erosion control and runoff management will consist primarily of limiting the contractor's work space to the areas necessary for grading operations. Silt fence will be used as perimeter controls and instream turbidity barriers will be installed. These BMP's will be installed prior to the initiation of land disturbing activity. Permanent stabilization will be achieved through placement rip rap along bridge abutments. Erosion Mat Urban Class I Type A will be installed on areas of disturbed soils to be revegetated. Other methods will be used as necessary. See Appendix G for WDNR Erosion Control Technical Standards. A permanent seed mix, WisDOT Mix 10, will be applied on all exposed soil at a rate of 65.34lb/acre (1.5lbs/1000sf). A nurse crop seed mix of either annual oats, annual ryegrass, or winter wheat will be applied at a rate of 0.8lbs/1000sf. If seeding before June 15 and between June 15 and October 15 use annual oats for nurse crop. If seeding after October 15 use winter wheat or annual ryegrass for nurse crop. Final seeding will occur within seven (7) days of completion of site preparation. Areas shall be reseeded where germination does not achieve 70% coverage. Temporary erosion and sediment control measures will be kept in place until the permanent erosion control measures are installed and functioning properly or disturbed areas have achieved 70% re -vegetation. See Appendix H for seeding information and Appendix D for details on silt fence and turbidity barrier. WDNR Reefer Creek GP Waterway Crossing and Wetland Disturbance Bayfield County, WI 2$age 5 Attachment 1 (Project Plans and Documents) 12.1 Disposal Area Any materials encountered onsite that require removal, such as the existing pedestrian bridge will be removed by truck and disposed of at an approved landfill that accepts construction waste. 13.0 Sequence of Construction The steps listed below are a rough outline of the construction sequence and may be deviated from, to ensure proper and safe construction and to protect the environment. Project construction is estimated to begin May 16, 2024 and be completed by September 15, 2024. Sequence of Construction I. Temporary perimeter erosion and sediment controls including silt fence and turbidity barrier shall be installed prior to land disturbing activities in the areas which they protect. 2. Clear and grub work area. 3. Strip and salvage topsoil. 4. Drive "H" piles, grade abutment, place riprap armor, and construct clear span bridge. 5. Perform earthwork and stabilization for areas to be revegetated. 6. Remove sediment, contaminants, and debris from job site. 7. Maintain perimeter silt fence until vegetation reaches 70% coverage. 8. Remove temporary erosion control measures. The project construction is estimated to begin May 16, 2024, and is estimated to be complete by September 15, 2024. If construction costs are high due rising costs this project may be delayed a year to 2025. 14.0 Endangered and Threatened Resources A preliminary assessment of endangered and threatened resources was conducted using the WDNR Natural Heritage Inventory (NHI) Public Portal. No further action is required. See Appendix I for the WDNR NHI ER Preliminary Assessment 15.0 Historical and Cultural Resources There are no known historical and cultural resources at the project location. See Appendix K for the signed permit application checklists. WDNR Reefer Creek GP Waterway Crossing and Wetland Disturbance Bayfield County, WI 3(�age 6 Attachment 1 (Project Plans and Documents) APPENDIX A Ownership 31 Attachment 1 (Project Plans and Documents) State Bar of Wisconsin Form 1-2003 WARRANTY DEED Document Number ' Doe.1Nun, THIS DEED, made between ISAAC BECKEL AND MELISSA BECKEL, HUSBAND AND WIFE C immor," whether one or mom), and NATHANIEL R. ANDERSEN AND LISA I ANDERSEN, HUSBAND AND WIFE AS IOINT'TENANTS ("Grantee," whether one or mom). Grantor, for a valuable consideration, conveys to Grantee the following described real estate, together with the rents, profits, fixtures and other appurtenant interests, in BAYFIRLD County, Stale of Wisconsin ("Property') (if mom space is needed, please attach addendum): The following described parcels all in the Northeast Quarter of the Northeast Quarter (NE%NE'/.), Section Eighteen (19), Township Forty- eight (48) North, Range Nine (9), Town of Oulu, Hayfield County, Wisconsin: The South 17.98 feet of the East 103.88 feet of said NE'/4 of NE V4; The South 60.00 feet of said NE %4 of NE'/4 that lies East of the West 600.00 feet thereof and that lies West of the East 103.88 feet thereof; and the South 600.00 feet of the West 600.00 feet of said NE ''A of NE'/.. DANIEI—J-BEFFNETI HAYFIELD COUNTY, WI REGISTER OF DEEDS 2021R-587013 02/10/2021 10:36AM TF EXEMPT #: RECORDING FEE: $30.00 TRANSFER FEE: $225.00 PAGES: 1 Recording Am Name and Rehm Address Nuhmiel R and Lim 3. Andersen 2601 13th Avenue S moeo,epou'. bLN 55 w 04-038-2A8-09•IS-101-000-12000 Pamet IdeNiacakn Ntmber(PIM This IS NOT hamesled propuly Grantor warrants that the title to the Property is good, indefeasible in fee simple and free and clew of emumbmmc except: EASEMENTS, RESERVATIONS AND RESTRICTIONS OF RECORD. AUTHENTICATION Signature(s) authenticated on TITLE: MEMBER STATE BAR OF W ISCONSIN (If not, authorized by W is. Stat. § 7D6.06) THIS INSTRUMENT DRAFTED BY: WARRANTY DEED - Type ne ne below signal. A�BLIG m 1' ACKNOWLEDGMENT STATE OF WISCONSIN ) Sc:•W v-ZC COUNTY Personally carat before me on �el'l. 8 " 9-0 --1 , the above -named ISAAC BECKEL AND MELISSA BECKEL. HUSBAND AND WIFE to me known to be the person(s) who =cooled the foregoing insnment land acknow edged the same. Notary Public, State of W iscansin My Commission (ispermanent) (expires:4 / oradmoMdeed. BotbareaotneceuM.) f]ATIONS TO THIS FORM SHOULD BE CLEARLY 109MInED. 'tE BAR OF WISCONSIN FYIRaf NO. 14007 10% Real Estate Bayfield County Property Listing Today's Date: 6/27/2023 Description Updated: 12/30/2021 Tax ID: 36703 PIN: 04-038-2-48-09-18-1 04-000-30000 Legacy PIN: Map ID: Municipality: (038) TOWN OF OULU STR: S18 T48N R09W Description: LOT 1 CSM #1841 IN V.11 R25 (LOCATED IN SW NE; SE NE & SE NW) IN DOC 2021R-592493 Recorded Acres: 34.550 Calculated Acres: 34.550 Lottery Claims: 1 First Dollar: Yes ESN: 125 � Tax Districts Updated: 10/16/2013 1 STATE 04 COUNTY 038 TOWN OF OULU 044522 SCHL-SOUTHSHORE 001700 TECHNICAL COLLEGE Attachment 1 polo Rtawsar0,PAwments) Created On: 10/16/2013 11:48:28 AM dW Ownership Updated:12130/2021 ZAKERY DOUGLAS & MEGAN JEAN BRULE WI SPICER Billing Address: Mailing Address: ZAKERY DOUGLAS & MEGAN ZAKERY DOUGLAS & MEGAN JEAN SPICER JEAN SPICER 73605 COUNTY HWY B 73605 COUNTY HWY B BRULE WI 54820 BRULE WI 54820 F Site Address * indicates Private Road 73605 COUNTY HWY B BRULE 54820 ® Property Assessment Updated: 9/22/2022 2023 Assessment Detail Code G1-RESIDENTIAL G4-AGRICULTURAL 2-Year Comparison Land: Improved: Total: y" Recorded Documents Updated: 10/16/2013 0 WARRANTY DEED Date Recorded: 12/9/2021 2021R-592493 W property History Acres Land Imp. 2.000 16,000 167,800 32.550 3,600 0 2022 19,600 167,800 187,400 2023 19,600 167,800 187,400 Change 0.0% 0.0% 0.0% 0 QUITCLAIM DEED Parent Properties Tax ID Date Recorded: 10/22/2021 202111-591639 04-038-2-48-09-18-1 03-000-10000 26875 0 CERTIFIED SURVEY MAP 04-038-2-48-09-18-1 04-000-10000 26876 Date Recorded: 4/11/2013 2013R-549002 11-25 04-038-2-48-09-18-1 04-000-20000 26877 04-038-2-48-09-18-2 04-000.10000 26881 HISTORY 0 Expand All History White=Current Parcels Pink=Retired Parcels © Tax ID:26881 Pin:04-038-2-48-09-18-2 04-000-10000 Leg. Pin:038103606000 91 Tax ID: 26877 Pin: 04-038-2-48-09-18-1 04-000-20000 Leg. Pin: 03 1103602990 0 Tax ID: 26876 Pin: 04-038-2-48-09-18-104-000-10000 Leg. Pin.038103602000 0 Tax ID: 26875 Pin: 04-038-2-48-09-18-1 03-000-10000 Lea. Pin: 038103510000 36703 This Parcel Parents Children 33 Attachment 1 (Project Plans and Documents) APPENDIX B Site Photos 34 Attachment 1 Reefer Creek Crossing — Site Photos (May 11, 2023) (Project Plans and Documents) Drone Aerial overview of existing site. 35 1939 Aerial 36 t � .fir.. b`s'^� .. ;,y„ •+M At .:ai. ®' r ' t y v ?} rr r i ; Erkkila Rd Crossing (North, downstream) — upstream side. CTH B Crossing (North, downstream) — upstream side Erkkila Rd Crossing (North, downstream) — downstream side. CTH B Crossing (North, downstream) — downstream side. W yid © . ���2.—� ©\ ��w. ?� . \«9? ��//�ƒ� mw -� - \\� /����<»\ ?\�-. _ � �� � � ��{\2/?/ . ... ..� ., y,� �/E; .&>� . \� � � � \� � � «��}� �=� «�zea .� �� ^ � ©� � � � � �� � �� �� ,» ©2< �a . »:� d w� ~� «�� � \ Attachment 1 (Project Plans and Documents) APPENDIX C Figures Figure 1: Aerial Photo Figure 2: Topographic Map Figure 3: WWI Map Figure 4: NRCS Soils Map Figure 5: NRCS Hydrologic Soils Group Figure 6: WDNR Remediation Site Map Figure 7: GW-SWPA Map Figure 8: ANSRI Map Figure 9: Impaired Lakes Map Figure 10: FEMA Floodplain Map all Figure 1: Aerial Photo e. r 1 �A* , a... MA .4.._ G 0 0 0.02 0.0 Miles DISCLAIMER: The information shown on these maps has been obtained from various sources, and are of varying age, reliability and resolution. These maps are not intended In be used for navigation, nor are these maps an authoritative source of information about legal land ownership or public access. No warranty. expressed or implied, is made regarding accuracy, W 1983_HARN_Wmconsin_TM ', 990 applicability for a particular use, completeness, or legality of the Information depicted on this map. For more informagon, see the DNR Legal Notices web page: hap Odnr.wi.gw/legall a�Fm-- Plans and Notes Reefer Creek Baylleld County, Wisconsin 41 &� Figure 2: Topographic Map x rA A Plans and State Boundaries tJ County Boundaries Major Roads — Interstate Highway — Slate Highway m US Highway County and Local Roads — County HWY i o Loral Road — Railroads Tribal Lands ,I- Railroads I� Rivers and Streams Intermittent Streams Lakes and Open water O.l 0 0.06 0.1 Miles DISCLAIMER: The Information shown on these maps has been obtained from various sources. and are of varying age, reliability and resolution. These maps are not intended to be used for navigation, nor are these maps an authoritative source of information about legal land ownership or public access. No warranty. expressed or implied, is made regarding accuracy. NAD 1983 HARN Wisconsin_TM applicability for a particular use, completeness, or legality of the information depicted on this - - 1: 3,960 map. For more information, see the DNR Legal Notices web page: hllpJldm.wrgovllegal/ Notes Reefer Creek Bayfield County, Wisconsin 42 LFigure 3: WWI Map C V bar ii ' � P S is - u E. . � •( fii'-. Q aC men mlect Plans and Docume - farldindicators— Wetland Class Areas Welland Class Points Q Dammed pond Excavated pond a'L Filled/drained wetland yt Wetland too small to delineate ■ Filled excavated pond Filled Points Welland Class Areas Filled Areas Wetland Identifications and Confirmations NRCS Wetspots Railroads Notes 0.1 0 0.03 0.1 Miles DISCLAIMER: The information shown on those maps has been obtained from venous Reefer Creek sources, add are of varying ape. reliability and resolution. These maps are not intended to be used for navigation, not are these maps an authoritative source of Information about legal land Bayfield County, Wisconsin ownership or public access. No warranty, expressed or implied, is made regarding accuracy, NAD_1983_HARN_Wisconsin _TM t. t 980 applicability for a particular use, completeness, or legality of the information depicted an this `Y map. For more Information, see the DNR Legal Notices web page: hup:lldur.wi.gov/legall 4 V8 N Cho WWN Soil Map—Baylield County, Wisconsin b, (Figure 4 - NRCS Soil Survey Map Reefer Creek) 612M 613W 61M 6128D 613b0 612100 3 b � Map Sole: 1:441 ifpmnmmnuridsaipe(ll"z8.5')SMeL a Meters N 0 5 10 21 3D A0 23 40 80 Map projection: "Lb Merrator Cn er000rdinates: %VGS84 Edgebm UrM Zone 15N V4GS64 USp6 Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey Attachment 1 (Project Plans 4nd Documents) 4o WWN Cho 3636'N 612110 61= 612130 6121Co 3 44 7/12/2023 Page 1 of 3 ul � Ie\»xeT�l Area of Interest (AOI) O Area of Interest (AOI) Soils Q Soil Map Unit Polygons N Soil Map Unit Lines Soil Map Unit Points Special Point Features V Blowout ® Borrow Pit Clay Spot 0 Closed Depression Yo Gravel Pit Gravelly Spot O Landfill A. Lava Flow Marsh or swamp Mine or Quarry O Miscellaneous Water O Perennial Water y Rock Outcrop + Saline Spot Sandy Spot O Severely Eroded Spot Q Sinkhole 3$ Slide or Slip Boric Spot Soil Map—Bayrield County, Wisconsin (Figure 4 - NRCS Soil Survey Map Reefer Creek) >A Spoil Area G Stony Spot Very Stony Spot Wet Spot n Other .� Special Line Features Water Features Streams and Canals Transportation }}� Rails ..y Interstate Highways �y US Routes Major Roads Local Roads Background . Aerial Photography Attachment 1 (Project Plans and Documents) MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Bayfield County, Wisconsin Survey Area Data: Version 24, Sep 6, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Apr 1, 2021—Oct 1, 2021 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 45 USDA Natural Resources Web Soil Survey 7/12/2023 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map—Bayfield County, Wisconsin Attachment 1 i§61r®jCGNR139�ame�fD4qupllt7nts> Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 92F Udorthents, ravines and escarpments, 25 to 60 percent slopes 0.9 97.4% 274D Miskoaki day loam, 12 to 25 percent slopes 0.0 2.6% Totals for Area of Interest 0.9 100.0% usDA Natural Resources Web Soil Survey 711212023 Conservation Service National Cooperative Soil Survey 46 Page 3 of 3 96° WWN C-3 i6'N a a g Hydrologic Soil Group—Bayfield County, Wisconsin (Figure 5 - NRCS Hydrologic Group Map Reefer Creek) 612 61908D 612070 61MO 612MO 612160 p Map Sole: 1:441&pri teconAlandsmW(11"x8.S')gieeL c Meters N A o s 10 20 30 Feet m ,zo o 20 40 Map pmjemon: Web Memalnr Comer madinates: WGSB4 Edge bm: U1M Zone 15N WGS84 W& Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey Attachment 1 (Project Plans end Documents) u6° 36'38'N ❑f R M Y{ XWN 612110 6121W 612M 612 3 47 7/12/2023 Page 1 of 4 Hydrologic Soil Group—Bayfield County, Wisconsin (Figure 5 - NRCS Hydrologic Group Map Reefer Creek) MAP LEGEND Area of Interest (AOI) 0 Area of Interest(AOI) Soils Soil Rating Polygons O A 0 AID Q B Q B/D Q C Q C/D O D 0 Not rated or not available Soil Rating Lines ~ A N D ti C/o y D r r Not rated or not available Soil Rating Points ■ A El AID � B B/D C CID D E3 Not rated or not available Water Features �. Streams and Canals Transportation +44 Rails „y Interstate Highways nI US Routes Major Roads Local Roads Background - Aerial Photography Attachment 1 (Project Plans and Documents) MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s)listed below. Soil Survey Area: Bayfield County, Wisconsin Survey Area Data: Version 24, Sep 6, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial Images were photographed: Apr 1, 2021—Oct 1, 2021 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 48 lq DA Natural Resources Web Soil Survey 7/12t2023 Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group—Bayfield County, Wisconsin Attachment 1 Fi GF�61e6ffR}&1Syettdo�iO4Gr�tRnts) Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 92F Udorthents, ravines and escarpments. 25 to 60 percent slopes 0.9 97.4% 274D Miskoaki clay loam, 12 1 D to 25 percent slopes 0.0 2.6% Totals for Area of Interest 0.9 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and VD). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. USDA Natural Resources Web Soil Survey 7/12/2023 Conservation Service National Cooperative Soil Survey 49 Page 3 of 4 Hydrologic Soil Group—Bayfield County, Wisconsin Attachment 1 Fi(�Ft�aleotRZlsn3y9rtdcL�iaasrcat�nts) Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff.- None Specified Tie -break Rule: Higher USDA Nature[ Natural Resources Web Soil Survey 711212023 Conservation Service National Cooperative Soil Survey 50 Page 4 of 4 IFigure •: Remediation Site Map Legend • Open Site • Closed Site Q Continuing Obligations Apply Impacted Another Property(ies) or Right- * Facility -wide Site Notes D 0.37 0.7 Miles DISCIAIMER: The information shown on Nose nips has been obtained from various sources, 0.7 i and are ofvaryng age, mloNgry and msobben. These maps are not intended to be used for Reefer Creek navigation. nor are Nose maps an ouamrmarve source of information about legal land Bayfield County, Wiswnsin ownership or public across. No warranty, expressed or implied, is made amgardmg accumcy, NAD 1983 HARN_Wisrpnsin_TM applicability for a particular use, mmpletememss,orlegahtyofIhomformaliondameledonthis 1: 23,760 rm5 v map. For more infoation, see the DNR Legal Notices web page: hdplldnowi.gwlprg4egaV 1 1 Note: Not all sites are mapped. 0.1 0 0.06 0.1 Miles DISCLAIMER: The information shown on these maps has been obtained from various sources, and are of varying age, reliability and resolution. These maps are not intended to be used for navigation, nor are these maps an authoritative source of information about legal land ownership or public access. No warranty, expressed or implied, is made regarding accuracy, NAD_i983_HARN_Wisconsin _TM 1: 3,960 applicability for a particular use, completeness, or legality of the information depicted on this map. For more information, see the DNR Legal Notices web page: hltpl/dnr.wrijoWlegall Plans and Alterations 0 Formal/Informal Actions • Exemption Determinations • Ordinary High Water Mark Determinations Navigability Determinations Yes Yes with Agricultural Exemption No ♦ Surface Water Outfalls Municipality State Boundaries [j County Boundaries Major Roads Interstate Highway = State Highway o US Highway County and Local Roads — County HM — Loral Read Railroads Tribal Lands Railroads Rivers and Streams Intermittent Streams Lakes and Open water Notes Reefer Creek Bayfield County, Wisconsin 52 Figure 8: ANSRI Map i C Plans and Areas of Lakes — PNW-ASNRI Wild and ` PNW-ASNRIOutstanding and Exceptional Streams — PNW-ASNRI Trout Streams — PNW-ASNRI Wild Rice Streams PNW-ASNRI Outstanding it and Exceptional Lakes — PNW-ASNRI Special Area Management Plan Streams — PNW-ASNRI Special Wetlands Inventory Study i Streams PNW-ASNRI Coastal Wisconsin Wetlands i Streams PNW-ASNRI Special Area Management Plan Areas l PNW-ASNRI Special _ Wetlands Inventory Study Areas .a PNW-ASNRI Coastal Wisconsin Wetlands Areas PNW-ASNRI Wild Rice Areas ' PNW-ASNRI Trout Spring Ponds PNW-ASNRI State Natural - Areas PNW-PRF Other Public Rights Features I PNW Musky Streams PNW Sturgeon Streams PNW Musky Areas ' PNW Sturgeon Areas E PNW Walleye Areas 0.1 0 0.03 0.1 Miles DISCLAIMER: The Information shown on these maps has been obtained from various sources, and are of varying age, reliability and resolution. These maps are not intended to be • used for navigation, nor are these maps an authoritative source of information about legal land ownership or public access. No waranty, expressed or implied, is made regarding a=mcy. NAD_1983_HARN_Wisconsin_TM r980 applicability for a particular use, completeness, or legality of the information depicted on this map. For more information, see the DNR Legal Notices web page: http9/dnr.vd.govllegall Notes Reefer Creek Bayfield County, Wisconsin 53 fx Ad -0 ff tog; riffis All 1, I- zi Ir L pr7i�—A LAW MEMIIT--117� IM FIE AQ Figure 10: FEMA Floodplain Map T " i • F i r' I .• R C eff.1'21161201:1 ; PANEL 55031CO200D �.;--effi�212/20.12. «T n ham.. 0.0 0 0.02 0.0 Miles DISCLAIMER: The information shown on these maps has been obtained tram various sources. and are of varying age, reliability and resolution. These maps are not intended to be used for navigation, nor are these maps an authoritative source of information about legal land ownership or public access. No we nanty. expressed or implied, is made regarding accuracy, NAD_1983_HARN_Wisconsin_TM 1. 990 applicability for a particular use, completeness, or legality of the information depicted on this map. For more information, see the DNR Legal Notices web page: http:ildnr.wi.gov/legal/ ac men e(�rolect Plans and Documents) Grid ■ High :937.629 PR Low: 8536184 Dams . Dam ® FERC and FERC Exempt Dam . Cranberry Dam ■ Removed Dam ■ Structure not on Waterway ® <allothervaluess Levees + Geomarks Floodplain Analysis Lines — Case by Case Analysis for Development in Floodplain — Dam Failure Analysis — Encroachment Analysis _.. Flood Insurance Study Flood Storage Analysis Floodplain Study (Locally Funded) Hydrology/Hydraulics developed at a Dam <all other values> Floodplain Analysis Catchments Floodplain Analysis Points Case by Case Analysis for Development in Floodplain Dam Failure Analysis Encroachment Analysis Flood Insurance Study 16 Flood Storage Analysis Floodplain Study (Locally Funded) Hydrology/Hydmulics developed Notes Reefer Creek Bayfield County, Wisconsin 55 Attachment 1 (Project Plans and Documents) APPENDIX D Plans 56 0 m FV w ORDER OF SHEETS Sc]M N'n Ttle 5exy:W } ipty BeYwvYMW SWv�W 3 Nue4eapugw:iW s.mn ro. Rgvaw.y PlN ro, nma Pufim s..mExo. a swm�a cemPD:.MnaA B.m, ro. } GD�PMbs s.m:xa a :2w:R a.udL ro. s o.0 �� TOTAL SHEETS• M DESIGN DESIGNATION AA.0.L rye 41A A.IT. NIA rv/A ONV, A DD. fA .IA DLXex.1. A V IA CONVENTIONALSYMBOLS PUN mevoulluMns PPOVfRTYEINE Lm UNE .TFONIL. Off�SEMENI rR0P05moR xEw P/W NNF XCGFINIfPLtPT .D.E CE PHI ENSTINGCULVEPT 7 0"'DCULVEBT eo. of COMSUMNAFLUIa MARSH ARu v E.W.FIIWIw L--_ } STATE OF WISCONSIN TOWN OF OULU PLAN OF PROPOSED IMPROVEMENT NATHANIEL AND LISA ANDERSEN PRIVATE ACCESS (73745 COUNTY HWY B) REEFER CREEK BRIDGE BAYFIELD COUNTY STATE PROJECT NUMBER NWBE 2314 3Id BFQ STA 9+25.00 Y4IBZ1 . X-4NBA A3 END PROJECT STA 10+58.93 o FROEIL£ GNRE LmE s PI mLLGxpUUO _ M40.tNOP POCK VPOiILE -ate`- � E: Kobe a wNI ' sofcml olr Dual _ �•`_ _ _ AN GPepL afvaipx TFN cu""T 1pmll vuxl O O UTILRIES C P0 IF " —c— }LTolwrvl — T — wATER —w — LRIUTIDD., J[ TELEH,Mc VOLT 9 sl E A In I s ° Y I TRIP 7ro. P d toU n 4m B tF � N: DP n _. : n U • I i . r m ........ •• .. ! f• n mmM _ ... • i'...... u:xu .�. d ......ve Yon ARE4s foL i H ...: .....fi 4 wNu . 5 ® yy : _ 9 I a elersb !L a I T-04N TASN TiCN TdIN STATE PROIECf _ Ppll Cl ApProed.for \ (Not p,or C Bidding � O�rUCtlon) uvom a SGLE O }MI xCMR RFSIEREH5E KKYxAI THIS ), YFEWRE ONBIx NADID1.11 PEfEPENCE FEE ryNeCRS),Bf...ARENEY. ODMIATELw Us.sULNEYFEETPoID= sxVAN ARE PDD Tm4 NU UNOTH OE aNTRU HE. OOI5 MI A.'H N.TES. AS BEARWGS. AHD pilOd5TA1K£s.c2O O5EAxcEs A. 'HE s4e As GRDuxO asrANCEs. ORIGINAL PLANS PREPARED BY f�NRB.ENanfm-mcs.�.vcr-+ate, ... .. ACCEPTED FOR NATHANIEL A. & .64J. ANDERSEN mLvu.ueL A..N...f. 57 r GENERAL NOTES 21 PEHFORMTHEWORKUNDERTHISCONSMUCNONCONTRACTFORNATHANIELE.9USALANDERSEN,73745000NTYSm5, TOWN OF OULU, BAYFIELDCOUN1Y, WISCONSIN AS ME PUNS SHOW AND EXECUTE THE WORK AS SPECIFIED IN THE STATE OF WIiCONSIN, DEPARTMENT OF TRANSPORTATION, STANDARDSPECIFICAnONS FOR HIGHWAY AND STRUCTURE CONSTRUCTION, 2023 EMTION,M PUBLISHED BY THE DEPARTMENT. AND SUPPLEMENTAL SPECIAL PROVISIONS. 2023 VASCONAN DEPARTMENT STANDARD SPECIFICATIONS FOR FOUNDAT: THE WORK UNDERTHISCOMRACTSHALLCONSRTOF CLEARING & GRUBBING, COMMON EXCAVATOR. BORROW, BASE AGGREGATE DENSE, EXCAVATION FOR STRUCTURES, STEEL HP PILING, STRUCTURE BACY.FILL. INSTALLING 2BEODT TREATED TIMBER, PANEL-IAM, SINGLE -SPAN BRIDGE, RIPRAP, EROSION CONTROL LANDSCAPING, AND ALL INCIDENTAL RENTS NECESSARY TO COMPLETE ME WORK AS SHOWN ON THE PLANS AND INCLUDED IN THE PROPOSAL AND CONTRACT. THE LOCATIONS OF EXISTING AND PROPOSED UTILITY FACILITIES AS SHOWN ON THE PUN ARE APPROXIMATE. THERE MAYBE OTHER ULDUTY FACILITIES WITHIN THE PPOIECTARU THAT ARE NOT SHOWN. THE CONTRACTOR SHALL COORDINATE ACTIVITIES WITH ACALL TO DIGGERS HOTLINE AND/OR A DIRECT CALL TO THE UPLRIES THAT HAVE FACILITIES IN 1HE AREA. NOTALL UTILITIES ARE MEMBERS OF DIGGERS NOTHNE. WHEN ME QUANTM OF THE ITEMS OF BASE AGGREGATE. SUBBASE OR HMA PAVEMENT IS MEASURED FOR PAYMF NT BYTIE TON OR WBIC YARD, THE DEPTH OR THICKNESS OF ME LAYERS SHOWN ON ME PUN IS "PROXIMATE AND THE ACTUAL MICKNESS WILL DEPEND ON THE DISTRIBUTION OF ME MATERIAL AS DIRECTED BY THE ENGINEER. NOTREESSHALLBE REMOVED WIMP ME RACE LOCATION OF THE ERO511 ALL TEMPORARY EROSION CONTROL INE09YMECONTRACTOR INTHEFIELD. ANY LAND DISTURBING ACTMTIES, DO NOT REMOVE EROSION CONTROL DEVICES UNTIL VEGETATION HAS BEEN ESTABLISHED AND ALL DISTURBED AREAS HAVE BEEN STABILIZED. CURVE DATA S BASED ON ME ARC DEFINITION. M WATERWAYS. GENERAL NOTES TYPICALSECNONS CONSTRUCTION DETAILS STANDARD DETAIL DRAWINGS 01YONF06 SILT FENCE DBEll-02 TURBIDITYRARPIER W ISCONSIN DEPARTMENT OF TRANSPORTATION PRODUCT ACCEPTABILITY LIST (PAL) EROSION MAT URBAN CUS51 TYPEA W ISCONSIN DEPARTMENT OF TRANSPORTATION CHANNEL AND SLOPE MATRICES CHANNEL ER09ON CONTROL MATRIX SLOPE ER090M CONTROL MATRIX DESIGN CONTACT NORTHERN W6CONSIN.RASED ENGINEERS, INC. ATTN: GARY COLMAT, PE P.O. BOX 328 HAYWARD' WI 54M3 PHONE:(715)6344334 EMNL GCIXRERT@N W BEIC CON LONG ISLAND ENGINEERING. LLC ATTN: TODD GIBBON, PE, CFM 201 MAPLE RIDGE ASHLAND, WI 540p5 PHONE: (7151209.4747 EMAIL LONGISUNDENGMEERINGEBOUTLOOKCOM TOWN OF OULU CONTACT LON HAMIL70N - CHAIR TOWN HALL PHYSICAL ADDRESS'. 2525 W COLBY ROAD 'RULE, WI 54820 PHONE (715) 372 4507 PHONE:(715) 292-2362(MOBILE) EMAIL TOWNOFOULU@GMAILCOM DIANA REDO -CLERK 71530 HOOVER LINE ROAD IRON RHEA. WI 548A7 PHONE: REST 372-4507 EMAIL'. TOW NOFOULU@GMAILCOM WI DNP WIYONSINDFPAH(MFNTOFNANMLRESO NATMANIEL fi y16R1[0. `"-_.--_-` WI/DNRNORMENi REGION HFAOOUART 3 111AVTSIX ,AIR% ('J2-�(3 AM SHOWN RASEFEV t N5540T �";n9 i RIOMRERVRE ST 1 P .651 jS 81OW.M,WIAREE _ E LPVCCRLE 1gYL,.COM S4 PRONE:(715) 63228 OFFICE \ - �2(lO^� ICt/On) PNONE:715)416W7RMORIJ1 U G EMAIL: SHAWN.HASELEUEVESCONSM.GOV - - UTILITY CONTACTS NORVADO BOX 67 FIGGIRSINOTUNI CABLE, W64021 17151'96 7123 (OFFICE) 5808 (.(SUM SBDB323 O LQ GFOISUM@NOPVADD.COM A FVA Dial Mor (800)242 8511 PAYFTTN MKEWEBEFOPERANE 00X 63 www.DiggersHotline.com IRON FARE. W 5BM7 (715)3721297 LIST OF STANDARD ABBREVIATIONS AUDIT ABUTMENT OH.V. OE SIGN HOUR VOLUME AGG. AGGREGATE DIA. DIAMETER AH. MEAD DESCH. OR DIS. DISCHARGE AAD1 ANNUAL AVERAGE DAILY TRAFFIC E. EAST APPHOX. APPROXIMATE K EAST GRID COORDINATE AC W. APRON END WALL EB EASTBOUND ASPH ASPHALTIC EA. EACH ELEC. ELECTRIC L.BACK BEGIN EL DR ELM ELEVATION B.M. BENCHMARK OAL5 EQUIVALENT SINGLE ARE LOADS 4L0RC CENTERLINE EAS EXCAVATION BELOW SUIGRAOE OF, COMMERCIAL ENTRANCE EXIST URGE HE CONIC CONCRETE FEET. FEREM CONSORTCONSIRUCFION F.E. FIELD ENTRANCE W. COUNTY RN. FINISHED CT. H. COUMYTRUNARGHWAV EL OR[ FLOW LINE X-SEC CEDSSSERION HORIZ HORIZONTAL CR. CRUSHED INL INLET NLV. CULVERT TNT, INIERSEC90N CP. CURVE BE PIPE IW, INVERT OO.T. DEPARTMENT OF TRANSPORTATION LT. LEFT I PROJECT NO: NWBE 2314 1 HWY: 73745 COUNTY HWY B I COUNTY: BAYFIELD I GENERAL NOTES I SHEET 58 1 E 2 f IX.ONH VAR. 4-T VAR. 6'-P VAR. EXISTING TYPICAL SECTION STA9-25-10-W STAI.�4R 10�69 c OWV IA' 6' 8' 1.6' % 2% 3/4INIH FINISHED TYPICAL SECTION STA9+n-IMW STA 10-28-1M50 Approv de fore (Not POr C g`dding =8� 023rUCtiOn) ' PROIECTNO: NWBL 2314 I HWY: ]3]:5 COUNTY HWYR I COUNTY: SAYFIELD I TYPICALSECNONS I SHEET $9 I E rvewve. wwml_Nevc:sasre+zmuumav Rsrrea.ewue.wxwxvtloxAwlmpmmi rsys. we ewwrz. eaAazss�loAx .1mn. amen+ nmw.wE. nmzws. lwsn xmwms«�i�... 2 L=OUT TO OUT OF ABUTMENT BODY INCLUDING WINGS (IT) H =AVERAGE ABUTMENT FILL HEIGHT ITT) EF= EXPANSION FACTOR IF 0 FOR Cy BID ITEMS AND 1 W FOR TON BID ITEMS) VCi-(LII30')H IL)IOS)IO.SX)(H) VCY=VCF JET Vn WON =VCY(20) HEAW RIPWJ ("P.) RIPRAP HEAW DETAIL THRU ABUTMENTS 91PERTPIATURE / PAVFMENf AWINEIrt /• L; �luavAa �>a `PAruMrrs __i oFBAnDBLA I �6AOiILLSINFRME TTEA TYPICAL SECTION THRU ABUTMENT e BACKFILL PAY UMM B FILL BEYOND PAY UMFTSSNALL BE INCIDENTAL TO EXCAVATION FORSTBUCHURES. UMNSOFE%GVAIIONSHAELBE DETERMINED BY THE CONTRACTOR. REMOVE BEAVER INCIDENTAL TO'EXCAVAEON FORSTRUCTUREYBIDITEM. �uPro�ed �- -- � ��ot Fforor C g(dd/n_q I PROJECTNO: NWBE 2314 1 HWY: 73745 COUNTY HIM B I COUNTY: BAVFIELD I CONSTRUCTION DETAILS I SHEET 60 1 E 1 .uwwoA'w«I.l IV N .� (j gpPro�e ` (Not for e�da�n9 —� _(�'�I 6126 i n3rU�ti ) G) V b o2on SCALE,FEET (_I !I Tt ` ggqqq4q�qaqqqaaaaaaava8naaa _ _ - _ -I � I i \ anavavagaaa.I L OOggOqqqOQ�qaq\ \ \ ` PROPOSED ORII.E I,I,/I P \ \ I\ I - aggqq� ' ' 0 Oggqq00 YOPEINTEBCEPT qd / ET.AhID WORMED OELINF / NORM FNVIRONMENTALLEATION PEBFOP ENVIRONBY '6MENTAL C,IP �� VVET'. s,6p Ftt Tz]srrmAL wErwao Flu LEGEND GGRDOA EROSIONMATURBANCIASSI.TYPEA A P� Al iEN[E cROmS NPRAP HEAVY W/ GEOTECTRETYPE HR x JAI SLOPE INTERCER ♦.�.-� TURBIDry BRRNFA -^�- SURFACE WATER FLOW PROJECT NO: NWBE 2314 HWY: 73745 COUNTY HWYB COUNTY: BAYFIELD Inu�..n "FlITNAMF DI cDl�nn.•�meuorMTUFunnlme rveomuu.o Lloxmsoeeo�. t<moowc PmTOA.F_ t I I `BAYFIELO ELECTRIC APPRW_n.PERIY LINE WEMANN FILL EROSION CONTROL SHEET 61 1 E mm� a'.Nx Ix Al.e. nmrnu. IInTSN ..T..F. wHT.a "m EXCAVATION FOR STRUCTURES CLEARING & GRUBBING 2o1.0105 201.0205 CLEARING GRUBBING STAl10N STATION LOCATION SLA STA 9N5 - L DWY1 1 1 10#28 10+59 GATT 1 3 PPOIECTTOTALS 2 2 EARTHWORK Approved -qt Fpr C �r gIddrng CDT'" 128 21 struction) 1 2OSGIDD EXPANDED FILLCOMMON EXCAVATION UNUSABLE (13) I11 EMBANKMENT AVMULBLE CUi FACTOR MATERAIL MATERIAL UNE%PANDED MASS ORDINATE 206.0100 DIVISION FROMAC STATION 131 EBS ESG )31 (A) 151 FILL 1.25 (14) WASTE BORROW COMMENT VGIONI WV] 925 UHHOO HUM IN59 ]0 0 30 40 AS 5R -18 0 1B a a 0 D 0 0 0 0 O 0 D 0 0 0 0 0 a 0 0 0 D 0 0 0 0 a 0 0 D D D 0 G G 0 0 0 D D 0 0 0 0 DI41"0 "U"TOTAI ]o D 3D AO 46 58 -28 0 is GRANDT.AL 70 0 30 40 AB SB -lR 0 18 TOTAL<OMMON EKC ]0 NOTES: pj COMMON EXCAVATION ISTHE SUM OF THE CUT AND fBS EXCAVATION COLUMNS. MIA NUMBER 205.0100 13) UNUUABLE EMBANKMENT MATERIAL IS INCLUDED IN CUT. U) EBB EXCAVATION TO BE BACKFILLED WITH SELECT BORROW MATERIAL (4) UNUSABLE EMBANKMf M MATERIAL (4) UNUSABLE EMBANKMENT MATERAL CAN BE USED IN FILL OUTSIDE OF 1:15LOPE FROM SUBGRADE SHOULDER POINT (5) AVAILABLE MATERIAL=CUT - UNUSUABLE EMBANKMENT MATERIAL (13) EXPANDED FILL FACTOR=1.25 (l4(1HE MASS ORDINATE DP - CITY CALCULATED FOR THE DIVISION, PLUS QUANTITY INDICATES AN EXCESS OF MATERIAL WITHIN THE DIVISION. MINUS INDICATES A SHORTAGE OF MATERIAL WITHIN THE DIVISION. (15) FACTORS USED TO COMPUTE ANTICIPATED WASTE AN. THE COMPUTED WASTE VOLUME IDENTIFIED ARE FOR GENERAL INFORMATION ONLY. STRUCTURE BACKFILL 21011M STRUCTURE BACK FILL COMMENTS TYPE A STATION LOCATION CY IOrCO WEST ABUTMENT 30 PAY VOLUME MEASURED IN TRUCK l0@0 EAST ABUTMENT 30 PAY VOLUME MEASURED IN TRUCK PROLECTTOTAL EO FINISHING ROADWAY 21' -M 01. FINISHING ROADWAY PROJECT WISE 2324 LOCATION FACH PROTECT LIMBS 1 PROJECTTOTALAL 3 'n.I,ILCJNO: NWBE 2314 1 HWY: 73745 COUNTY HWY B I COUNTY: BAYFIELD I MISCELLANEOUS QUANTITIES I SHEET 63 1 E 3/4-INCH BASE AGGREGATE DENSE 305.0115' BASE AGGREGATE DENSE WE AGGREGATE DENSE 3/6INCH 3/LINCH COMMENTS (IT ALMSTIONVOLUME) STATION STATION LOCATION CV CY 9.25 - 1MW DWYS 19 m PAY VOLUME MEASURED IN TRUCK 1DT28 10.59 DVVY 8 30 PAY VOLUME MEASURED IN TRUCK PROIECTOTAL 35 PAY VOLUME - FINAL POSITION VOLUME - 1.3 SHRINKAGE FACTOR FOR BASE AGGREGATE DENSE 3/4-INCH STEEL PILING SSO.LIDO PILING STEEL HP IO 4210 COMMENTS CIXAMFN STATION LOCATION lF 10Np WESTABUTMENT ISO 6PILINGESTIMATEDATEUTALCH IM20 FASTABUTMEM 150 6 PIUNG ESTIMATED AT 251F EACH PRO3ECTUTAL 300 RIPRAP ITEMS Apprpv-eq for (Not for C g'daing _-- 281 �23rUCtipnl 606.0300 645,0120 plPW HEAW GEOTE NRLE TYPE XR STATION LOCATION CY SY GO40 DINYL WESTASUTMENT 29 59 IBr2R DWYS EASTABUTMENT 25 59 PROIECETOTAIS 54 118 LANDSCAPING ITEMS MOBILIZATION 625.O5W 627DOW 629.0210 630.0120 630.0200 6191CW SALVAGED FERTIUZER SEEDING MIXTURE MOBILIZATION TOPSOIL MULCHING TYPES NO, 20 SEEDING TEMPORARY LOCATION EACH STATION STATOR LOCATION SY SY CNT LB U. PROJECT TWITS 3 9LUS ]Oral D. 220 151 0.17 6 6 PROJECT TOTAL 1 iM2B IDr59 DM 51 51 0.05 2 2 UNDISTRIBUTED 0.06 2 2 PROIECTOTALS 271 NO 0.7R ]0 10 - -i 1 HWY: ]3]45COUNTYHWYB I COUNTY: BAYFIELD I MISCELLANEOUS QUANTITIES I SHEET 64 IE omarcnowR IT" SILT FENCE 620.1504 620.1520 SILT FENCE SILT FENCE MAINTENANCE STATION STATION LOG110N LF IF 9.55 1MC0 DWYI IT 79 A 9.25 IO.M DWI RT 60 64 10.28 IM59 I'mI LT 32 32 IWO ]OK9 DAY AT 63 0 UNDISTPIOIIIFD EO 60 PROUCETOTAIS 298 296 EROSION MAT 628/1306 EROSION MAT URBAN CLASS I TYPE A STATION STATION LOCATION SY 9f25 - 9.90 OWII IT 54 9L25 1. OWY1 AT 50 UNDISTRIBUTED 32 PROIECITOTALS 136 CONSTRUCTION STAKING ROADWAY TURBIDITY BARRIERS MOBILIZATIONS EROSION CONTROL ...190S 62BE1910'tUaGRESAW f FPOSION CON1PO4 FPOSIONPOLII Or `�Cl'ns 62R.6W5 STATION LOCATION BABBITT LENGTH BARRIEfl HEM" LLIRBIOIIY RAPRIER$ COMMENT IF .,I OWYI-WESTARUTNI M REEFER CREEK 75 6 50 HEIGHT INCLUDES MIN. 2- IT ABOVE 02 WATER SURfACT 10.17 DWS I- EAIIABUEMEM REEFERCREEK 6S 6 K HEIGHT INCLUDES MIN. 2-FTASMEUWATERSURFAIT PROIECTOTAL 10 94 650A50D 65119911 659.9920 CONSTRUCTION STAKING CONSTRULTIONSTAKING SUPPLEMEMALC —1- CONSTRUCTIONST CONSTRUCTION AKING SUMER" (PROIECTI(S.NWOE2314 STATION STATION LOCTTION IF EACH LF 9.25 - TELEX) DWY1 75 1 75 WdH - 10.59 OWY1 31 31 PNOIECTOTALS IN 1 206 INSTALLING BRIDGE 650.6SO1 CONSTRUCNR CTION STAKING STRUE LAYOUT(STRUCIUREIED 28-{T TREATED TIMBER PANELLAMBRIDGE STATION STATION LOCATION EACH 10.0) 1028 DWY1 1 PROIECi TOTAL 1 SPV.010501 INSTALLING HIT TREATEO.T MISER PANEL LAM BRIDGE STATION STATION LOCATION IS Io.OB Iw2e 0.1 1 PROJECT TOTALS 1 PROJECT NO: NWBE 2314 I HWY: 73745 COUNTY HWY B I COUNTY: BAYFIELD I MISCELLANEOUS QUANTITIES ' SHEET 05 E Lul xuq a11(DUBI2D4_ D\NL111.101..11— NL Noro.lr snv:on uao.M Pm., 91WTV K H. .—I IIOTN/4L I AL. ,. SDD 08E09 Silt Fence SOMEWAY $NOWLFA �LI1 GEOLEFT¢E FOeNIL PLAN VIEW TYPICAL APPLICATION OF SILT FENCE B NOTE AOgTIWAL Po5T.. ON TE MENS YAY BE REWwED IN UNSTAPYE SIR, WWOPE.0 '. v NI UFNGTH I' MIN.DEPFH IN OROWM L OFF Nt �s FAEFnc POLY a$E$ g* E 3S BACNFILLANI COMPACT TRENCNVATH E%CAVA. SOIL WIMWRESTARESONWCOJEN, / .ANG.G cl� E� SILT FENCE RD W/AV SNp11 EER IIINSLI I- '! $NWLDEP � ROADWAY __. —- —. —. —. —. SI NM{DFR --�ll�-C tLL SNWLOER +�—ROARYAV € o I I SITUATION 1 SINATION 3 PLAN VIEW SILT FENCE AT MEDIAN SURFACE DRAINS 0 GEEEnuE ':ORTOD F SRN THE OTURLE� WWDPoSTRIC LOW+ WGCU� DR FNNNCE TWIST METHOD NOTE E.P SFALWf AubNEo IF A WOVEN GEOTEM G11 FIBRIL R USE D. HOOK METHOD JOINING TWO LENGTHS OF SILT FENCE DWlments) I O 0 0 O SILT FENCE TO DIFEND ACROSS THE TOP OF THE PIPE. QS CONSTRICT SILT FENCE FROM A CONTINUOUS ROLL IF POSES L E BY C U 7 ING LENGT ISTOAVOIDJOINTS IFAJOINTISNECESSARYUSEONEOFTHE FO LOWING TWOMETHODS', AIOVERLAPMEENDPCBTSMI RYISi,DR ROTATE ATIFASTISOCEGREES, BIHOOBTHEENDOFEACHSRTFENCE LENGTH, GEOTEETEE FABRIC LN ORECTON EI(CEss FIBRIc TRENCH DETAIL L SILT FENCE TIE BACK RNHEN REQUIRED BY THE ENGINEER) O SILT FENCE O O W 5TATE OF WISCONSIN N DEPARTMENT OF TRANSPORTATION O MPSOJEI Q N I SDD 08E11 Turbiditv Barrier PLAN VIEW SECTION B - B TURBIDITY BARRIER - FLOAT ALTERNATIVE CAUTION - SEE NOTE ANCHOR 1 @BUOY 1 Ala L SECTION A - A TURBIDITY BARRIER - STANDARD POST INSTALLATION PLAN VIEW TURBIDITY BARRIER PLACEMENT DETAILS GENERAL NOTES PERTINENT REWMEAU.S OF ME STANDARD GPECI GANGAE 7 TURSORY RUBBER MAOI Y 9E PEMED AT THE ENGMEEPS pSCAEIIWCg1IMYFA9L1�N�n IUVESEENESTABL6NED. O1 MINFH STEFIPoSTSPVESON[HWELSIENOLN SHALL OES �FY.IEtIITO�w�4G�1 WATER ELEVATIONS. - Ni(,t/ , Ih/ O SANDBAGS TO BE USED AS ADDITIONAL MI WHEN ORDERED BY THE EHGWEER TO MEETAWEABEPIEI.O_gMfftlNi SPACEAS APPROPRIATE FOR SITE CONOl1ONS 1 QS WHEN BARRIER HEIGHT 'H'EXCEEDS BFEET. POST SPACING WY NEED TO BE OECREABE0. O IN WATERWAYS SUSIECT TO FWCTWTMG WATER ELEVATION S. PROVISIONS SHOURD BE MOE TO N MME WATER TO EO GR ON EACH WOE OF TIE BARRIER. MIS MAY BE ACCONPL 6HE0 BY LEAVNG A PORTION OF THE EMBER OPEN ON OS ESTW.TEO HIGH WATER ELEVATION WRING CONSTRUCTIGN PERM KNMW BARRIER HSGNT SHALL BE Y GREATIR MAN EITHER ME 03fl ATMN ON THE ESMAVED HIGH WATER ELEVATOI WPINCCd6TPULTCN. MWNEGR 6 GREATER, © RMT ALTERMAINE WTLL OIN BE ALCOVES WTM WTBPEN APPROVAL M ME ONSNEFR UD IS ME/M FOR LOCAMMS MERE BEDROCK PREVENTS THE INSTABUT IN OF PUTS. Ol ALUM SFFIOENT µACR VERTICALLY AND BRXO.OTALLY SO MAT MOMENT BUBO UP WILL NOT SEPARATE ORLOA£R ME TURBIDITY BURIEN, QB USE AS DIRECTED BY WAST GUARD ON DNR PERMIT WREN WORNING IN NAVIGABLE WATERWAYS. SLOPE PREPLEPT r BLCVE WTERCE➢T 3u 1 Tm C �_ C l �N, \RIPRAP SLOPEIMFPCEPf , I I � SLOPE WIERLEPf PLAN VIEW ROADWAY J URBIORY BARRIER -SHORELINE L BRIDGE GlllGl � Poii.. IIIIr SECTION C-C L TURBIDITY BARRIER DETAIL SHOWING TYPICAL PLACEMENT AT STRUCTURES C N O TURBIDITY BARRIER r W STATE OF WISCONSIN N DEPARTMENT OF TRANSPORTATION O APnweo C N Attachment 1 (Project Plans and Documents) EROSION EROSION AAprp�� g � (Not Por �r 4O. /dd nl g o` 2p23rUCtion) MAT URBAN CLASS I TYPE A - Bid Item 628.2006 MANUFACTURER PRODUCT"' MIN. ANCHOR FREQUENCY (#/SY) American Excelsior AEC Premier Straw Single Net Fibrenet RY 1.9 American Excelsior Curlex I Fibrenet RY 1.1 American Excelsior Curlex II Fibrenet: Rayon 1.1 Enviroscape S100OBD 1.7 Em-Guard EG-SS NN 2.5 Erosion Control Blanket S 318D 1.7 Erosion Tech ETRS-1 BN 1.7 MANUFACTURER PRODUCT "' MIN. ANCHOR FREQUENCY (#/SY) American Excelsior Curlex NetFree 1.9 Ero-Guard EG-2S NN 2.5 Erosion Control Blanket 532BD 1.7 Erosion Tech ETRS-2BN 1.7 Kansas Erosion Products S2 Natural 1.2 Note: Urban Mats must be 100%organic. EROSION MAT CLASS II TYPE A - Bid Item 628.2021 CLASS II TYPE A - Jute fiber only — -- —_� -_-- — Jute shall conform to the Wisconsin Department of Transportation Standard Specifications for Highway and Bridge Construction section 628.2.2. This netting is used for reinforcing sod. No approval is required for this Class and Type. EROSION MAT CLASS II TYPE B - Bld Item 628.2023 MANUFACTURER PRODUCT MIN. ANCHOR FREQUENCY(#/SY) American Excelsior AEC Premier Coconut 2.2 American Excelsior AEC Premier Coconut FibreNet 2.2 Enviroscape C4000 3.8 Erosion Control Blanket C32 or C32BD 3.8 Kansas Erosion Products C100 3.8 EROSION MAT CLASS III TYPE B - Bid Item 628.2033 EROSION MAT CLASS III TYPE D - Bid Item 628.2039 No products are on the approved products list for Class It B-D mats. Project leaders should contact regional SWECs or products engineer for projects with one of these mats. Products will be approved on the project level based on certification of compliance when necessary. 69 FDM 10-5 Attachment 35.1 Channel Erosion Control Matrix Attachment 1 ( rolecl Plans and Documems) CHANNEL EROSION CONTROL MATRIX (Concentrated Flow Application) (Not For ed fpr BI(ydin Ion , TYPE OF EROSION CONTROL DEVICE 10 w 5�5 y DITCH GRADE <2% 2%,4% 4%-A6 6%-9 . $%-12%' Mac Len fl. Mac1- tit Mac Lan h. Mac tan Mac ten h R. REMARKS 300 000 I =0 300 000 1 WO 1 300 1 500 1200 300 600 1200 300 1 1300 1 1230 Seedwith property anchored mulch 0.0 Anchor mulch per specifications. Sod ditch checks withseed and mulch WA C In stall one ditch check forweryl foctofdrop. Sodstakas raquk¢d. Temporary ddoh cheeks(hay bales or approved manufactured akematias faded in the W eDOT P Install one ditch check for every2feet of drop. Madmum200' pacing. Not recommended for slopes less than 1%. NW Sod Rdch Ina in Upstream and most be buried Adddbtnlsod takes required. Double netted fight duty(W "sDOT Class l Type B) erosion mat to OMymffi type productsalWweQ Sod reinforced with a double netted jute(W'sDOT Class ll Type A) erosion mat 1.6 Upstream end must be burled Additional sod stakes required. Two bid items needed sonsol Stan. or rode ddoh checks;, or Rock. Filled Filer Bags NA 021 ON ■ ■ Use No.2 coarse aggregate, tallroad ballast or breaker run. Install one ditch check for eery 2 feet of hop. Useim corqurwiloneedh achannel lining. Medium duty coconut erosion mat (W isDOT Class 11 Type B or C) 2A a ■ ■ ■ ■ o ICY H eauy duty synthetic (W isDOT Class If Type A) er rsion mat or turf remforc ement mat (Ud&DOT Class 111 Type B) 2.0 ■ ■■ ■■■■ ■■ ■■ Gwall, allon may be a problem with Class 111 Type A mats. An ECRM k required for initial erasion protection for Class 111 Type B mats. Heavy duty synthetic turf reinforcement(W'sDOT Class III Type C) mat 3.5 1111oloninsone ■ ■ ins in in ■ ■ 1 ■ ■ MEN= An ECRM k required for insist erosion protection. Contact manufacturer Yhighershea are.meded. Riprap ditch checks N/A EmisENENERI ■ In ■ in in ■ 01 ■ in III I Place top of downstream ddoh check level with botdom of upstream ditch check Use in conNnctionwith a channel lining. in Heavyduty synihetloturf reinforeement(Class III Type D) mat 5 ■■ ■■ n■■■ An ECRM; requiredfor initial erasion protection. Contact manufacturer dhighershears are needed. moon mooms Uhtir g P 9 4 ■■ ■■■■ ■■ ■■■■ ■■ ■■■■ ■■ OUHailnp, overtopping and scorn need tube addressed. Use2' minimum ditch depth. Medium *ap 6 ■ ■ ■ ■ ■ ■ ■ ■ -moons ■ ■ NONE in in in ■ ■ ■ In ■ on Heavy riprap 1 B is ■ 4 in ■ is ■ a -an ■ ■ ■ is is in MORE ■ ■ ■ mom ■ ■ Is ■ ■ Riprapmeasuresappytoabddchtypa. Ussofthesemeasure requtrez angm aeringjudgemeht and design 70 May 15, 2019 Attachment 35.1 Page 1 9 TYPE OF EROSION CONTROL DEVICE ? S = 24% FDM 10-5 Attachment 35.1 Channel Erosion Control Matrix Attachment 1 rolect Plans and Documents) CHANNEL EROSION CONTROL MATRIX (cont.) ApPr°v�dtof_- (Concentrated Flow Application) (n/0t FOr Co,,, 8'dd�ng. 0`truCti n) NA in■+■■F■Elm■+■■F■EIs■}■■h■NI■■F..�..�..F..�..II 4CnstGDetail it rice control for dbhes Subgrade shwldr poFrt. confrmingtolhe typical I-lope4:1 ght, that compgeswilh Ddchs Pope Vm4to8:1 dprocedure 11- 5l Figure 7, should be designed VMinimum ` ordtip to FDM Chapter 13. �Bzdmlope4:1 Effectbe range of deuice far Sandy or Clayey Sait Device applicable. may not be cast ~Ive: ■ .MESS ■ ■ " C "aNeotive for clayeysoll only Not applicable. Use in conjundlon with other BMPa: ECRM- Erosion control revegetation mat. AN Clear I and II mats ate ECRMs. TRM- Turf reinforcement mat. FDM- W bDOT Facilities DNelopmed Manual BMP- Best Management Practice PAL. See NoteB " Fa again grades user g% special resign considerations maybe required Sails that are not sandy should he treated as claysoils. ACBs applyto all ddch types. Use of these measures requires eagneerngjudgement and design. NOTES 1) Ditch Now rates used to develop bar chart are based an a 80 th right d way trap pavement centerline and a 2"Yr. rainfall event far temporary times or a 25Yr. rainfall event for permanent(Claw III mat or dprap) finers. Ifthe dtanage mesa mdends oubidethe80faat right dwaq or unusual flags are repeated. use the shear stress column values to determne the sdia Nty of a lint. See FDM proceduresin Chapter 10 and in Section 13-30-10: 2) Erosion mats shall edend upslope 10 It. min. vertically fiom the rich bottom or B' higher than the design Am depth. Thereshall be nojolhts within 19'althe law point. 3) Cmishal be a coraideragon In the selection of these device. 4) Addsed'unet traps at the bottom of channel slopes. 0) Refer to FDM Chapter 10 fat any channels exceeding the limb shown. 8) Appreued mateml, for erosion Product are referenced tom the Wisconsin Department a TrarsuadAton Erosion Control Product Acemtabilib Llsb (PA'. found at s_;NeorYn"�9Es�e_c:9'euv�*9n5LY4 dYBP@ 7). On long or steep channels that require a higher class mat, use the appropriate laser class mat for the first 300 ftta800 ft of the ohannel. 8) Efteotreermlon control nvoiues mnimMngthe amount oftimesollls exposedand the selection of a eombination of practical and not rellance an just one practice. 71 May 15, 2019 Attachment 35.1 Page 2 FDM 10-5 Attachment 35.2 Slope Erosion Control Matrix Attachment 1 rolecl Plans and Documents) SLOPE EROSION CONTROL MATRIX Appro�ea for (Not Blading I 023rUCtipn) TYPE OF EROSION CONTROL SLOPE REMARKS 8:l or flatter 41 3:1 25:1 2:1 1:1 SLOPE IENGTH SLOPE LENGTH SLOPE LENGTH SLOPE LENGTH SLOPE LENGTH SLOPE LENGTH a-M aD-av - o-M M-® -19 0-ag M-80 -f 0-m -av -IM 0-31' M-W d-120 0-M M-® Seed with property anchored mulch Single netted light day(WsDOT Class I Type A) erosion mat ■ soling gonna ■ ■ Lighldutgsngle netted 100% biodegredeable(W iti Urban Type A) erosion mat Use only 100% bfodegradeabk anchors for urban nuts. Light duty double netted 100% biodegradeable(YUbDOT Urbanmagnolias Type B) erosion mat Us a only 100% biodegradeable anchors for urban mats. Bonded Mulch (WISDOT Type A Soi Stabifae0 ■ ■ ■ ■ ■ May be applied over Class III Type B. C. of D mats to place of erosion control nee etatbn mash. Polymer(WisDOT Type B Soil Stabiliddi Used in coNundbnt iAother BMPs effective upto a2:1 slope. Not effective lo sand. When used alone effective up to a3:lslope. Stand alone use appropdatefor earthen stork plies. temporary. and lateseason applications Doubts netted light duty(IN'sDOT Class I Type B) erosion mat ■ solingil III ■ ■ ■ ■ ■ Sod ■ UNION ■ ■■ nationals Medium duty coconut erosion mat i OT Class ll Type B or C) ■■■■ ■■ 111 ■■■■ IN ■■ ■■ ■■ Sod rainferced with a double netted jute (Ari Class II Type A) erosion mat ■ ■ ■ ■ ■ ■IMMUNE ■ ■ ■ ■ ■ ■ Sod stakes required. Twc bed Rams needed. Heavy dutgsynlhetio erosion control revegetation mat(W'sDOT Class III Type ■ ■ ■ • ■ • ■ ■ ■ • Bottom XENON ■ • Bonn ■ Germination may be aproblem with Class III Type Amak R lPrap ■■■■ ■■ ■■■■ ■■ ■. ■■■■ ■■ an no Angle of repose must be considered. see FDM Chapter 13. Heavy dutysynthetlo burl rolforoement(WhDOT Class III Type B or C) mat ■ ■ ■ • ■ • ■ ■ ■ • ■ • ■ • ■ ■ ■ ■ ■ • ■ • ■ • soilstabik er or ECRMwill be required for initial erosion protection. aavq syn a obutAsollstabgaer refotomemeri(Whi Class III T pe D matConsider ■ ■■ ■■ ■■ ■■ ■■■■■■■ ■■ ■■ ■■ ar ECRMwlll be required forn,orinitial erosion IIIeetbn Slope paving on grouted iiprap ■■ ■■ ■ • I ■ ■ ■ ■ ■ ■ ■ • ■ ■ • • ■ ■ • • ■ ■ ■ ■ 001190 ■ ■ ■ ■ clearzone requirements. Only use in limited circumstances such az overflow areas near bridges. 72 May 15, 2019 Attachment 35.2 Page 1 FDM 10-5 Attachment 35.2 Slope Erosion Control Matrix Attachment 1 -- ( rgect Plans and Documents) SLOPE EROSION CONTROL MATRIX (cont.) 4PPrDv�d for - (Not FOr C Bl dd ng orsruC tlo nets (d3chn (1 3r)) � Consider benches when cuts exceed 20, bench at appmxunatety 19 vertical Intervals to collect and drainisater. Treat benches as chain Benches elevations to provide drainage. C onsider flumes at transitions. Intercepting embankments Used to intercept runoNfrom abutting Lands. Flumes may be neeeesaryto directrumlif. Sitfence Used atthe ctslopes to tderceptand detainsmall amounts ofsedbnent Temporaryditch checks or Erosion bales Used attoe of slo es to Intercet and detain small amounts of sediment Slope diaimlflumez Maybe necessary en stir es (see channel mattixfot design uidance} Sedhnenttraps Used totrap sediment laden mnolf. Could be used attic inlet or outlet end of slope drain. KEY: NOTES t) Costshall be a consideration in the selection ofthese devices. Notappliicable. Use in conjunction with other BMPs: [Xl 2) Designers should review FDM Chapter 10 prim to selection of erosion mats. 3) install intercepting ditches to Imitslope, lengths to t5'vedieal Intervals. (See FDM Chapter 10) Effedve range of devicefor Sandy or Clayey Soit 4) Refer be FDM Chapter 10 for anysiopes exceeding the units shorn. Device applicable, may notes costeffedhre: • • a • • • a 5) Approved materials for erosion products are referenced Lomthe Wisconsin Deparbnentof Transoodation Erosion Control Product Aeceotabggv Lkts (PAL).found atthe w .m�weamoi. .m vaae buve � coon twit. , a y uae�ew.n . ' Soils thatate notsandy, should be treated as clay soils. e) unsteepersiapes that require a higher class mat use me appropriate lower doss mat orseed and mulch for the flst30 Eto 6011 oftheslope. ECRM- Erasion control revegetabon mat All Class I and II mats 7) Unless project conditions require otherwise. seed and mulch allslopes that are batter than a 5'% are ECRMs. grade. regardless oflengm. If practicable, bench lheslopes. TRM - Turf reinforcement mat 8) Effective erosion control involves minimizing the amount M Gmis e sod exposed and FDM- W's fatigues DOT Development Manual then election of a combination of practices, and not reliance on just one practice. PAL- See Nde5 73 May 15, 2019 Attachment 35.2 Page 2 �YOUTNA- DI Attachment 1 (Project Plans and Documents) APPENDIX E Wetland Delineation Report WDNR Letter of Concurrence 79 rM4 north environmental Prepared for: Northern Wisconsin -Based Engineers, Inc. Heather Harrington PO Box 328, Hayward WI 54843 715-634-4334 heather@cheqnet.net Wetland Delineation Report Andersen Property Town of Oulu, Bayfield County WI June 2023 Prepared by: 46 North Environmental LLC 72825 County Highway B Oulu, WI 54847 715-292-0406 www.46northenvironrriLQital.com Attachment 1 (Project Plans and Documents) Wetland Delineation Report Andersen Property Town of Oulu, Bayfield County WI CONTENTS I. Introduction....................................................................................................................1 H. Site Description.............................................................................................................1 III. Delineation Methodology..............................................................................................2 IV. Findings.......................................................................................................................... 3 A. Environmental Mapping.........................................................................................3 B. Environmental Conditions......................................................................................5 C. Wetlands..................................................................................................................5 D. Uplands....................................................................................................................7 V. Summary ........................................................................................................................7 VI. References.....................................................................................................................8 FIGURES Figure 1 Project Location Map Figure 2 USGS Topographic Map Figure 3 2-foot Contour Map Figure 4 NRCS Soils Map Figure 5 National Wetland Inventory Map Figure 6 Wisconsin Wetland Inventory Map Figure 7 Wetland Boundary Map APPENDICES Appendix A Site Photographs Appendix B Wetland Delineation Data Forms (RODM) Appendix C Antecedent Precipitation W Attachment 1 (Project Plans and Documents) I. INTRODUCTION A wetland delineation was conducted on June 2, 2023, to identify potential wetland impacts from construction of a new stream crossing on privately -owned property in the Town of Oulu, Bayfield County, WI. Field work was conducted by Darienne McNamara and Lindsay Hogfeldt of 46 North Environmental LLC in accordance with the 1987 US Army Corps of Engineers Wetland Delineation Manual and the 2012 Northcentral/Northeast Regional Supplement. Ms. McNamara holds a bachelor's degree in environmental studies and completed Basic and Advanced Wetland Delineation Training through UW La Crosse with additional training on the Northcentral Regional Supplement, Wetland Hydric Soils, Critical Methods in Wetland Delineation and Forested Wetland Mosaics. She has worked in northern Wisconsin as a natural resource professional for 20 years. Ms. Hogfeldt holds a bachelor's degree in environmental studies and completed Basic and Advanced Wetland Delineation Training through Richard Chinn Environmental Training and UW La Crosse with follow up at Robert Mohlenbrock's Wetland Plant Identification, as well as training on Northcentral/Northeast Regional Supplement, and WI DSPS Soil Tester Certification. Lindsay has worked in the northern Wisconsin region as a natural resource professional for approximately 10 years. II. SITE DESCRIPTION The project site is a 9-acre parcel located at 73745 County Highway B in the Town of Oulu, Bayfield County, WI (tax ID #37164). It is in the NE Quarter of the NE Quarter, Section 18, Township 48 North, Range 09 West. The main part of the property is approximately 600 feet long and 600 feet wide. There is a single -lane driveway extending 725 feet out from the southeast corner to County Highway B. The parcel is bound on all sides by privately owned land that is a mix of forest, hay field, and fallow fields. The eastern side of the property is a mixed deciduous -coniferous forest. The western side is mostly open (mowed and/or hayed). Landscape Setting Reefer Creek' meanders through the property from south -to -north in a valley 350 feet wide and 30 feet deep that occupies most of the property. There is a small 1-acre terrace at the base of the valley surrounded by the creek and the hillside. There is an old house and barn on the terrace with a few little outbuildings. A small footbridge used to cross the creek, but it was damaged recently and portions of it have washed downstream. 1 Reefer Creek is designated by the Wisconsin DNR as an Exceptional Resource Water and a Class 1 Trout Stream. Andersen Property I Wetland Delineation Report I June 2023 82 1 46 North Environmental LLC Attachment 1 (Project Plans and Documents) Beaver Impacts Reefer Creek has been impacted by beaver activity at the project site. A small dam was present on the upstream side of the former footbridge. Further upstream there were stumps from large shrubs and small trees that beaver had cut down. There were several large shrubs submerged in the creek above the dam, indicating water levels were currently higher than historical levels. It also appeared that water levels had recently dropped, based on the partial absence of ground vegetation along low-lying areas adjacent to the creek (see below). Photos: (left) shrubs were submerged in the high water upstream from the beaver dam; (right) low- lying areas adjacent to the creek were partially denuded with dead shrubs in low spots along the streambank, suggesting these areas were flooded and then recently re -exposed when water receded. III. DELINEATION METHODOLOGY Survey Area The survey area was limited to approximately 2 acres centered around the proposed crossing location, as shown in Figure 7. Given the physical constraints of the site (ex. steep valley slopes, driveway confined within narrow property lines) there are few practicable alternatives for siting the crossing. It would need to connect with the driveway in the southeast corner, and cross onto the low terrace with the home site immediately across the creek. The survey area included the driveway approach and side slopes on the east side of the creek. On the west side of the creek, fieldwork focused on a 200-foot length of the creek starting from the southern property boundary (near former footbridge) and going northward and extending 100-150 feet landward from the creek to include all potential areas of impact. No other areas of the property were investigated. Methodology Delineation methodology followed the procedures for Level 2 Routine Onsite Determination according to the 1987 US Army Corps of Engineers Wetland Delineation Manual, as well as guidance in Chapter 5 of the 2012 Northcentral and Northeast Regional Supplement for sites with problematic hydric soils within an active floodplain and with red parent materials (noted on data sheets where Andersen Property I Wetland Delineation Report I June 2023 83 2 46 North Environmental LLC Attachment 1 (Project Plans and Documents) applicable). Transects were established going from upland to wetland, with each transect having at least one sample point in representative upland and wetland locations. A minimum of one transect was placed in each wetland basin. Sampling procedures were applied at each sample point, looking for evidence of the three wetland parameters: hydrophytic vegetation, hydric soils, and wetland hydrology. Sample points exhibiting all three parameters were determined to be wetlands. When problematic soils were encountered, sampling methodology followed the recommendations in Chapter 5 of the 2012 Northcentral and Northeast Regional Supplement. Soils were presumed to be hydric when (a) wetland hydrology and vegetation were both present; (b) sample point was in a "landscape position that is likely to collect or concentrate water" which includes concave surface, active floodplain or low terrace; and (c) a problematic soil situation is present such as Red Parent Materials and/or Fluvial Deposits within Floodplains. Where applicable, this method is detailed on data sheets in the soil remarks. Boundaries were marked in the field with pink ribbon labeled "Wetland Delineation." Boundaries and sample points were mapped with a Trimble Geo 7X handheld GPS unit with submeter accuracy. Data forms (NCNE v2.0) are labeled to correspond with the transect number; points ending with a "W" identify those located in a wetland, points ending in a "U" are located in an upland. Data sheets are included as Appendix B. The following mapping resources were consulted prior to the field investigation: USGS topographic map, NRCS Soil Survey, National Wetland Inventory, Wisconsin Wetland Inventory, along with aerial imagery and 2-foot contours from the Bayfield County GIS mapping website. Findings from these resources are summarized in the following section and shown in Figures 2-6. IV. FINDINGS A. Environmental Mapping Prior to conducting field work, available mapping resources were consulted. Findings are summarized below. Topographic map (Figure 3) shows 2-foot contours over a UDAR hillshade to illustrate topographic relief. The property is dominated by a broad valley roughly 350 feet wide and 30 feet deep. The Reefer Creek meanders through the bottom of the valley, averaging 10-15 feet wide (except upstream from beaver dam where it was wider). The valley has 20-30% side slopes that go right down to the creek in most places. There is a 1-acre terrace on the west side of the creek at the bottom of the valley, perched several feet above the stream; the terrace has gentle convex divergent slopes (5%) draining outward toward creek. Figure 2 also shows the driveway going out from the southeast corner of the parcel. The driveway is flat for most of its length until it drops into the valley, staying close to the southern property line where the slope isn't quite as steep as it is just to the north (15% vs. 30% respectively). NRCS Soil Survey Map (Figure 4) shows three soil map units, described in more detail on the following page. The table on page 4 summarizes hydric ratings for each map unit and their minor components. Andersen Property I Wetland Delineation Report I June 2023 84 3 46 North Environmental LLC Attachment 1 (Project Plans and Documents) Map symbol and map unit Component/Loral Comp. landform Hydric Hydric criteria met name phase pct. status (code) 92F: Udorthents, ravines and Udorthents-Ravines 70.100 — No — escarpments, 25 to 60 percent and escarpments slopes Moquah 0-10 — No — Alcona 0.10 — No — Odanah 0-10 — No — 2628: Amnicon-Cuttre complex, 0 Amnicon 40-60 Till plains No — to 4 percent slopes Cuttre 30-50 Till plains No — Mlskoakl 0-10 — No — Bergland 0.5 Dminageways,depressions Yes 2,3 Sedgwick 0-5 — No — 274D: Miskoaki clay loam, 12 to Miskoaki 90.100 Till plains No — 25 percent slopes Amnicon 0-10 — No — 262E Amnicon-Cuttre complex with 0-4%slopes Rated as Predominant Nonhydric. Typical profile: 6-10 inches of clay loam or silty clay loam, over 60+ inches of red clay. Generally found on the summit and footslope of convex till plains. Parent material is clayey till. Bergland component makes up 0-5% of the map unit and is rated as Hydric. It is found on the concave toeslope of depressions and drainageways on till plains. With respect to landform, relief, soil profile, and hydrology this soil map unit is consistent with soils observed in the wetlands, which were situated in concave toeslopes along a drainageway. 274D Miskoaki clay loam, 12-25%slopes Rated as Nonhydric. Typical profile: 10 inches of clay loam or silt loam, over 70+ inches of red clay. Generally found on the shoulder or backslope of convex till plains. Parent material is clayey till. With respect to landform, relief, soil profile, and hydrology, most of the survey area met this soil description. 92F Udorthents, ravines and escarpments, 25-60% slopes Rated as Nonhydric. With respect to landform, relief, and hydrology the soil map unit is consistent with the conditions along the side slopes of the valley (typical profile description not available). National Wetland Inventory2 (Figure 5) shows no wetlands in the survey area. There is a small mapped wetland perched (on clay) above the Reefer Creek valley beyond the survey area. It is classified as a temporarily flooded palustrine scrub -shrub wetland with broad-leaved deciduous vegetation (P551A). The NWI map is generally consistent with the findings of the field investigation, though two small wetlands were identified adjacent to the creek. 2 The objective of NWI and WWI mapping is to provide reconnaissance level information on the approximate location, type, and size of wetlands. It is not intended to delineate wetland boundaries or confirm the presence/absence of wetlands. Andersen Property I Wetland Delineation Report I June 2023 85 4 46 North Environmental LLC Attachment 1 (Project Plans and Documents), Wisconsin Wetland Inventory2 (Figure 6) matches the NWI map — no wetlands within the survey area, only a small wetland north of the driveway on high ground above the valley. The wetland is classified as a wet -soil palustrine shrub wetland with broad-leaved deciduous vegetation on red clay soils (S3Kr). The WWI map is generally consistent with the findings of the field investigation, though two small wetlands were identified adjacent to the creek. B. Environmental Conditions Field work was conducted on June 2, 2023, by Darienne McNamara and Lindsay Hogfeldt of 46 North Environmental LLC. Temperatures were normal for this time of year, although early spring was colder than usual. The cool temps coupled with record -breaking snowfall during the winter made for a late start to the growing season. Hydrologic conditions were "abnormally dry" according to the U.S. Drought Monitor. According to the NRCS weighted -month method' hydrologic conditions were normal (see Appendix C), but the results were somewhat skewed by above -average rainfall in March and April. May had just over 1 inch of rain, and there was scarcely any precipitation in the 2 weeks prior to the site visit. Normal circumstances were not present due to a beaver dam in the creek at the site of the former foot bridge. There was evidence the dam had recently impacted vegetation and hydrology upstream: stumps from shrubs and small trees cut by beaver, partially denuded soils adjacent to the creek from receding floodwaters, and submerged shrubs that were flooded and drowned in the water. The wetlands were within an active floodplain which is considered a naturally problematic soil situation according to Chapter 5 of the NE/NC Regional Supplement. The site is also within the Lake Superior clay plain which has red parent material. This soil type is considered naturally problematic, although none of the sample points met the criteria for hydric soil indicator F21 Red Parent Material. C. Wetlands A total of 0.04 acres of hardwood swamp were identified within the survey area. The table below lists the area of each wetland basin. Figure 7 shows the location of sample points and delineated wetland boundaries. Site photos are included as Appendix A. Wetland delineation data forms are included as Appendix B. Wetland ID Wetland Type WWI Classification Square Feet 1 Hardwood Swamp T3Kr 1,105 2 Hardwood Swamp T3Kr 490 1,595 sq feet (.04 acres) 3 USACE Antecedent Precipitation Tool was notable to generate a report for this date and location. The following error was reported: "Null values remain after interpolation, the APT cannot complete this analysis." Andersen Property I Wetland Delineation Report I June 2023 86 5 46 North Environmental LLC Attachment 1 (Project Plans and Documents) Wetlands have been classified based on the Eggers & Reed wetland community classification (Wetland Plants and Plant Communities of Minnesota and Wisconsin, U.S. Army Corps of Engineers, 2011) and the Wisconsin Wetland Inventory classification. This section describes the wetlands in more detail based on conditions observed during the field investigation. Wetland Boundary Wetland boundaries were determined based on two primary factors. The first was landform/relief, specifically the transition from convex or linear hillslope to concave toeslope. The second was the relative abundance of hydrophytic vegetation. Certain herbaceous species were especially useful for identifying the wetland/upland boundary, these included: (upland species) Fragario vesca, Pteridium aquilinum, Bromus inermis, and (wetland species) Rubus pubescens, Ribes americanum, Thalictrum dasycarpum, and Impatiens capensis. Hydrology Hydrologic conditions were impacted by a beaver dam within the survey area, as noted in Section W.B. Climatic conditions were abnormally dry during the site visit, so none of the sample points had surface water or a high water table, but 2W had saturation in the upper 12" of the soil (A3). 1W did not have saturation but there were substantial drift deposits (63) and drainage patterns (1310) in the wetland. Both wetland sample points also had the following secondary indicators of hydrology: geomorphic position (D2) and vegetation that passed the FAC-neutral test (D5). Vegetation The tree canopy was sparse in wetlands due to beaver activity. Based on the remaining trees and the seedlings in the understory, the canopy was mostly black ash, red maple, and quaking aspen. The shrub/sapling stratum was also sparse but was dominated by speckled alder (Wetland 1) or red osier (Wetland 2) with a mix of tree saplings (species noted above). Understory vegetation was variable between the two wetland points. At sample point 1W vegetation was sparse (<50% areal cover) due to recent flooding. Dominant species were Ribes species (R. locustre, R. americanum), Ranunculus hispidus, Thalictrum dasycarpum, and ash seedlings. At sample point 2W, dominant species were Rubus pubescens, Myosotis scorpoides, Cornus albs (seedlings), and Carex debilis. Equisetum arvense and Impatiens capensis were also common. Soils Based on landform, relief, profile, and hydric conditions observed, wetland soils fit the description for the (hydric) Bergland component of soil map unit 262E Amnicon-Cuttre complex. Soils were sandy clay or sandy clay loam; the sand component was very fine sand likely deposited from floodwaters. Prominent redox concentrations started 14-16" below the surface in Wetland 2, which was higher in elevation than Wetland 1 where redox began at the surface. There were only 5% prominent redox features which did not meet the criteria for F21 Red Parent Material but in an active floodplain these features could be eroded or buried. For this reason soils here are considered naturally problematic. According to Chapter 5 of the NC/NE Regional Supplement, soils are presumed to be hydric when (a) wetland hydrology and vegetation are both present; (b) Andersen Property I Wetland Delineation Report I June 2023 87 6 46 North Environmental LLC Attachment 1 (Project Plans and Documents) sample point is in a "landscape position that is likely to collect or concentrate water" which includes a concave surface, active floodplain, or low terrace - all of which apply at this sample point; and (c) a problematic soil situation is present such as Red Parent Materials and/or Fluvial Deposits within Floodplains. All of the criteria described in Chapter 5 are met so soils are presumed to be hydric. D. Uplands Uplands did not meet all three parameters for wetlands: wetland hydrology, wetland vegetation, and hydric soils. Vegetation in the uplands was a mix of native and nonnative species. West of the creek the tree and shrub stratum were mostly open, herbaceous species were mostly nonnative: smooth brome, Kentucky bluegrass, burdock, and (native) Canada goldenrod. East of the creek the steep valley slopes were densely forested with a mix of upland and wetland species: black ash, quaking aspen, basswood, red maple, white pine, white spruce, balsam fir (sample point was in a small opening in the canopy, areal cover was lower than average). The shrub/sapling layer was also dense with tree saplings and shrubs including black cherry, nonnative honeysuckle, and willows. understory was a mix of native and nonnative species. Soils were clay or sandy clay loam with no redox (1U) or only 2% redox features in a layer 7" below the surface (2U). Soils in the uplands had little/no fine sand and less redox features relative to those in the wetlands. V. SUMMARY A wetland delineation was completed on June 2, 2023, at 73745 County Highway B in the Town of Oulu, Bayfield County, WI. The delineation was conducted to identify potential wetland impacts from construction of a new stream crossing. The survey area was limited to approximately 2 acres centered around the proposed crossing location. Normal circumstances were not present due to beaver activity that affected hydrology upstream, however wetland vegetation and hydrology were documented and hydric soils were presumed to be present using methodology described in Chapter 5 of the NE/NC Regional Supplement. The field investigation identified two wetland basins within the survey area, both of which were classified as hardwood swamp. Figure 7 shows the mapped wetlands. This delineation report is subject to concurrence from the US Army Corps of Engineers or confirmation by the Wisconsin Department of Natural Resources. Wetlands identified in this report may be subject to federal jurisdiction under the US Army Corps of Engineers and US EPA, and state jurisdiction under the WI Department of Natural Resources. Prior to disturbing or altering wetlands, obtain a permit or consult with a regulatory agency to ensure compliance with applicable regulations. Andersen Property I Wetland Delineation Report I June 2023 88 7 46 North Environmental LLC Attachment 1 (Project Plans and Documents) VI. REFERENCES Chadde, Steve. 2011. Wetland Plants of Wisconsin: A Complete Guide to the Wetland and Aquatic Plants of the Badger State —2nd Edition. Steve Chadde, United States of America. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. La Roe. 1979. Classification of wetlands and deep water habitats of the United States. U.S. Fish and Wildlife Service, FWS/OBS-79/31. Eggers, Steve and Donald Reed. 2011. Wetland Plants and Plant Communities of Minnesota and Wisconsin —3rd Edition. St. Paul District, U.S. Army Corps of Engineers, St. Paul, MN. Hipp, A. 2008. A Field Guide to Wisconsin Sedges. University of Wisconsin Press, Madison, Wisconsin. Judziewicz, J.E., et al. 2014. Field Guide to the Grasses of Wisconsin. University of Wisconsin Press, Madison, Wisconsin. National Oceanic and Atmospheric Administration, National Weather Service. Climate Prediction Center, http://www.cpc.nce p. noaa.gov/products/G loba I_Monsoons/Am a rica n_M onsoo ns/NAMS_p recip_monitoring.shtml. University of Wisconsin — Madison, Department of Botany. Wisconsin State Herbarium, Flora of Wisconsin. http://wisflora.herbarium.wisc.edu/index.php. U.S. Army Corps of Engineers. 1987. Corps of Engineers Wetlands Delineation Manual. Wetlands Research Technical Report Y-87-1. U.S. Army Corps of Engineers Waterways Experiment Station, Vicksburg, Mississippi. U.S. Army Corps of Engineers. 2012. Regional Supplement to the Corps of Engineers Wetlands Delineation Manual: Northcentral and Northeast Region (Version 2.0). ERDC/EL TR-12-1. U.S. Army Corps of Engineers Research and Development Center, Vicksburg, Mississippi. U.S. Army Corps of Engineers. 2014. National Wetland Plant List, version 3.2. http://wetland_plants.usace.army.mil/ U.S. Army Corps of Engineers Engineer Research and Development Center, Cold Regions Research and Engineering Laboratory, Hanover, NH. U.S. Department of Agriculture — Natural Resource Conservation Service. Soil Survey Map and Description Sheets for Douglas County, Wisconsin. Web Soil Survey: http://websoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx. Andersen Property I Wetland Delineation Report 1 June 2023 89 8 46 North Environmental LLC BAYFIELD COUNTY SUPERIOR r-20 miles z:z t7 Op LL m J Q a 10 o:m 3 c 0 0 u Brule Valley Plumbino Erkilla Rd. and Heating, LL'_ 1 Iq .Mayr Ledges �CEOUON 0iither2arn� CChurch h® FF Q�OtE IJ OULU B o -i ❑ Julu Glass Polkoski Plumbing & Soil Testing Kane photography Big Bear Guide Service® County Highway B E�l Oulu Cultural® Han &Heritage Center Lake Twin Bear O x Lake Eagle Blueber r Lake ry m x Bellwood 0 uo Lfl Blueberry Swamp State °' O Natural Area - BRULE Muskeg SUS HWY 7: T...4f/Y ♦H.. 61h. 111 Valley Viel a } m 3 s m x c 'o u Tri La ASHLAND El 30 miles —+ C' - i'IRON RIVER' north FIGURE 1. Project Location Miles N. Andersen I Wetland Delineation Report 0 1 2 4 6 90 8 0.environmental June 2023 m. P Z D FAUST IDA 3/i6-. 0, C E a, IDA '68,'4 \4 'I �j IATh --.Irt P -ISA.'J ANDERSE 73--, (-T f�rrr.T:n SURVEY AREA BOUNDARY 0 It - F � FA4 U,G L", &Itit Ec'AN 5110ER 36;33 FIGURE 3. 2-Foot Contour Map Feet �north N. Andersen I Wetland Delineation Report 0 100 200 400 600 92 800 environmental June 2023 r, :A' F' -t Manunit,,.1 4111 262* ol 4 { •z Map Map Unit Name Hydric Percent Hydric Category Unit of Map Unit Symbol 262B Amnicon-Cuttre complex, 0 to 4 3 WI Predominantly Nonhydric percent slopes 274D Miskoaki clay loam, 12 to 25 0 WI Nonhydric percent slopes 92F Udorthents, ravines and 0 WI Nonhydric escarpments, 2S to 60 percent slopes 4.NRC5eiland Soil p FIGURrM- A6north N. N. Andersen � Wetland Delineation Report environmental June 2023 Ajr Ma UnlU92F •• A i Map Unit: 2_628 Landform Hydric Minor Components r. Drainageways Feet 0 100 200 400 600 93 800 June 9, 2023 Wetlands —Alaska N Estuarine and Marine Deepwater Estuarine and Marine Wetland )RE 5. National Wetland rsen Delineation 1 46 North EI 2023 Plans and This map is for general reference only. The US Fish and Wildlife Service Is not responsible for the accuracy or currentness of the base data shown on this map. All wetlands related data should Freshwater Emergent Wetland Lake be used In accordance with the layer metadata found on the Wetlands Mapper web site. Freshwater Forested/Shrub Wetland . Other 94 Freshwater Pond Riverine National Wedands Invenwry INN) This oaae was oroduced by the NWI maocer ��IJ}�, Alt �y,�y{�L�.. y{�r � r.J k• •� r JOX. PARCEL BOUNDARVI: > lit 'fW L 1 die4 gapf , �• Y,t}�i'•:jJ 14� ;Q. * �i Figure 7. Wetland Boundary Map Feet rooirmrt D z5 5D 1DD t5D 2DD N. Andersen Property I Wetland Delineation Report Town of Oulu, Bayfield County, Wl 96 Attachment 1 (Project Plans and Documents) Appendix A Site Photographs Andersen Property I Wetland Delineation Report I June 2023 46 North Environmental LLC 97 Attachment 1 Site Photographs: (Project Plans and Documents) A •t d k fr Photo 1: Standing on driveway, looking west. Prior bridge location is beyond this point but is broken. Photo 2: Standing on east side of Reefer Creek, looking SW. Existing bridge is broken and unable to walk across. Photo 3: Southern boundary marker on east side of Reefer Creek. 98 Attachment 1 (Project Plans and Documents) Photo 4: Wetland located in floodplain area of western side of Reefer Creek. Photo 5: Wetland boundary line, looking south towards Reefer Creek. Photo 6: Looking towards wetland sample point location within floodplain area of wetland. 99 Attachment 1 (Project Plans and Documents) Photo 7: Standing in wetland looking east. Photo 8: Standing in wetland looking north. Upland yard is mowed and maintained. Photo 9: Standing on the west side of Reefer Creek, near the north end of project area, looking north. Lawn is mowed to top of bank. 100 i is F f. yy Attachment 1 (Project Plans and Documents) Photo 13: End of wetland survey area on west side of Reefer Creek, looking west. Photo 14: Looking southwest. No wetland marked along Creek edge. Photo 15: Looking southwest. iITIN Attachment 1 (Project Plans and Documents) Photo 16: Standing on east side of Reefer Creek at a crossing location. Bridge washed up along bank and not able to use. Photo 17: Upland same point taken on east side of Reefer Creek near the southern boundary. 103 Attachment 1 (Project Plans and Documents) Appendix B Wetland Data Sheets Andersen Property I Wetland Delineation Report I June 2023 104 46 North Environmental LLC Attachment 1 WETLAND DETERMINATION DATA FORM — Northcentral and Northeas il %fWlans and Documents) Project/site: Nathaniel Andersen Property city/county: Baydopld County Sampling Date: 2023-06-02 Applicant/Omer: Nathaniel Andersen State: Wisconsin Sampling Point: 1 U Investigator(s): Darienne McNamara Lindsay Hogfeldt Section, Township, Range: Sec 18 T48N R09W Landform (hilislope, terrace, etc.): FOOtSIOpe Loral relief (concave, convex, none): None Slope (%): 10 Subregion (LRR or MLRA): LRR K, MLRA 92 Lat: 46,64381 Long:-91.535833 Datum: WGS84 Soil Map Unit Name: UdorthentS. ravines and escarpments. 25 to 60 percent slopes NWI classification Are climatic I hydrologic conditions on the site typical for this time of year? Yes No ✓ (If no, explain in Remarks.) Are Vegetation _, Soil , or Hydrology significantly disturbed? Are "Normal Circumstances" present? Yes ✓ No Are Vegetation , Soil ✓ , or Hydrology naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Hydric Soil Present? Wetland Hydrology Present? Yes No ✓ Yes No ✓ Yes No ✓ Is the Sampled Area within a Wetland? Yes No ✓ If yes, optional Wetland Site ID: Remarks: (Explain alternative procedures here or in a separate report.) Sample point on gentle slope uphill from floodplain. Hydrologic conditions have been Abnormally Dry for the past 2 weeks according to U.S. Drought Monitor. HYDROLOGY Wetland Hydrology Indicators: Secondary Indicators (minimum of two required) Primary Indicators (minimum of one is required: check all that apply) _ Surface Soil Cracks (B6) _ Surface Water (At) _ Water -Stained Leaves (139) _ Drainage Patterns (B10) _ High Water Table (A2) _ Aquatic Fauna (1313) _ Moss Trim Lines (1316) _ Saturation (A3) _ Marl Deposits (1315) _ Dry -Season Water Table (C2) _ Water Marks (B1) _ Hydrogen Sulfide Odor (Cl) _ Crayfish Burrows (C8) _ Sediment Deposits (B2) _ Oxidized Rhizospheres on Living Roots (C3) _ Saturation Visible on Aerial Imagery (C9) _ Drift Deposits (133) _ Presence of Reduced Iron (C4) _ Stunted or Stressed Plants (D1) _ Algal Mat or Crust (134) _ Recent Iron Reduction in Tilled Soils (06) _ Geomorphic Position (D2) _ Iron Deposits (135) _ Thin Muck Surface (C7) _ Shallow Aquitard (D3) _ Inundation Visible on Aerial Imagery (137) _ Other (Explain in Remarks) _ Microtopographic Relief (134) Sparsely Vegetated Concave Surface (138) _ FAGNeutral Test (D5) Field Observations: Surface Water Present? Yes _ No ✓ Depth (inches): Water Table Present? Yes No ✓ Depth (inches): Saturation Present? Yes _ No ✓ Depth (inches): Wetland Hydrology Present? Yes No ✓ includes capillary fringe) Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: No hydrology indicators present. lu5 US Army Corps of Engineers Northcentral and Northeast Region —Version 2.0 VEGETATION - Use scientific names of plants. Attachment 1 S(Pro'ect Plans ill Documents) am lin Point: Absolute Dominant Indicator Dominance Test worksheet: Tree Stratum (Plot size: 30 ) % Cover Species? Status Number of Dominant Species 1. Populus tremuloides �_ Y_ FAC Number Are OBL, FACW, or FAC: 3 (A) 2. Total Number of Dominant 3. Species Across All Strata: 6 (B) 4. I Percent of Dominant Species 5 That Are OBL, FACW, or FAC: 50.00 (A/B) 6. 7. 5.0 = Total Cover Sapling/Shrub Stratum (Plot size: 15 ) 1. P012uluS tremuloides 10 Y FAC 2. Como alba 5 Y FACW 3. _Lonicera tatarica 5 Y FACU 4. Abies balsamea 2 N FAC 5. Rhamnus cathad ca 2 N FAC 6. 7. 24.0 = Total Cover Herb Stratum (Plot size: 5 ) 1. Bromus inermis 50 _ Y U P L 2. Arctium minus 10 N FACU 3. Equisetum arvense 5 N FAC 4. Populus tremuloides _5 N FAC 5. Rosa acicularis 5 N FAQU 6. Solidaao canadensis __5 N FACU 7. Taraxacum officinale -3 N FAQU 8. Apocvnum androsaemifolium 2 N_ UPL 9. 10. 11. 12. 85.0 = Total Cover Woody Vine Stratum (Plot size: 30 ) 1. Parthenocissus auinquefolia 10 Y FACU 2. Prevalence Index worksheet: Total % Cover of: Multiply by: OBL species 0.00 x 1 = 0.00 FACW species 5.00 x 2 = 10.00 FAC species PA-00 x 3 = 87.00 FACU species 38.00 x 4 = 152.00 UPL species 52 00 x 5 = 260.00 Column Totals: 124.00 (A) 509.00 (B) Prevalence Index = B/A = 4.1 Hydrophytic Vegetation Indicators: _ 1 - Rapid Test for Hydrophytic Vegetation 2 - Dominance Test is >50% 3 - Prevalence Index is <3.0' _ 4 - Morphological Adaptations' (Provide supporting data in Remarks or on a separate sheet) _ Problematic Hydrophytic Vegetation' (Explain) 'Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. Definitions of Vegetation Strata: Tree - Woody plants 3 in. (7.6 cm) or more in diameter at breast height (DBH), regardless of height. Sapling/shrub - Woody plants less than 3 in. DBH and greater than or equal to 3.28 ft (1 m) tall. Herb - All herbaceous (non -woody) plants, regardless of size, and woody plants less than 3.28 ft tall. Woody vines - All woody vines greater than 3.28 ft in height. 3• Hydrophytic 4 Vegetation Present? Yes No ✓ 10.0 = Total Cover Remarks: (Include photo numbers here or on a separate sheet.) Herb stratum remaining areal cover: dead thatch (mostly brome). 106 US Army Corps of Engineers Northcentral and Northeast Region -Version 2.0 SOIL Documents) Depth Matrix Redox Features (inches) Color (moist) % Color (moist) % Type, Lee Texture Hydric Soil Indicators: Histosol (At) Histic Epipedon (A2) Black Histic (A3) _ Hydrogen Sulfide (A4) _ Stratified Layers (A5) _ Depleted Below Dark Surface (At 1) _ Thick Dark Surface (At 2) _ Sandy Mucky Mineral (S1) _ Sandy Gleyed Matrix (S4) Sandy Redox(S5) Stripped Matrix (S6) Dark Surface (S7) (LRR R, MLRA 149B) Polyvalue Below Surface (S8) (LRR R, MLRA149B) Thin Dark Surface (S9) (LRR R, MLRA 149B) _ Loamy Mucky Mineral (Ft) (LRR K, L) _ Loamy Gleyed Matrix (F2) Depleted Matrix (F3) _ Redox Dark Surface (F6) _ Depleted Dark Surface (F7) _ Redox Depressions (F8) Indicators for Problematic Hydric _ 2 cm Muck (At 0) (LRR K, L, MLRA 149B) _ Coast Prairie Redox (A16) (LRR K, L, R) 5 cm Mucky Peat or Peat (S3) (LRR K, L, R) _ Dark Surface (S7) (LRR K, L) Polyvalue Below Surface (S8) (LRR K, L) _ Thin Dark Surface (S9) (LRR K, L) Iron -Manganese Masses (F12) (LRR K, L, R) _ Piedmont Floodplain Soils (F19) (MLRA 149B) _ Mesic Spodic (TA6) (MLRA 144A, 145, 149B) Red Parent Material (F21) Very Shallow Dark Surface (TF12) Other (Explain in Remarks) Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic. Type: Depth (inches): Hydric Soil Present? Yes No ✓ Soils are within the Lake Superior clay plain with red parent material which is considered naturally problematic. US Army Corps of Engineers Northcentral and Northeast Region — Version 2.0 Attachment 1 WETLAND DETERMINATION DATA FORM — Northcentral and Northeas If dL tt§hPlans and Documents) Project/Site: Nathaniel Andersen Property city/county: Bal&eld County Sampling Date: 2023-06-02 Applicant/Owner: Nathaniel Andersen State: Wisconsin Sampling Point: 1 W Investigator(s): Darienne McNamara, Lindsay HocfPldt Section, Township, Range: Sec 18 T48N R09W Landform (hillslope, terrace, etc.): TOeSIOpe Local relief (concave, convex, none): Concave Slope (%): 0-2 Subregion (LRR or MLRA): LRR K, MLRA 92 Let: 46,643720 Long:-91,536039 Datum: WGS84 Soil Map Unit Name: UdorthentS ravines and escaromentS. 25 to 60 Dercent slopes NWI classification Are climatic / hydrologic conditions on the site typical for this time of year? Yes No ✓ (If no, explain in Remarks.) Are Vegetation ✓ , Soil ✓ , or Hydrology ✓ significantly disturbed? Are "Normal Circumstances" present? Yes No ✓ Are Vegetation _, Soil ✓ , or Hydrology naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transacts, important features, etc. Hydrophytic Vegetation Present? Yes ✓ No Hydric Soil Present? Yes ✓ No Wetland Hydrology Present? Yes ✓ No Is the Sampled Area within a Wetland? Yes ✓ No If yes, optional Wetland Site ID: Remarks: (Explain alternative procedures here or In a separate report.) Sample point located in hardwood swamp about 20 from edge of creek on flat terrace down in the floodplain. Wetland is adjacent to creek roughly 1-2' above water level. Wetland vegetation and hydrology are present. Soil met criteria for problematic soil situations for being within an active floodplain with red parent materials (see Soil Remarks), therefore soils were presumed to be hydric. Normal circumstances not present due to beaver dam just downstream from sample point, with evidence that hydrology had been affected (see Hydrology Remarks). Climatic conditions: abnormally dry according to U.S. Drought Monitor. HYDROLOGY Wetland Hydrology indicators: Secondary Indicators (minimum of two required) Primary Indicators (minimum of one is required: check all that aopiv) _ Surface Soil Cracks (136) _ Surface Water (Al) _ Water -Stained Leaves (B9) = Drainage Patterns (1310) _ High Water Table (A2) _ Aquatic Fauna (1313) _ Moss Trim Lines (1316) _ Saturation (A3) _ Mad Deposits (1315) _ Dry -Season Water Table (C2) _ Water Marks (B1) _ Hydrogen Sulfide Odor (Cl) _ Crayfish Burrows (C8) Deposits (132) _ Oxidized Rhizospheres on Living Roots (C3) _ Saturation Visible on Aerial Imagery (C9) _Sediment _ Drift Deposits (B3) _ Presence of Reduced Iron (C4) _ Stunted or Stressed Plants (D1) _ Algal Mat or Crust (134) _ Recent Iron Reduction in Tilled Soils (C6) Geomorphic Position (D2) _ Iron Deposits (B5) _ Thin Muck Surface (C7) _ Shallow Aquitard (133) _ Inundation Visible on Aerial Imagery (137) _ Other (Explain in Remarks) _ Microtopographic Relief (D4) Sparsely Vegetated Concave Surface (88) — FAC-Neutral Test (135) Field Observations: Surface Water Present? Yes _ No ✓ Depth (inches): Water Table Present? Yes _ No ✓ Depth (inches): Saturation Present? Yes No ✓ Depth (inches): Wetland Hydrology Present? Yes ✓ No includes capillary fringe) Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: Hydrology has been altered by a beaver dam just downstream from the sample point at the site of the former foot bridge. Flooded shrubs and partially denuded soil (exposed from receding floodwaters) suggest water levels have been erratic as a result of beaver activity. Geomorphic position: flat/concave terrace at toe of slope adjacent to creek (1-2 vertical feet above water level at time of observation). Hydrologic conditions have been Abnormally Dry for the past 2 weeks according to U.S. Drought Monitor. BE US Army Corps of Engineers Northcentral and Northeast Region -Version 2.0 VEGETATION - Use scientific names of plants. Attachment 1 Project Plans Documents) Absolute Dominant Indicator Tree Stratum (Plot size: 30 ) % Cover Species? Status 1. Fraxinus nigra 5 Y FACW 2. Fraxinus nenngylvanica 5 Y FACW 3. 4. 5. 6. 7. 10.0 = Total Cover Saolinp/Shrub Stratum (Plot size: 15 ) 1. Alnus incana .14 n- Y FACW 2. Crataegus crus-gal6 2 mil- FAC 3. 4. 5. 6. 7. 32.0 = Total Cover Herb Stratum (Plot size: 5 ) 1. Ribes lacustre 10 Y FACW 2. Ranunculus hispidus 10 Y FAC 3. Fraxinus nigra 10_ Y FACW 4. Thalictrum dasycarpum 10_ Y FACW 5. Ribes americanum 2 N FACW 6. Agrimonia grvposepala -2- N FRCS! 7. Cornus alba 2 N FACW 8. Eauisetum arvense 2 N FAC 9. 10. 11. 12. Woody Vine Stratum (Plot size: 30 ) 1. Parthenocissus auinauefolia 2. 3. 4. 48.0 = Total Cover 5.0 = Total Cover Dominance Test worksheet: Number of Dominant Species That Are OBL, FACW, or FAC: 7 (A) Total Number of Dominant Species Across All Strata: 8 (B) Percent of Dominant Species That Are OBL, FACW, or FAC: 87.50 (A/B) Prevalence Index worksheet: Total % Cover of: Multiply by: OBL species 0.00 x 1 = 0.00 FACW species 74.00 x 2 = 148.00 FAG species 14.00 x 3 = 42.00 FACU species 7.00 x 4 = Ps no UPL species 0.00 x 5 = n.00 Column Totals: g5.00 (A) 218.00 (B) Prevalence Index = B/A = i X Hydrophytic Vegetation Indicators: 1 - Rapid Test for Hydrophytic Vegetation 2 - Dominance Test is >50% _ 3 - Prevalence Index is 53.0' 4 - Morphological Adaptations' (Provide supporting data in Remarks or on a separate sheet) Problematic Hydrophylic Vegetation' (Explain) 'Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. Definitions of Vegetation Strata: Tree - Woody plants 3 in. (7.6 cm) or more in diameter at breast height (DBH), regardless of height. Sapling/shrub - Woody plants less than 3 in. DBH and greater than or equal to 3.28 ft (1 m) tall. Herb -All herbaceous (non -woody) plants, regardless of size, and woody plants less than 3.28 ft tall. Woody vines - All woody vines greater than 3.28 ft in height. Hydrophytic Vegetation Present? Yes ✓ No Remarks: (include photo numbers here or on a separate sheet.) Remaining areal cover was bare soil. Ground was disturbed from recent water level fluctuations from beaver activity in the adjacent creek. Some woody vegetation had been chewed off by beaver (mostly large alder stumps, few small aspen stems). 109 US Army Corps of Engineers Northcentral and Northeast Region - Version 2.0 SOIL Attachment 1 mowilPd*s Documents) Profile Description: (Describe to the depth needed to document the indicator or confine the absence of indicators.) Depth Matrix Redox Features (inches) Color (moist) % Color (moist) % Type Loc Texture Remarks 0-7 5YR 2.5/2 98 5YR 4/6 2 Q_ M_ Q Sandy clay 7-14 5YR 3/3 .95 5YR 4/6 5 Q M C Sandy clay 14-21 5YR 4/4 100 SCL D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains. Hydric Soil Indicators: Histosol (Al) _ Polyvalue Below Surface (S8) (LRR R, Histic Epipedon (A2) MLRA 14913) — Black Histic (A3) _ Thin Dark Surface (S9) (LRR R, MLRA 14913) Hydrogen Sulfide (A4) _ Loamy Mucky Mineral (F1) (LRR K, L) _ Stratified Layers (A5) _ Loamy Gleyed Matrix (F2) Depleted Below Dark Surface (Al 1) _ Depleted Matrix (F3) _ Thick Dark Surface (Al2) _ Redox Dark Surface (F6) _ Sandy Mucky Mineral (S1) _ Depleted Dark Surface (F7) _ Sandy Gleyed Matrix (S4) _ Redox Depressions (178) _ Sandy Redox (S5) _ Stripped Matrix (S6) _ Dark Surface (S7) (LRR R, MLRA 149B) 2Location: PL=Pore Lining, M=Matrix. Indicators for Problematic Hydric Soils': _ 2 cm Muck (A10) (LRR K, L, MLRA 1498) _ Coast Prairie Redox (A16) (LRR K, L, R) _ 5 cm Mucky Peat or Peat (S3) (LRR K, L, R) _ Dark Surface (S7) (LRR K, L) Polyvalue Below Surface (S8) (LRR K, L) Thin Dark Surface (S9) (LRR K, L) _ Iron -Manganese Masses (1712) (LRR K, L, R) _ Piedmont Floodplain Soils (F19) (MLRA 14913) _ Mesic Spodic (TA6) (MLRA 144A,145, 149B) _ Red Parent Material (F21) Very Shallow Dark Surface (TF12) Other (Explain in Remarks) 3Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic. Restrictive Layer (if observed): Type: Depth (inches): Hydric Soil Present? Yes ✓ No Remarks: Soils are problematic for two reasons. (1) Site is within the Lake Superior clay plain with red parent material which is considered naturally problematic; and (2) sample point is within an active floodplain disturbed by recent beaver activity (see general remarks on page 1). According to Chapter 5 of the NC/NE Regional Supplement, soils are presumed to be hydric when (a) wetland hydrology and vegetation are both present; (b) sample point is in a "landscape position that is likely to collect or concentrate water" which includes concave surface, active floodplain or low terrace; and (c) a problematic soil situation is present such as Red Parent Materials and/or Fluvial Deposits within Floodplains. All of the criteria described in Chapter 5 are met so soils are presumed to be hydric. US Army Corps of Engineers Northcentral and Northeast Region —Version 2.0 Attachment 1 WETLAND DETERMINATION DATA FORM — Northcentral and Northeas tQ6@lf6hPlans and Documents) Project/Site: Nathaniel Andersen Property City/County: Rny ield County Sampling Date: 2023-06-02 ApplicantlOwner: Nathaniel Andersen State: Wisconsin Sampling Point: 2U Investigatods): Darienne McNamara Lindsay Hogfeldt section, Township, Range: Sec 18 T48N R09W Landform (hillslope, terrace, etc.): SideSlo t Local relief (concave, convex, none): Concave Slope (%): Subregion (LRR or MLRA): LRR K, MLRA 92 Let: 46.643945 Long:-91.534973 Datum: WGS84 Soil Map unit Name: Udorthents, ravines and escarpments. 25 to 60 percent slopes NWI classification: Are climatic / hydrologic conditions on the site typical for this time of year? Yes No ✓ (If no, explain in Remarks.) Are Vegetation _, Soil , or Hydrology significantly disturbed? Are "Normal Circumstances" present? Yes ✓ No Are Vegetation _, Soil , or Hydrology naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes ✓ No Is the Sampled Area Hyddc Soil Present? Yes No ✓ within a Weiland? Yes No ✓ Wetland Hydrology Present? Yes No ✓ If yes, optional Wetland Site ID: Remarks: (Explain alternative procedures here or in a separate report.) Sample point on backslope next to driveway (south side, slope facing northwest toward driveway and creek). Vegetation was a mix of upland/wetland but soils were not present and no wetland hydrology. Hydrologic conditions have been Abnormally Dry for the past 2 weeks according to U.S. Drought Monitor. HYDROLOGY Wetland Hydrology Indicators: Secondary Indicators (minimum of two required) Primary Indicators (minimum of one is required, check all that apply) _ Surface Soil Cracks (B6) _ Surface Water (At) _ Water -Stained Leaves (B9) _ Drainage Patterns (B10) _ High Water Table (A2) _ Aquatic Fauna (B13) _ Moss Trim Lines (B16) _ Saturation (A3) _ Mad Deposits (B15) _ Dry -Season Water Table (C2) _ Water Marks (B1) _ Hydrogen Sulfide Odor (Cl) _ Crayfish Burrows (CB) _ Sediment Deposits (62) _ Oxidized Rhizospheres on Living Roots (C3) _ Saturation Visible on Aerial Imagery (C9) _ Drift Deposits (B3) _ Presence of Reduced Iron (C4) _ Stunted or Stressed Plants (D1) _ Algal Mat or Crust (B4) _ Recent Iron Reduction in Tilled Soils (C6) _ Geomorphic Position (D2) _ Iron Deposits (B5) _ Thin Muck Surface (C7) _ Shallow Aquitard (D3) _ Inundation Visible on Aerial Imagery (B7) _ Other (Explain in Remarks) _ Microtopographic Relief (04) _ Sparsely Vegetated Concave Surface (B8) FAC-Neutral Test (D5) Field Observations: Surface Water Present? Yes _ No ✓ Depth (inches): Water Table Present? Yes _ No ✓ Depth (inches): Saturation Present? Yes No ✓ Depth (inches): Wetland Hydrology Present? Yes No ✓ includes capillary fringe) Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: No saturation tll US Army Corps of Engineers Northcentral and Northeast Region — Version 2.0 VEGETATION - Use scientific names of plants. Attachment 1, APro'ect Plans Documents) am lin Point: Absolute Dominant Indicator Tree Stratum (Plot size: 30 ) % Cover Species? Status 1. A_ cer rubrum �� _ Y FAC 2. Fraxinus niara !pn _Y FACW 3. Dominance Test worksheet: Number of Dominant Species That Are OBL, FACW, or FAC: 5 (A) Total Number of Dominant Species Across All Strata: 6 (B) 4 I Percent of Dominant Species 5 That Are OBL, FACW, or FAC: 83.33 (A/B) 6. 7. 40.0 = Total Cover Sapling/Shrub Stratum (Plot size: 15 ) 1. Populus tremuloides 9F; YY FAC 2. Fraxinus nigra 15 Y FACW 3. Salix discolor 5 N FACW 4. Lonicera tatarica 5 N FACU 5. Prunus serotina 5 N FACU 6. Quercus rubra 5 N FACU 7. 60.0 = Total Cover Herb Stratum (Plot size: 5 ) 1. _Rubus pubescens 30 _ Y FACW 2. Fragaria yesca .110 Y UPL 3. Taraxacum officinale 10 N FAQU 4. Agrimonia g rvcL, Aosepala 5 N FACU 5. AMY ium anqustum 5 N FAC 6. Carex debilis N_ FACW 7. -Equisetu 5 �p(_ FAC 8. 9. 10. 11. 12. 90.0 Total Cover Woody Vine Stratum (Plot size: 30 ) 1. 2. 3. 4. _ 0 = Total Cover Remarks: (Include photo numbers here or on a separate sheet.) Remaining areal cover unvegetated Prevalence Index worksheet: Total % Cover of: Multiply by: OBL species 0.00 x 1 = 0.00 FACW species 75.00 x 2 = 150.00 FAC species 55.00 x 3 = 165.00 FACU species 30.00 x 4 = 120.00 UPL species 30.00 x 5 = 150.00 Column Totals: 190.00 (A) 585.00 (B) Prevalence Index = B/A = 3.08 Hydrophytic Vegetation Indicators: _ 1 - Rapid Test for Hydrophytic Vegetation 2 - Dominance Test is >50% 3 - Prevalence Index is 53.0' _ 4 - Morphological Adaptations' (Provide supporting data in Remarks or on a separate sheet) _ Problematic Hydrophytic Vegetation' (Explain) 'Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. Definitions of Vegetation Strata: Tree - Woody plants 3 in. (7.6 cm) or more in diameter at breast height (DBH), regardless of height. Sapling/shrub - Woody plants less than 3 in. DBH and greater than or equal to 3.28 ft (1 m) tall. Herb - All herbaceous (non -woody) plants, regardless of size, and woody plants less than 3.28 ft tall. Woody vines - All woody vines greater than 3.28 ft in height. Hydrophytic Vegetation Present? Yes ✓ No 112 US Army Corps of Engineers Northcentral and Northeast Region - Version 2.0 SOIL Attachment 1 �wFPdpf.s Documents) Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features (inches) Color (moist) % Color (moist) % Type,Loc Texture Remarks 0.7 5YR 2.5/2 AM- S 21 L_ 7.12 5YR 4/3 70 5YR 4/6 2 C Sandy clay 5YR 4/2 -,%L 12-20 5YR 4/6 100 C 'Type: C=Concentration, D=De letion, RM=Reduced Matrix, MS=Masked Sand Grains. Location: PL=Pore Lining, M=Matrix. Hydric Soil Indicators: Indicators for Problematic Hydric Soils': _ Histosol (Al) _ Polyvalue Below Surface (S8) (LRR R, _ 2 cm Muck (A10) (LRR K, L, MLRA 14913) _ Histic Epipedon (A2) MLRA 149B) _ Coast Prairie Redox (A16) (LRR K, L, R) _ Black Histic (A3) _ Thin Dark Surface (S9) (LRR R, MLRA 149B) _ 5 cm Mucky Peat or Peat (S3) (LRR K, L, R) _ Hydrogen Sulfide (A4) _ Loamy Mucky Mineral (F1) (LRR K, L) _ Dark Surface (S7) (LRR K, L) _ Stratified Layers (A5) _ Loamy Gleyed Matrix (F2) _ Polyvalue Below Surface (S8) (LRR K, L) _ Depleted Below Dark Surface (A11) _ Depleted Matrix (F3) _ Thin Dark Surface (S9) (LRR K, L) _ Thick Dark Surface (Al2) _ Redox Dark Surface (F6) _ Iron -Manganese Masses (F12) (LRR K, L, R) _ Sandy Mucky Mineral (S1) _ Depleted Dark Surface (F7) _ Piedmont Floodplain Soils (F19) (MLRA 149B) _ Sandy Gleyed Matrix (S4) _ Redox Depressions (F8) _ Mesic Spodic (TA6) (MLRA 144A, 145, 149B) _ Sandy Redox (S5) _ Red Parent Material (1721) _ Stripped Matrix (S6) _ Very Shallow Dark Surface (iF12) Dark Surface (S7) (LRR R, MLRA 149B) _ Other (Explain in Remarks) 'Indicators of hydrDphytic vegetation and wetland hydrology must be present, unless disturbed or problematic. Restrictive Layer (if observed): Type: Depth (inches): Hydric Soil Present? Yes No ✓ Remarks: US Army Corps of Engineers Northcentral and Northeast Region — Version 2.0 Attachment 1 WETLAND DETERMINATION DATA FORM — Northcentral and Northeas J%f6 tPlans and Documents) Project/Site: Nathaniel Andersen Pro eppU city/county:Bayfield County Sampling Date: 2023-06-02 Applicant/Owner: Nathaniel Andersen State: Wisconsin Sampling Point: 2W Investigator(s): Darienne McNamara, Lindsay Hogfeldt Section, Township, Range: Sec 18 T48N R09W Landform (hillslope, terrace, etc.): TOeSIOpe Local relief (concave, convex, none): Concave Slope (%):.10 Subregion (LRR or MLRA): LRR K, MLRA 92 Let: 46,643954 Long:-91,535138 Datum: WGS84 Soil Map Unit Name: Udorthents, ravines and eScaromentS. 25 to 60 Dercent slopes NWI classification Are climatic / hydrologic conditions on the site typical for this time of year? Yes No ✓ (If no, explain in Remarks.) Are Vegetation , Soil or Hydrology significantly disturbed? Are "Normal Circumstances" present? Yes No ✓ Are Vegetation , Soil ✓ , or Hydrology ✓ naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes ✓ No Hydre Soil Present? Yes ✓ No Wetland Hydrology Present? Yes ✓ No Is the Sampled Area within a Wetland? Yes ✓ No optional Wetland Site ID: Sample point located in hardwood swamp on footslope/toestope of a 150' hill with 10% slope, alongside driveway where flow is concentrated. Wetland is adjacent to creek roughly 3-4' above water level. Wetland vegetation and hydrology are present. Two soil test pits were sampled looking for hydric soil but none was found, however soil met criteria for problematic soil situations for being within an active floodplain with red parent materials (see Soil Remarks), therefore soils were presumed to be hydric. Normal circumstances not present due to beaver dam just downstream from sample point, with evidence that hydrology had been affected (see Hydrology Remarks). Climatic conditions: abnormally dry according to U.S. Drought Monitor. HYDROLOGY Wetland Hydrology Indicators: Secondary Indicators (minimum of two required) Primary Indicators (minimum of one is required: check all that apply) _ Surface Soil Cracks (B6) _ Surface Water (Al) _ Water -Stained Leaves (139) _ Drainage Patterns (B10) High Water Table (A2) _ Aquatic Fauna (B13) _ Moss Tdm Lines (816) = Saturation (A3) _ Marl Deposits (B15) _ Dry -Season Water Table (C2) _ Water Marks (81) _ Hydrogen Sulfide Odor (Cl) _ Crayfish Burrows (C8) _ Sediment Deposits (132) _ Oxidized Rhizospheres on Living Roots (C3) _ Saturation Visible on Aerial Imagery (C9) _ Drift Deposits (B3) _ Presence of Reduced Iron (C4) _ Stunted or Stressed Plants (01) _ Algal Mat or Crust (134) _ Recent Iron Reduction in Tilled Soils (C6) = Geomorphic Position (D2) _ Iron Deposits (85) _ Thin Muck Surface (C7) _ Shallow Aquitard (D3) _ Inundation Visible on Aerial Imagery (87) _ Other (Explain in Remarks) _ Microtopographic Relief (134) Sparsely Vegetated Concave Surface (138) FAC-Neutral Test (135) Field Observations: Surface Water Present? Yes _ No ✓ Depth (inches): Water Table Present? Yes _ No ✓ Depth (inches): Saturation Present? Yes ✓ No_ Depth (inches): 12 Wetland Hydrology Present? Yes ✓ No includes capillary fringe) Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: Hydrology has been altered by a beaver dam just downstream from the sample point at the site of the former foot bridge. Flooded shrubs and partially denuded soil (exposed from receding floodwaters) suggest water levels have been erratic as a result of beaver activity. Geomorphic position: flat/concave terrace at toe of slope adjacent to creek. Hydrologic conditions have been Abnormally Dry for the past 2 weeks according to U.S. Drought Monitor. IIIcl US Army Corps of Engineers Northcentral and Northeast Region — Version 2.0 VEGETATION - Use scientific names of plants. Attachment 1 Project Plans Documents) t: Absolute Dominant Indicator Dominance Test worksheet: Tree Stratum (Plot size: 30 ) % Cover Species? Status Number of Dominant Species 1. Populus tremuloides 2 N FAC That Are OBL, FACW, or FAC: 6 (A) 2. Total Number of Dominant 3. Species Across All Strata: 6 (B) 4. 5. 6. 7. 2.0 = Total Cover Saplina/Shrub Stratum (Plot size: 15 ) 1. Salix discolor 10 Y FACW 2. _Corms alba 10 Y FACW 3. Prunus serotina P N FA , 1 4. Fraxinus niora 2 N FACW 5. f plus tremuloides -2- N FAC 0 7. 26.0 = Total Cover Herb Stratum (Plot size: 5 ) 1. Rubus nubescens 35 Y FACW 2. lKyosotis scorpioides 10 Y OBL 3. Carex debilis 10 _ Y FACW 4. Corms alba 10- Y FACW 5. Taraxacum officinale 5 N FACU 6. Eguisetum arVense 5 FAC 7. Matteuccia struthiopteds -N 5 N FAC a. Scirpus cyperinus 5 N OBL g. Ranunculus hiWidus 2 N FAC 10. 11. 12. Woody Vine Stratum (Plot size: 30 ) 1. 2. 3. 4. 87.0 = Total Cover 0 = Total Cover Percent of Dominant Species That Are OBL, FACW, or FAC: 1 00.00 (A/B) Prevalence Index worksheet: Total % Cover of: Multiply by: OBL species 15.00 x 1 = 15.00 FACW species 77.00 x 2 = 154.00 FAC species 16.00 x 3 = 48.no FACU species 7.00 x 4 = 28.00 UPL species 0.00 x 5 = 0.00 Column Totals: 115,00 (A) 245.nn (B) Prevalence Index =B/A= 2.13 Hydrophytic Vegetation Indicators: - 1 - Rapid Test for Hydrophytic Vegetation 2 - Dominance Test is >50% 3 - Prevalence Index is 53.0' _ 4 - Morphological Adaptations' (Provide supporting data in Remarks or on a separate sheet) _ Problematic Hydrophytic Vegetation' (Explain) 'Indicators of hyddc soil and wetland hydrology must be present, unless disturbed or problematic. Definitions of Vegetation Strata: Tree - Woody plants 3 in. (7.6 cm) or more in diameter at breast height (DBH), regardless of height. Sapling/shrub - Woody plants less than 3 in. DBH and greater than or equal to 3.28 ft (1 m) tall. Herb - All herbaceous (non -woody) plants, regardless of size, and woody plants less than 3.28 ft tall. Woody vines - All woody vines greater than 3.28 ft in height. Hydrophytic Vegetation Present? Yes ✓ No Remarks: (include photo numbers here or on a separate sheet.) Remaining areal cover was unvegetated, mix of decayed leaves and bare soil. 115 US Amy Corps of Engineers Northcentral and Northeast Region - Version 2.0 Attachment 1 SOIL rhowiFPdpps Documents) Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features (inches) Color (moist) % Color (moist) % Tyne' Loc Texture Remarks 0-5 5YR 3/1 100 SCL 5-16 5YR 3/2 100 SCL 16-20 5YR 4/4 90 5YR 4/6 5 _Q M SCL 5YR 4/2 5 SCL RM=Reduced Matrix, MS=Masked Sand Grains. Hydric Soil Indicators: Histosol (Al) _ Polyvalue Below Surface (S8) (LRR R, Histic Epipedon (A2) MLRA 14913) Black Histic (A3) _ Thin Dark Surface (S9) (LRR R, MLRA 14913) Hydrogen Sulfide (A4) _ Loamy Mucky Mineral (F1) (LRR K, L) _ Stratified Layers (A5) _ Loamy Gleyed Matrix (F2) Depleted Below Dark Surface (Al 1) _ Depleted Matrix (F3) _ Thick Dark Surface (Al 2) _ Redox Dark Surface (F6) Sandy Mucky Mineral (S1) _ Depleted Dark Surface (F7) Sandy Gleyed Matrix (S4) _ Redox Depressions (F8) _ Sandy Redox (S5) _ Stripped Matrix (S6) _ Dark Surface (S7) (LRR R, MLRA 149B) 2Location: PL=Pore Lining, M=Matrix. Indicators for Problematic Hydric Soils': _ 2 cm Muck (A10) (LRR K, L, MLRA 149B) _ Coast Prairie Redox (A16) (LRR K, L, R) 5 cm Mucky Peat or Peat (S3) (LRR K, L, R) Dark Surface (S7) (LRR K, L) _ Polyvalue Below Surface (S8) (LRR K, L) Thin Dark Surface (S9) (LRR K, L) Iron -Manganese Masses (F12) (LRR K, L, R) Piedmont Floodplain Soils (F19) (MLRA 1498) _ Mesic Spodic (TA6) (MLRA 144A, 145, 149B) Red Parent Material (F21) _ Very Shallow Dark Surface (TF12) Other (Explain in Remarks) 3Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic. Type: Depth (inches): Hydric Soil Present? Yes ✓ No Remarks: Soil pit was one of two dug to look for hydric soils since hydrophytic vegetation and wetland hydrology were present. Texture was more sandy here, closer to floodplain; more clayey at second soil pit. This point was closer to the creek; fine sand in the soil could be from fluvial deposits from the creek during historical flooding. First test pit (on Figure 7) had 2% redox starting at 14", no saturation in upper 20". Soils are problematic for two reasons. (1) Site is within the Lake Superior clay plain with red parent material which is considered naturally problematic; and (2) sample point is within an active floodplain. According to Chapter 5 of the NC/NE Regional Supplement, soils are presumed to be hydric when (a) wetland hydrology and vegetation are both present; (b) sample point is in a "landscape position that is likely to collect or concentrate water" which includes a concave surface, active floodplain, or low terrace - all of which apply at this sample point; and (c) a problematic soil situation is present such as Red Parent Materials and/or Fluvial Deposits within Floodplains. All of the criteria described in Chapter 5 are met so soils are presumed to be hydric. US Army Corps of Engineers Northcentral and Northeast Region — Version 2.0 Attachment 1 (Project Plans and Documents) Appendix C Antecedent Precipitation Andersen Property I Wetland Delineation Report I June 2023 117 46 North Environmental LLC Attachment i (Project Plans and Documents) NRCS Weighted Monthly Method for Antecedent Precipitation Hydrology Tools for Wetland Determination NRCS Engineering Field Handbook Chapter 19 Date 6/2/2023 Landowner/Project N. Andersen Property Weather Station Ashland, WI State WI County Bayfield Growing Season Photo/Obs Date 6/2/2023 Soil Name 274D Miskoaki clay loam, 12-25% slopes 1st Prior Month* 2nd Prior Month* 3rd Prior Month* *compared to photo/obser From WETS table Month 30% chance< 30% chance> Total Precip Condition Dry, Wet, Normal Condition Value Month Weight Value Product of Previous 2 Columns May 2.52 4.20 1.10 D 1 3 3 April 1.33 2.69 4.01 W 3 2 6 March 0.53 1.24 3.28 W 3 1 3 vation date Sum 12 Note: If sum is... 6 9 prior period has been drier than normal 10 - 14 prior period has been normal 15 -18 prior period has been wetter than normal it Conclusion: Prior period has been normal Condition value: Dry=1 Normal = 2 Wet =3 118 State of Wisconsin DEPARTMENT OF NATURAL RESOURCES 1300 W Clairemont Ave. Eau Claire, WI, 64701 October 3, 2023 Nathaniel Andersen 2601 13th Ave. S. Minneapolis, MN 55407 [sent electronically] Tony Evers, Governor Adam N. Payne, Secretary Telephone 608.266-2621 Toll Free 1-888436-7463 TTY Access via relay .711 WISCONSIN --� OEPL OF NATURAL RESOURCES WIC-NO-2023-4-02408 RE: Wetland Delineation Confirmation for an Approximately 1.50-Acre Project Review Area, located in the NE 1/4, of the NE 1/4, Section 18, Township 48 North, Range 09 West, in the Town of Oulu, Bayfieid County Dear Mr. Andersen: We have reviewed the wetland delineation report from 46 North Environmental U.C. prepared for the above - mentioned site. This letter will serve as confirmation that the wetland boundaries shown on the enclosed wetland delineation figure are acceptable. This finding is based upon a field visit on September 15, 2023. Any filling or grading within these areas may require DNR approvals. Our wetland confirmation is valid for five years. Be sure to send a copy of the report, as well as any approved revisions, to the U.S. Army Corps of Engineers. To comply with Chapter 23.321, State Statutes, please supply the department with a polygon shapefile of the wetland boundaries delineated within the project area. Please do not include data such as parcel boundaries, project limits, wetland graphic representation symbols, etc. If internal upland polygons are found within a wetland polygon, then please label as UPLAND. The shapefile should utilize a State Plane Projection and be overlain onto recent aerial photography. If a different projection system is used, please indicate in which system the data are projected. In the correspondence sent with the shapefile, please supply a brief description of each wetland's plant community (eg: wet meadow, floodplain forest, etc.). Please send these data to Calvin Lawrence (608-266-0756 or email at calvin.lawrence@wisconsin.gov). There is a navigable waterway within the project review limits. DNR Chapter 30 permits will be needed if earthwork (filling, dredging, etc.) or structures (culverts, bridges, erosion control, etc.) are proposed in or adjacent to the waterway if determined to be navigable. If you are planning development on the property, you are required to avoid take of endangered and threatened species, or obtain an incidental take authorization, to comply with the state's Endangered Species Law. To ensure compliance with the law, you should submit an endangered resources review form (Form 1700-047), available at https:Hdnr.wi.gov/topic/ERReview/Review.htm]. The Endangered Resources Program will provide a review response letter identifying any endangered and threatened species and any conditions that must be followed to address potential incidental take. 119 Attachment 1 (Project Plans and Documents) In addition to contacting WDNR, be sure to contact your local zoning office and U.S. Army Corps of Engineers to determine if any local or federal permits may be required for your project. If you have any questions, please call me at (715) 415-4916 or you can reach me by email at Travis. Holte@wisconsin.gov. Sincerely, Travis Holte Wetland Identification Specialist Enclosures: Project Location Figure Wetland Delineation Figure CC (via email): Bill Sande, Project Manager, U.S. Army Corps of Engineers Ruth Hulstrom, Bayfield County Steve LaValley, DNR Water Management Specialist Darienne McNamara, 46 North Environmental LLC. 120 k T46,FfYyv 13' _ r24 Project Location Figure 7 4 ! 4 Project Lo, floes _ f f _ e 13 , , i / I , T48 ,RSW 19 yfmfd 17 iiiySSS 1 1 `f i r , i f , ® Township Section County Boundary Cities, Towns & Villages 0 city El Wins ❑ Civil Town Municipality ;._; State Boundaries LJ County Boundaries Major Roads — Interstate Highway — Slafe Highway C US Highway County and Local Roads — County HWY c Local Road Railroads Tribal Lands Rivers and Streams - Intermittent Streams Lakes and Open water / 1 : 19 /• � `` 20 , Notes 0 0.25 0.5 Miles DISCLAIMER: The Inforrnatlon shown on these maps has been obtained from various sources, and are of varying age, reliability and resolution. These male are not intended to be used for navigation. nor am these maps an authodlagva source of Information about legal land ownership or public access. No warranty. expressed or implied, is made regarding socuracy. applicability for a perliwiar use, completeness, w legality of the Information depicted on this nsin_TM 1: 15,840 map. For mom information, see theDNRLegal Nofiomweb page: hgp://dnrwLgovAegaV 121 Attachment 1 (Project Plans and Documents) Figure 7. Wetland Boundary Map -� -= i `rl north N. Andersen Property 0 25 50 100 150 P rty I Wetland Delineation Report 00 environmental Town of Oulu, Bayfield County, WI 122 Attachment 1 (Project Plans and Documents) APPENDIX F Practicable Alternative Analysis (PAA) Alternative Drawings 123 Attachment 1 (Project Plans and' Documents) WDNR Practical Alternative Analysis Template Project Title: Section 1: Project Background 1 2 3 4 6 Section 2: Del i uescrive the overall purpose ana neea or the project. The original stream crossing was lost some unknown number of years ago before the current owner purchased the property in 2021. The 1939 aerial shows the driveway access to the residence with no other route visible. The current pedestrian bridge over Reefer Creek was completely washed out during the spring melt this year, 2023. A replacement bridge designed for vehicle traffic is needed to maintain the integrity of the access road and Reefer Creek. The road is a one -lane gravel access road from CTH B to the residence. The purpose of this project is to maintain the integrity of Reefer Creek and to guarantee safe and reliable access across the creek from CTH B to the residence of Nathanial and Lisa Andersen is your project an expansion of existing work or Is it new construct? F_ I New Construct. wnen aid you start to develop a plan for tnis project (montn/yearl? F_ I Spring 2023 Are you the current owner or easement holder of the property? If so, how long have you owned the property. If you are not the property owner, please provide ine current owners name ana contact information. Owners of the property are Nathanial and Lisa (Ijandersen@gmail.com) Andersen. what the consequences are of not building the project. Include social and economic consequences, as well as o Information. Restoring the bridge is necessary as it is the only means of crossing the stream to reach the residence on the property. No other access routes are available. explain wny the project must De located in or across wetlands. F_ I It is impossible to restore a crossing on the property and not impact any wetlands. Project Alternatives (Include aerial with project boundaries for each alt.) How could you redesign or reduce your project to avoid wetlands and still meet your overall It is impossible to restore a crossing on the property and not impact any wetlands. How could you redesign or reduce your project to minimize unavoidable wetland impacts and still meet your overall pr 2 purpose? 124 Attachment 1 (Project Plans and Documents) Section 3: Constructing the crossing in the same location of the previous In such a way to extend the access road that leads to the property straight across the stream would provide more direct access and maneuverability, is better aligned with the driveway on the west side of the creek, but would impact 493sf of wetlands. Instead, we propose to minimize impacts to 123 sf of wetland by rotating the bridge location clockwise to the maximum extent practicable. Further rotation would align the bridge directly with the residence and not allow enough room for vehicle maneuvering. The bridge rotation also better aligns the stream flow with the bridge opening providing a more efficient and What other sites were considered for this project? These properties Include properties you currently own or recently have owned and other properties that are available for sale in the area. Provide the geographic areas you searched for an alternative site and the specific location of other properties considered. For each of these properties considered, Indicate why they were not selected whether or not they meet the overall project purpose and need. Available properties that meet the purpose and need should be considered further, particularly if they result in lower wetland Impact compared to the No other sites were considered as this is a residential property and the owned land available for the crossing is a narrow access Will the alternative affect wetlands? If so, please provide the area and type of wetland impacted as well as a description 1 the proposed Impact. (e.g. temporary or permanent, wetland type, conversion or fill.) Wetland 1 is 1105sf of Hardwood Swamp. Wetland 2 is 490sf of Hardwood Swamp. Alt 1: 123 sf permanent wetland impact, which involves grading and armoring the abutment for a 12' wide, 28' long clear span Wheeler bridge. Alt 2: 493sf of permanent wetland impact, which involves grading and armoring for the installation of a 12' diameter culvert. Alt 3: 0sf of wetland impact. This is the no -build option. 2 Provide resizing or reconfiguration options for each alternative to reduce or eliminate wetland Impacts. Alt. 1: This alternative involves the clear span Wheeler bridge. Rotating the bridge as describeed above reduces wetland impacts. Alt 2: This alternative involves the 12' diameter culvert which would have to align with the creek. What are the primary costs for developing the alternative? (e.g. cost/acre or cost/ton etc.) Please describe whether there is any aspect of an alternative that greatly inflates or reduces the primary costs for that alternative. Sunk costs should not be Included in the analysis and Include costs associated with the purchase of the property, consultant fees and other preexisting 3 outlays not directly related to the selection of alternatives. There is extra cost associated with a clear span bridge as culverts are simpler In structure and design so they can be constructed with less time and labor, but topography of the area makes the culvert an impracticable alternative. Though the extra cost, in this case, would be minimal as a culvert option would require addiitonal grading, wetland impacts, imported fill material, and more amoring to make the culvert a stabll option. The cost of rotating the clear span bridge in a way to mini raze wetland impacts is negligible. What are the loeistical reasons that make an alternative not practicable? Logistical constraints Include, but are not limited to: a.lnability to meet other regulatory standards b.Construction limitations c.Access or transportation concerns 4 d.Site availability 125 Attachment 1 (Project Plans and Documents) Alt 2: Initial hydraulic modeling indicated a 12 feet diameter corrugated metal pipe (CMP) or twin 6 feet diameter CMPs would be necessary to convey the flows calculated at the project area. This is consistent with the nearest two downstream crossings. This concurrence gives creditability to the modeling created. However, at the project location those two culvert configurations have multiple issues that included poor stream alignment, insufficient bank width, higher risk of overtopping due to the low west bank elevations, and increased wetland impacts. What are the technical constraints to an alternative? These include but are not limited to, inadequate depth to bedrock, inappropriate site geology, inadequate distance to groundwater, proximity to a contaminated area, unfavorable soils, or concerns. Alt 2: Initial hydraulic modeling indicated a 12 feet diameter corrugated metal pipe (CMP) or twin 6 feet diameter CMPs would be necessary to convey the flows calculated at the project area. This is consistent with the nearest two downstream crossings. This concurrence gives creditability to the modeling created. However, at the project location those two culvert configurations have multiple issues that included poor stream alignment, insufficient bank width, higher risk of overtopping due to the low west bank elevations, and increased wetland impacts. Are there impacts to important resources? a.Archeological or historical sites b.Habitat for endangered or threated species c.Environmental corridors or natural areas The project site is located on Reefer Creek. Reefer Creek is an unimpaired class I trout stream. It is an ANSRI Outstanding and Exceptional Stream. In stream construction activities will be scheduled for outside the spawning window of September 15 through May 15. Other construction activities may occur outside of the spawning window. Impacts will be limited during construction by the installation of instream turbidity barrier, perimeter silt fence, and limiting the contractor's work space to upland areas and maintain buffers from the stream. Are there other tactors you would like us to conslcer curing our alternative analysis evaluation r No Section 4: Preferred Project Alternative Indicate how your preferred project alternative meets your project purpose and how it avoids and/or minimizes wetland impacts to the maximum extent practicable. Alt 1 is the prefered project alternative. It provides reliable access to the Andersen residence, minimizes wetland impacts to the largest extent practicable, and maintains the integrity of Reefer Creek by providing an improved stream alignment with the crossing. Indicate how you plan to minimize harm to the impacted wetlands and adjacent wetlands that will not be directly impacted by the project. (e.g. erosion control, proper marking of the limits of proposed wetland Impact, visible flagging for protection of wetlands that will not be impacted by project, adequate storm water management, best management practices etc.) Erosion control and runoff management will consist primarily of limiting the contractor's work space to the areas necessary for grading operations. Silt fence will be used as perimeter controls and instream turbidity barriers will be installed. These BMP's will be installed prior to the initiation of land disturbing activity. Permanent stabilization will be achieved through placement rip rap along bridge abutments. Erosion Mat Urban Class I Type A will be installed on areas of disturbed soils to be revegetated. Other methods will be used as necessary. A permanent seed mix, WisDOT Mix 10, will be applied on all exposed soil at a rate of 65.34lb/acre (1.51bs/1000sf). A nurse crop seed mix of either annual oats, annual ryegrass, or winter wheat will be applied at a rate of 0.8lbs/1000sf. If seeding before June 15 and between June 15 and October 15 use annual oats for nurse crop. If seeding after October 15 use winter wheat or annual ryegrass for nurse crop. Final seeding will occur within seven (7) days of completion of site preparation. Areas shall be reseeded where germination does not achieve 70% coverage. Temporary erosion and sediment control measures will be kept in place until the permanent erosion control measures are installed and functioning properly or disturbed areas have achieved 70% re -vegetation. 126 15 VATCH EMSTiNG \ �SIOPf IN1EiCLPi id,A _ /IntIIANIE,A ]DNMCNi'N JD3 �� UIOT i \ r\ RROaOSfO EAW- . W3J._ BE FCNMABn & CONTROL PATABLE PoM STATION 0 Sk rLLlV.1ilONWPCOORM8}OS53P11 )35933W30I M3]6) l9. Pt lP 5591) 653UISM 1.1 93591P539F.93E16301 v.m.n IPwnr nmaPml v..OF Ps9es Ac 1w F'F �F� Q< / 133E ------ ---- NET FORN�EPT N ` SLOPE NTERCM J O R Y �a s Ruc DEIINFATFD WETUNDS Pv �"'><. --- J36 H8 /Z `-',T .fin NDPiN ENVIRONMEMALtIC, ivP� ,I .,-- - 4�2023 /ON-� APPPO%. PROPERTY LINE LAND FI.. NOTE THIS 15 NOT A PROPFRIV SURVEY, axUq ]bl{1] REMOVE BEAVER DAAI INCIDENTAk TO PAOPFRTYH ESYPOMPAIFELDI - GLAS A MEWN LEAN, SPIC: 30) EYCAVAHONFOP STRIiCTURFS'BIOITEM COUNYPARCEL MAP / _;) IDO. 201111)I31E 00M /flR SPIRE IN IBIN MAPLE? , VNp WISCO\SN_PARCfL5 DAI 93591-' ENO PRC)I L - W STA ]0 58 93 _._. —11444NCHSTRUCTU-L ——1—DF4iK9LVERT PIPE I � - —'' 7X STING GPOUNDPPOSIU ^3. ALL IAISI ING WAifP SURFACE AND STPUMBEDELEVATIONS SURVEYED 930 1 - - U5/OS/3033.3. _ "----- - 3FFfi RILOVEfl LOP OFNLVEPT PIPE. USSiRFAAWFUFiFr4l6 ALL PILL SLOPE5APE 35:I. APPRO%UWMATEY]AFATA= INVERT BURIED ISUP SVI 1.0'DOWN STREAM WI, �OSSTRK0.A066FLFATBA NI EId. VCI 7083T 1 PROJECT NO: NAME 2314 1 HIM 73745COUNWHMB I COUNTY: BAYFIELD I PLANANDPROFILE: DRIVEWAY I-144-INCH STRUCTURAL PLATE CULVERT PIPE 1 SHEET 127 1 E 1 A. NAVE. wvmaz_NmlLvswLsuv3ulxawou nanqCYAEYI.--UfiV3u zAweFsowmz_oP 11u M.'Ll'I LI wwHYN P— nor—L Iwro]11I1.N nor NY aCaun. nor-1 11—IE. I'N1.IT ©M Attachment 1 (Project Plans and Documents) APPENDIX G WDNR Technical Standards Non Channel Erosion Mat 1052 Seeding 1059 128 Attachment 1 (Project Plans and Documents) Wisconsin Department of Natural Resources Technical Standard Non -Channel Erosion Mat 1052 DEFINITION A protective soil cover made of straw, wood, coconut fiber or other suitable plant residue, or plastic fibers formed into a mat, usually with a plastic or biodegradable mesh on one or both sides. Erosion mats are rolled products available in many varieties and combinations of material and with varying life spans. PURPOSE The purpose of this practice is to protect the soil surface from the erosive effect of rainfall and prevent erosion during the establishment of grass or other vegetation, and to reduce soil moisture loss due to evaporation. This practice applies to both Erosion Control Revegetative Mats (ECRM) and Turf -Reinforcement Mats (TRM). CONDITIONS WHERE PRACTICE APPLIES This standard applies to erosion mat selection for use on erodible slopes. This standard is not for channel erosion. For channel applications, reference WDNR Technical Standard (1053) Channel Erosion Mat. Be aware of applicable federal, state, and local laws, rules, regulations, or permit requirements governing the use and placement of erosion mat. This standard does not contain the text of federal, state, or local laws. CRITERIA Products Use erosion mat products identified on the Wisconsin Department of Transportation (WisDOT) Erosion Control Product Acceptability List (PAL). Selection Use W isDOT PAL classes and types to select and specify erosion mat. Select the appropriate erosion mat based on site specific slope and slope length conditions in accordance with the W isDOT Facilities Development Manual (FDM Section 10-5) Slope Erosion Control Matrix. Select erosion mat that will last long enough for turf grass or other vegetation to become densely established. Use only mats containing exclusively organic material (no plastic) in or near waterways or other sensitive areas. Technical Standards are reviewed periodically and updated if needed. To obtain the current version of WDNR this standard, contact your local WDNR office or the Standards Oversight Council office in Madison, WI at (608) 441-2677. October 2018 1 Words in the standard that are shown in italics are described in the Definitions section. The words are italicized the first time they are used in the text. 129 Attachment 1 (Pf652t TSn2and Documents) Installation Install and anchor erosion mat in accordance with manufacturer's instructions. At the time of installation, retain material labels and manufacturer's installation instructions until the site has been stabilized. Install ECRMs after topsoil is placed and seeding is complete. Install TRMs in conjunction with placement of topsoil, followed by ECRM installation. Install erosion mat so that it bears completely on the soil surface. Use staples that are at least 6 inches long. Do not install Class I or Class II - Type B products that incorporate photo- or bio-degradable netting after September 1St of a given year. CONSIDERATIONS Use Class I Urban mats in locations where shortly mowed turf grasses are to be established. ECRMs without topsoiling and seeding can be used for temporary soil stabilization during the non -growing season or for periods of inactivity. Slope interruption products that are designed, installed and maintained in accordance with DNR Interim Manufactured Perimeter Control and Slope Interruption Products Technical Standard 1071 can be used to reduce slope length. Some erosion mat products can have detrimental effects on local wildlife. Plastic netting without independent movement of strands can easily entrap small animals moving through the area, leading to dehydration, desiccation, and eventually mortality. Netting that contains biodegradable thread with the "leno" or "gauze" weave (contains strands that can move independently) have the least impact on wildlife. PLANS AND SPECIFICATIONS Prepare plans and specifications in accordance with the criteria of this standard and describe the requirements for applying the practice to achieve its intended use. OPERATION AND MAINTENANCE Inspect erosion mat at least weekly and within 24 hours after every precipitation event that produces 0.5 inches of rain or more during a 24-hour period. If there are signs of rilling under the mat, install more staples or more frequent anchoring trenches. If rilling becomes severe enough to prevent establishment of vegetation, remove the section of mat where the damage has occurred. Fill the eroded area with topsoil, compact, reseed and replace the section of mat, trenching and overlapping ends per manufacturer's recommendations. Additional staking is recommended near where rilling was filled. WDNR October 20 ibo Attachment 1 (PfI J52 Tgn3 and Documents) In situations where soil type, topography, or other conditions result in poor observed performance, use multiple practices such as adding mulch under the mat, or installing appropriately placed check devices to reduce local velocity. If the reinforcing plastic netting has separated from the mat, remove the plastic and if necessary replace the mat. Complete maintenance as soon as possible with consideration to site conditions. REFERENCES WisDOT "Erosion Control Product Acceptability List" is available online at: http://wisconsindot.gov/Pages/doing-bus/eng-consultants/cnsit-rsrces/tools/oai/default.aspx DEFINITIONS Erosion Control Revegetative Mats (ECRM) (II): A blanket like covering laid on top of a prepared seed bed to protect the soil and seed from the erosive forces of nature. Turf -Reinforcement Mats (TRM) (II): Helps to permanently stabilize the soil by acting as reinforcement for the roots of the vegetation. This open weaved, synthetic mat is installed on top of soil and filled with topsoil and seeded. As the vegetation grows, the roots intertwine into the mat and reinforces the turf. Channel: A constructed swale or ditch designed to convey storm water. Waterways: Natural watercourses such as lakes or streams. WDNR October 20ibi Attachment 1 (Project Plans and Documents) Seeding For Construction Site Erosion Control (1059) Wisconsin Department of Natural Resources Technical Standard I. Definition Planting seed to establish temporary or permanent vegetation for erosion control. II. Purpose The purpose of temporary seeding' is to reduce runoff and erosion until permanent vegetation or other erosion control practices can be established. The purpose of permanent seeding is to permanently stabilize areas of exposed soil. III. Conditions Where Practice Applies This practice applies to areas of exposed soil where the establishment of vegetation is desired. Temporary seeding applies to disturbed areas that will not be brought to final grade or on which land -disturbing activities will not be performed for a period greater than 30 days, and requires vegetative cover for less than one year. Permanent seeding applies to areas where perennial vegetative cover is needed. IV. Federal, State and Local Laws Users of this standard shall be aware of all applicable federal, state and local laws, rules, regulations or permit requirements governing seeding. This standard does not contain the text of federal, state or local laws. V. Criteria This section establishes the minimum standards for design, installation and performance requirements. A. Site and Seedbed Preparation Site preparation activities shall include: 1. Temporary Seeding a. Temporary seeding requires a seedbed of loose soil to a minimum depth of 2 inches. b. Fertilizer application is not generally required for temporary seeding. However, any application of fertilizer or time shall be based on soil testing results. c. The soil shall have a pH range of 5.5 to 8.0. 2. Permanent Seeding a. Topsoil installation shall be completed prior to permanent seeding. b. Permanent seeding requires a seedbed of loose topsoil to a minimum depth of 4 inches with the ability to support a dense vegetative cover. c. Application rates of fertilizer or lime shall be based on soil testing results. d. Prepare a tilled, fine, but firm seedbed. Remove rocks, twigs foreign material and clods over two inches that cannot be broken down. e. The soil shall have a pH range of 5.5 to 8.0. Technical Standards are renewed periodically and updated if needed. To obtain the current version of WDNR this standard, contact your local WDNR office or the Standards Oversight Council office in Madison, WI at (608) 441-2677. 11 /03 1 Words in the standard that are shown in italics are described in X. Definitions. The words are italicized the first time they are used in the text. 132 Attachment 1 (Project Plans and Documents) B. Seeding 1. Seed Selection a. Seed mixtures that will produce dense vegetation shall be selected based on soil and site conditions and intended final use. Section IX References, lists sources containing suggested seed mixtures. b. All seed shall conform to the requirements of the Wisconsin Statutes and of the Administrative Code Chapter ATCP 20.01 regarding noxious weed seed content and labeling. c. Seed mixtures that contain potentially invasive species or species that may be harmful to native plant communities shall be avoided. d. Seed shall not be used later than one year after the test date that appears on the label. e. Seed shall be tested for purity, germination and noxious weed seed content and shall meet the minimum purity and germination requirements as prescribed in the current edition of Rules for Testing Seed, published by the Association of Official Seed Analysts. 2. Seed Rates a. Temporary Seeding (Cover Crop) Areas needing protection during periods when permanent seeding is not applied shall be seeded with annual species for temporary protection. See Table 1 for seeding rates of commonly used species. The residue from this crop may either be incorporated into the soil during seedbed preparation at the next permanent seeding period or left on the soil surface and the planting made as a no -till seeding. W DNR, W I 11 /03 Table 1 Temporary Seeding Species and Rates Species Lbs/Acre Percent Purity Oats 131 98 Cereal Rye 131 97 Winter wheat 1312 95 Annual R e rass 80 97 ' Spring and summer seeding 2Fall seeding b. Permanent Seeding Rates shall be based on pounds or ounces of Pure Live Seed (PLS) per acre. Section IX contains some possible reference documents that provide seeding rates. Permanent seeding rates may be increased above the minimum rates shown in the reference documents to address land use and environmental conditions. If a nurse crop is used in conjunction with permanent seeding, the nurse crop shall not hinder establishment of the permanent vegetation. A nurse crop shall be applied at 50% its temporary seeding rate when applied with permanent seed. 3. Inoculation Legume seed shall be inoculated in accordance with the manufacturer's recommendations. Inoculants shall not be mixed with liquid fertilizer. 4. Sowing Seed grasses and legumes no more than /. inch deep. Distribute seed uniformly. Mixtures with low seeding rates require special care in sowing to achieve proper seed distribution. Seed may be broadcast, drilled, or hydroseeded as appropriate for the site. Seed when soil temperatures remain consistently above 53' F. Dormant seed when the soil temperature is consistently below 53' F (typically VRY Attachment 1 (Project Plans and Documents) Nov. 1 st until snow cover). Seed shall K. Consider watering to help establish the seed. not be applied on top of snow. Water application rates shall be controlled to prevent runoff and erosion. VI. Considerations L. Prairie plants may not effectively provide A. Consider seeding at a lower rate and making erosion control during their establishment two passes to ensure adequate coverage. period without a nurse crop. B. Compacted soil areas may need special site M. Topsoil originating from agricultural fields preparation prior to seeding to mitigate may contain residual chemicals. The compaction. This may be accomplished by seedbed should be free of residual herbicide chisel plowing to a depth of 12 inches along or other contaminants that will prevent the contour after heavy equipment has left establishment and maintenance of the site. vegetation. Testing for soil contaminants may be appropriate if there is doubt C. Sod may be considered where adequate concerning the soil's quality. watering is available. N. Consider using mulch or a nurse crop if D. When working in riparian areas refer to the selected species are not intended for quick NRCS Engineering Field Handbook, germination. When mulching refer to Chapter 16, Streambank and Shoreline WDNR Technical Standard Mulching for Protection and Chapter 18, Soil Construction Sites (1058). Bioengineering for Upland Slope Protection and Erosion Reduction. VII. Plans and Specifications E. A site assessment should be conducted to Plans and specifications for seeding shall be in evaluate soil characteristics, topography, keeping with this standard and shall describe the exposure to sunlight, proximity to natural requirements for applying this practice. plant communities, proximity to nuisance, noxious and/or invasive species, site history, All plans, standard detail drawings, or moisture regime, climatic patterns, soil specifications shall include schedule for fertility, and previous herbicide applications. installation, inspection, and maintenance. The responsible party shall be identified. F. Use introduced species only in places where they will not spread into existing natural Vill. Operation and Maintenance areas. A. During construction areas that have been G. Lightly roll or compact the area using seeded shall at a minimum be inspected suitable equipment when the seedbed is weekly and within 24 hours after every judged to be too loose, or if the seedbed precipitation event that produces 0.5 inches contains clods that might reduce seed of rain or more during a 24-hour period. germination. Inspect weekly during the growing season until vegetation is densely established or H. See Section IX. References for suggested permit expires. Repair and reseed areas that seed mixes (NRCS, WisDOT, UWEX) or have erosion damage as necessary. use their equivalent. B. Limit vehicle traffic and other forms of I. Turf seedlings should not be mowed until compaction in areas that are seeded. the stand is at least 6 inches tall. Do not mow closer than 3 inches during the first C. A fertilizer program should begin with a soil year of establishment. test. Soil tests provide specific fertilizer recommendations for the site and can help to J. Seeding should not be done when the soil is avoid over -application of fertilizers. too wet. WDNR, WI4 11 /03 Attachment 1 (Project Plans and Documents) IX. References Nurse Crop (V.B.2.b): Also known as a companion crop; is the application of temporary A. Seed Selection References (annual) seed with permanent seed. United States Department of Agriculture — Permanent seeding (1I) Seeding designed to Natural Resources Conservation Service minimize erosion for an indefinite period after Field Office Technical Guide Section IV, land disturbing construction activities have Standard 342, Critical Area Planting. ceased on the site. UWEX Publication A3434 Lawn and Soil Bioengineering (VI.D) Practice of Establishment & Renovation. combining mechanical, biological and ecological concepts to arrest and prevent shallow slope WisDOT, 2003. State of Wisconsin failures and erosion. Standard Specifications For Highway and Structure Construction. Section 630, Temporary Seeding (II) Seeding designed to Seeding. control erosion for a time period of one year or less that is generally removed in order to perform B. General References further construction activities or to permanently stabilize a construction site. Association of Official Seed Analysts, 2003. Rules for Testing Seed. Topsoil (V.A.2.a) Consists of loam, sandy loam, http://www.aosaseed.com. silt loam, silty clay or clay loam humus -bearing soils adapted to sustain plant life with a pH range Metropolitan Council, 2003. Urban Small of 5.5 — 8.0. Manufactured topsoil shall through Sites Best Management Practice Manual, the addition of sand or organic humus material, Chapter 3, Vegetative Methods 3-85 — 3-91. peat, manure or compost meet the above criteria. Minneapolis. The State of Wisconsin list of noxious weeds can be found in Statute 66.0407. United States Department of Agriculture — Natural Resources Conservation Service. Engineering Field Handbook, Chapters 16 and 18. UWEX Publication GW0002 Lawn & Garden Fertilizers. X. Definitions Dense (V.A.2.b) A stand of 3-inch high grassy vegetation that uniformly covers at least 70% of a representative I square yard plot. Dormant seed (V.B.4): Seed is applied after climatic conditions prevent germination until the following spring. Introduced Species (VI.F) Plant species that historically would not have been found in North America until they were brought here by travelers from other parts of the world. This would include smooth bromegrass and alfalfa. Some of these species may have a wide distribution such as Kentucky bluegrass. WDNR, WI 1$5 11/03 Attachment 1 (Project Plans and Documents) APPENDIX H W sDOT Seed Mix 136 Attachment 1 (Project Plans and Documents) SHOOTING STAR NATIVE SEEDS 20740 County Road 33 • Spnng Grove, MN 55974 (507) 498-3944 • info@shootingstamativeseed.mm Description: WI DOT Mix 10 Seeding Rate: 65.341b/acre (1556.4 seeds/square foot) Notes: This mix is recommended for ditches, inslopes, median areas, and low fills where average loam, heavy clay, or moist soils predominate. Common Name Scientific Name %of Mix Seeds/ft' Total Kentucky Bluegrass Poe pratensis 40.00% 835.2 26.136 Bulk lb Creeping Red Fescue Festuca rubra 25.00% 168.0 16.335 Bulk lb Redtop Agrostis alba 5.00% 363.6 3.267 Bulk lb Perennial Rye Lolium perenne 20.00% 72.0 13.068 Bulk lb White Clover Trifolium repents 10.00% 117.6 6.534 Bulk lb Request a price quote for this mix by contacting info@shootingstarnativeseed.com or (507) 498-3944. Substitutions may be necessary based on availability at the time of order. 3 ge 1of1 Attachment 1 (Project Plans and Documents) APPENDIX I NHI Endangered Resources Preliminary Assessment 138 Attachment 1 (Project Plans and Documents) WISCONSIN DEPT OF NATURAL RESOURCES Endangered Resources Preliminary Assessment :reated on 612812023. This report is good for one year after the created date. tNR staff will be reviewing the ER Preliminary Assessments to verify the results provided by the Public Portal. ER Preliminary Assessments are only alid if the project habitat and waterway -related questions are answered accurately based on current site conditions. If an assessment is deemed (valid, a full ER review may be required even if the assessment indicated otherwise. Results , search was conducted of the NHI Portal within a 1-mile buffer (for terrestrial and wetland species) and a 2-mile buffer (for aquatic species) of the roject area. Based on these search results, below are your next steps. in ER Review is recommended. You are encouraged to request a full ER Review, although it is not required ittps:/Idnr.wi.gov/topiclERReview/Review.html). If an Endangered Resources Review is requested for this project, it would provide recommended /oluntary) actions that could be taken during the course of the project. The preliminary assessment can be submitted with DNR permit applications nd requests to demonstrate compliance with the Endangered Resources Review Process. fie (or more) of the following situations apply: • The species recorded are special concern. • The records are from natural communities or other natural features. The species recorded are threatened or endangered plants, but are not protected due to the project occurring on private land or due to another type of exemption (i.e. agriculture, utility, etc.). . copy of this document can be kept on file and submitted with any other necessary DNR permit applications to show that the need for an ER Revieta as been met. This notice only addresses endangered resources issues. This notice does not constitute DNR authorization of the proposed project nd does not exempt the project from securing necessary permits and approvals from the DNR and/or other permitting authorities. Project Information _andowner name Nathaniel R. Andersen and Lisa J. Andersen Droject address 73605 County Hwy B Brule, WI 54820 project description clear span bridge installation. Project Questions Does the project involve a public property? s there any federal involvement with the project? s the project a utility, agricultural, forestry or bulk sampling (associated with mining) project? s the project property in Managed Forest Law or Managed Forest Tax Law? Droject involves tree or shrub removal? s project near (within 300 ft) a waterbody or a shoreline? s project within a waterbody or along the shoreline? No No NO No Yes Yes Yes 139 ublic Portal ID: NAjhrOKdd 128/2023, 1:51:41 PM 1of< Project Area Me �'tP1d11 _. rioti �SdmlMb(SuaO dJU Pwilm�.ftoatl= I� ., P. _ 2 f / co wNo Rood MialUrRozol '• ry iidp tga0 SmRiimEt. looehi >r r-.:- :ePWImRaw--WeJ Cob.RwE--1%etEO�MRdst�. 9 _ __ he information shown an these maps has been obtained from various sources, and is of varying age, reliability and resolution. These maps are not intended to he used for avigation. nor are these maps an authoritative source of information about legal land ownership or public access. Users of these maps should confirm the ownership of land rough other means in order to avoid trespassing. No warranty, expressed or implied, is made regarding accuracy. applicability for a particular use, completeness, or legality of +e in ormation depicted on this map. For more in orrnation, see the UNR Legal Notices .veh page' http:' dnr.wi.gdv/legal/. https://dnrx.wisconsin.gov/nhiportal/public 101 S. Webster Street. PO Box 7921. Madison, Wisconsin 53707-7921 140 ublic Portal ID: NAJhrOKdd 128/2023, 1:51:41 PM 2 of Attachment 1 (Project Plans and Documents) APPENDIX J Hydrology and Hydraulics (Streamstats) (HydroCAD) 141 Attachment 1 (Project Plans and Documents) Reefer Creek - StreamStats Report Region ID: WI Workspace ID: W120230505140811749000 Clicked Point (Latitude, Longitude): 46.64566,-91.53467 Time: 2023-05-05 09:08:36 -0500 it a�ePRo: ir^. E_Tuwa Rd _ r — 1 i Ra Nv— �/ � BaYL Iti une Rll lid- © Collapse All i Basin Characteristics Parameter Code Parameter Description Value Unit CSL10_85 Change in elevation divided by length between points 10 and 85 percent of 70.3 feet per mi distance along main channel to basin divide - main channel method not known DRNAREA Area that drains to a point on a stream 4.01 square miles FOREST Percentage of area covered by forest 52.44 percent 124H100Y Maximum 24-hour precipitation that occurs on average once in 100 years 5.928 inches 1241-110Y Maximum 24-hour precipitation that occurs on average once in 10 years 3.9 inches LC0IHERB Percentage of herbaceous upland from NLCD 2001 class 71 0.06 percent LCOt WATER Percentage of open water, class 11, from NLCD 2001 0 percent LC11EMWET Percentage of area of emergent herbaceous wetlands from NLCD 2011 class 95 0 percent LC11 WDWET Percentage of area of wooded wetlands from NLCD 2011 class 90 8.83 percent SSURGOKSAT Saturated hydraulic conductivity in micrometers per second from NRCS SSURGO 45.455 micrometers per database second WETLAND Percentage of Wetlands 9.13 percent 142 Attachment 1 Peak -Flow Statistics (Project Plans and Documents) Peak -Flow Statistics Parameters [Wisconsin Peakflow Region 1 2022 51181 Parameter Code Parameter Name Value Units Min Limit Max Limit DRNAREA Drainage Area 4.01 square miles 0.58 2085.76 SSURGOKSAT SSURGO Saturated Hydraulic Conductivity 45.455 micrometers per second 8.95 74.16 LC0I1FERB LCOIHERB 0.06 percent 0 25.16 LCOI WATER LC01 WATER 0 percent 0 9.2 124H10Y 24 Hour 10 Year Precipitation 3.9 inches 3.61 4.17 Peak -Flow Statistics Flow Report [Wisconsin Peakflow Region 1 2022 51181 PH: Prediction Interval -Lower, Plu: Prediction Interval -Upper, ASEp: Average Standard Error of Prediction, SE: Standard Error (other -- see report) Statistic Value Unit PII Flu ASEp 50-percent AEP flood 94 ftA3/s 39.5 224 53.6 20-percent AEP flood 168 ftA3/s 68.2 414 56 10-percent AEP flood 228 ft13/s 89.3 582 58.5 4-percent AEP flood 319 ftA3/s 121 844 61 2-percent AEP flood 397 ftA3/s 147 1080 62.7 1-percent AEP flood 483 ft A3/s 172 1350 65.2 0.5-percent AEP flood 578 ftA3/s 199 1680 67.8 0.2-percent AEP flood 721 ftA3/s 238 2190 71.2 Peak -Flow Statistics Citations Levin, Sara B., Sanocki, Chris A. 2022, Estimating Flood Magnitude and Frequency for Unregulated Streams in Wisconsin: U.S. Geological Survey Scientific Investigations Report 2022-5118, 25p.(https://doi.org/10.3133/sir2O225118) Bankfull Statistics Bankfull Statistics Parameters [Laurentian Upland D Bieger 20151 Parameter Code Parameter Name Value Units Min Limit Max Limit DRNAREA Drainage Area 4.01 square miles 16.6023 366.0228 Bankfull Statistics Parameters [USA Bieger 2015] Parameter Code Parameter Name Value Units Min Limit Max Limit DRNAREA Drainage Area 4.01 square miles 0.07722 59927.7393 Bankfull Statistics Disclaimers [Laurentian Upland D Bieger 20151 One or more of the parameters is outside the suggested range. Estimates were extrapolated with unknown errors. Bankfull Statistics Flow Report [Laurentian Upland D Bieger 20151 Statistic Value Unit Bieger_D_channel_width 28 f143 Statistic Val Attachment 1 project PlaWgnd Documehts) Bieger_D_channel_depth 1.63 ft Bieger_D_channel_cross_sectionaLarea 45 ft"2 Bankfull Statistics Flow Report [USA Bieger 20151 Statistic Value Unit Bieger_USA_channel_width 20.2 ft Bieger_USA_channel_depth 1.62 ft Bieger_USA_channel_cross_section aLarea 36.2 ft"2 Bankfull Statistics Flow Report [Area -Averaged] Statistic Value Unit Bieger_D_channel_width 28 ft Bieger_D_channel_depth 1.63 ft Bieger_D_channel_cross_sectional_area 45 ft"2 Bieger_USA_channel_width 20.2 ft Bieger_USA_channel_depth 1.62 ft Bieger_USA_channel_cross_sectional_area 36.2 W2 Bankfull Statistics Citations Sieger, Katrin; Rathjens, Hendrik; Allen, Peter M.; and Arnold, Jeffrey G.,2015, Development and Evaluation of Bankfull Hydraulic Geometry Relationships for the Physiographic Regions of the United States, Publications from USDA-ARS / UNL Faculty, 17p. (https://digitalcommons.unl.edu/usdaarsfacpub/1515? utm_source=digitalcommons.unl.edu%2Fusdaarsfacpub%2F1515&utm_medium=PDF&utm_campaign=PDFCoverPages) Maximum Probable Flood Statistics Maximum Probable Flood Statistics Parameters [Crippen Bue Region 61 Parameter Code Parameter Name Value Units Min Limit Max Limit DRN AREA Drainage Area 4.01 square miles 0.1 10000 Maximum Probable Flood Statistics Flow Report [Crippen Bue Region 61 Statistic Value Unit Maximum Flood Crippen Bue Regional 20800 ft"3/s Maximum Probable Flood Statistics Citations Crippen, J.R. and Bue, Conrad D.1977, Maximum Floodflows in the Conterminous United States, Geological Survey Water - Supply Paper 1887, 52p. (https://pubs.usgs.gov/wsp/l887/report.pdf) USGS Data Disclaimer: Unless otherwise stated, all data, metadata and related materials are considered to satisfy the quality standards relative to the purpose for which the data were collected. Although these data and associated metadata have been reviewed for accuracy and completeness and approved for release by the U.S. Geological Survey (USGS), no warranty expressed or implied is made regarding the display or utility of the data for other purposes, nor on all computer systems, nor shall the act of distribution constitute any such warranty. USGS Software Disclaimer: This software has been approved for release by the U.S. Geological Survey (USGS). Although the software has been subjected to rigorous review, the USGS reserves the right to update the software as needed pursuant to further analysis and review. No warranty, expressed or implied, is made by the USGS or the U.S. Government as to the functionality of the software and related material nor shall the fact of release constitute any such warranty. Furthermore, the softwaie jsreleased on condition that neither the USGS nor the U.S. Government shall be held liable for any damages resulting from its authorized or unauthori Attachment 1 t�V$�ect Plans and Documents) USGS Product Names Disclaimer: Any use of trade, firm, or product names is for descriptive purposes only and does not imply endorsement by the U.S. Government. Application Version: 4,14.0 StreamStats Services Version: 1.2.22 NSS Services Version: 2.2.1 145 Attachment i (Project Plans and Documents) Reefer Creek Upper watershed StreamStats Report Region ID: WI Workspace ID: W120230505155729303000 Clicked Point (Latitude, Longitude): 46.62234,-91.52577 Time: 2023-05-05 10:57:53 -0500 al)l)r,nar, Fc 'A" CJIbV R(- )I P,I Basin Characteristics Parameter Code CSL10_85 DRNAREA 124H100Y 124H10Y LC0IHERI3 LC01 WATER LCIIEMWET LC11 WDWET Parameter Description Change in elevation divided by length between points 10 and 85 percent of distance along main channel to basin divide - main channel method not known Area that drains to a point on a stream Maximum 24-hour precipitation that occurs on average once in 100 years Maximum 24-hour precipitation that occurs on average once in 10 years © Collapse All Value Unit 96.5 feet per mi 1.02 square miles 5.988 inches 3.9 Percentage of herbaceous upland from NLCD 2001 class 71 0 Percentage of open water, class 11, from NLCD 2001 0 Percentage of area of emergent herbaceous wetlands from 0 NLCD 2011 class 95 Percentage of area of wooded wetlands from NLCD 2011 class 9.48 90 inches percent percent percent percent 146 Parameter Code Parameter Description PRECIP Mean Annual Precipitation SNOFALL Mean Annual Snowfall SSURGOKSAT Saturated hydraulic conductivity in micrometers per second from NRCS SSURGO database WETLAND Percentage of Wetlands Peak -Flow Statistics Attachment 1 (Project Plans and Documents) Valu 31.799 inches 70.116 inches 72.22 micrometers per second Peak -Flow Statistics Parameters [Wisconsin Peakflow Region 1 2022 5118] Parameter Code Parameter Name DRNAREA Drainage Area SSURGOKSAT SSURGO Saturated Hydraulic Conductivity LCO1HERB LC0IHERB LC01 WATER LC01 WATER 1241110Y 24 Hour 10 Year Precipitation 10.57 percent Min Max Value Units Limit Limit 1.02 square miles 0.58 2085.76 72.22 micrometers per 8.95 74.16 second 0 percent 0 25.16 0 percent 0 9.2 3.9 inches 3.61 4.17 Peak -Flow Statistics Flow Report [Wisconsin Peakflow Region 1 2022 5118] PII: Prediction Interval -Lower, Plu: Prediction Interval -Upper, ASEp: Average Standard Error of Prediction, SE: Standard Error (other -- see report) Statistic Value Unit PII Plu ASEp 50-percent AEP flood 22.3 ftA3/s 8.92 55.8 53.6 20-percent AEP flood 40.6 ftA3/s 15.6 105 56 10-percent AEP flood 56 ftA3/s 20.8 151 58.5 4-percent AEP flood 79.8 ftA3/s 28.5 224 61 2-percent AEP flood 101 ftA3/s 35.1 291 62.7 1-percent AEP flood 124 ftA3/s 41.5 370 65.2 0.5-percent AEP flood 151 ftA3/s 48.7 468 67.8 0.2-percent AEP flood 191 ftA3/s 58.7 621 71.2 Peak -Flow Statistics Citations Levin, Sara B., Sanocki, Chris A. 2022, Estimating Flood Magnitude and Frequency for Unregulated Streams in Wisconsin: U.S. Geological Survey Scientific Investigations Report 2022-5118, 25p. (https:Hdoi.org/10.3133/sir2O225118) 147 Bankfull Statistics Attachment 1 (Project Plans and Documents) Bank -full Statistics Parameters [Laurentian Upland D Bieger 2015] Parameter Code Parameter Name Value Units DRNAREA Drainage Area 1.02 square miles Bankfull Statistics Parameters [USA Bieger 201 5] Parameter Code Parameter Name Value Units DRNAREA Drainage Area 1.02 square miles Bankfull Statistics Disclaimers [Laurentian Upland D Bieger 20151 Min Limit Max Limit 16.6023 366.0228 Min Limit Max Limit 0.07722 59927.7393 One or more of the parameters is outside the suggested range. Estimates were extrapolated with unknown errors. Bankfull Statistics Flow Report [Laurentian Upland D Bieger 2015] Statistic Value Unit Bieger_D_channel_width 18.4 ft Bieger_D_channel_depth 1.24 ft Bieger_D_channel_cross_sectional_area 22.4 ft42 Bankfull Statistics Flow Report [USA Bieger 2015] Statistic Value Unit Bieger-USA-channel-width 12.5 ft Bieger-USA-channel-depth 1.21 ft Bieger-USA-channel-cross-sectional-area 17.3 ftA2 Bankfull Statistics Flow Report [Area -Averaged] Statistic Value Unit Bieger_D_channel_width 18.4 ft Bieger_D_channel_depth 1.24 ft Bieger_D_channel_cross_sectional_area 22.4 ftA2 Bieger-USA-channel-width 12.5 ft Bieger-USA-channel-depth 1.21 ft Bieger-USA-channel-cross-sectional-area 17.3 ftA2 Bankfull Statistics Citations Bieger, Katrin; Rathjens, Hendrik; Allen, Peter M.; and Arnold, Jeffrey G.,2015, Development andl48 Evaluation of Bankfull Hydraulic Geometry Relationships for the Physiographic Regions of the United States, Publications from USDA-ARS / UNL Faculty, 17p. Attachment 1 (Project Plans and Documents) (https://dlgitalcommons. uni.edulusdaarsfacpub/1515? utm_source=digitalcommons.unl.edu%2Fusdaarsfacpub%2F151 S&utm_medium=PDF&utm_campaign=PDFCo Maximum Probable Flood Statistics Maximum Probable Flood Statistics Parameters [Crippen Bue Region 6] Parameter Code Parameter Name Value Units Min Limit Max Limit DRNAREA Drainage Area 1.02 square miles 0.1 10000 Maximum Probable Flood Statistics Flow Report [Crippen Bue Region 6] Statistic Value Unit Maximum Flood Crippen Bue Regional 7020 ftA3/s Maximum Probable Flood Statistics Citations Crippen, J.R. and Bue, Conrad D.1977, Maximum Floodflows in the Conterminous United States, Geological Survey Water -Supply Paper 1887, 52p. (https://pubs.usgs.gov/wsp/1887/report.pdf) USGS Data Disclaimer: Unless otherwise stated, all data, metadata and related materials are considered to satisfy the quality standards relativeto the purpose for which the data were collected. Although these data and associated metadata have been reviewed for accuracy and completeness and approved for release by the U.S. Geological Survey (USGS), no warranty expressed or implied is made regarding the display or utility of the data for other purposes, nor on all computer systems, nor shall the act of distribution constitute any such warranty. USGS Software Disclaimer: This software has been approved for release by the U.S. Geological Survey (USGS). Although the software has been subjected to rigorous review, the USGS reserves the right to update the software as needed pursuant to further analysis and review. No warranty, expressed or implied, is made by the USGS or the U.S. Government as to the functionality of the software and related material nor shall the fact of release constitute any such warranty. Furthermore, the software is released on condition that neither the USGS nor the U.S. Government shall be held liable for any damages resulting from its authorized or unauthorized use. USGS Product Names Disclaimer: Any use of trade, firm, or product names is for descriptive purposes only and does not imply endorsement by the U.S. Government. Application Version: 4.14.0 StreamStats Services Version: 1.2.22 NSS Services Version: 2.2.1 149 A8P B,Te 3R Lower Watersehd Reefer reek 2S Upper Watersehd ® ® A 1LJnk Row„z plasm W Remeraew M ywMWLw'gµalvM avae:4q LlL, RInIM9IIJ'_r ef:uw M 9019Mp.EMSOwnc.,.- Reeler Creek GOssirp Reefer Creek Prepared by Lang Island Engineering LLC PdMed 7114*023 H AM I 25 ]2 02019H A Ili LLCPan, 3 $oll Llsting (selected nodes) Area Soil Subcatcbmem (acres) Gloup Numbers 0.000 HSG A OoOO HSG B 0000 HSGC OOW HSGG 2.560.420 Olber 25,4G ;SSOA20 TOTALAREA Attachment 1 Beeler Creek (Project Plans alYdE Ydt£rWisl°Rs) Prepared by Long Island Engineering LLC POD25 cm0 nmz01e weans LLC poor Area Listing (selected nodes) Area CN Cesulplion pnn) (wbulcnmenPnumbenl 2 N0.420 67 co,npvhe CN I2S, 4SI ;56OA20 67 TMAL AREA Reeler Creek Gpseing Reefer Creek Prepared by Long Island Engineering LLC Printed 7114QO23 m call ONI I bns LLC Ground Covers (selected nodes) HSGA HSGR HSG-C HSGG Oft, Tual Ground Subrato6mem (acres) (acres) (sues) (sues) lanes) (saes) Gnver Numbem 0.000 0.000 0.000 ONO 2,560.420 2,560.420 wmp0sfte CN 2S,4S am am am O.OW 2560AM 2,S6GAM TGTAL AREA 150 Reeler Creek Crossing Reeler Creek MSE24 hr4 1-Year Ramdaa=2.36' Prepared by Long Island Engineering LLC Proud 7/14/2023 HW,.CAM 10.00,25 sM 0872020t9NWroCPD 6aIr+are SduYMS LLC Panes Tme sp.n.0.00<8.00 Ns, m.0.05 hs, 981 points Runoff by SCS TR-20 ma hod, UH.SCS, Weighed-CN Reach fouling by DM-Slor-Ird auction - Pond fouling by DynSlo0rd1 nrerhod Sabcelehramt 2S: Upper Wetersehd Runoff Area.652000 ac O.M%ImpervNus Runof Damn-paW Flow LenglM1�,2ao' 1c.67.1Tin ON.67 Runolb65.14 do 16,303 n1 Subcetchment 4S: Lower Wermsehd Runoff Area.1,909.420 m 0.00%Imparters Runoff Drack.0.3V Flow Lengm.14.30a To-295.4 min ON.67 Runo11.76.97 do 47.719 of Reach 3R: Reefer Creek Avg.Roe Oeplh.1.13' Mu VeSbllps InIWirt30.940. 103.732.1 Ld0,000.0' S.0.0104T CapvLy.3,429.02cls WIIbk= Mfds 102.671al Pond 6P: Budg. Peak El 927.00 Staraga.23.572d In9off,SEI d. 102.671 a1 Primary96.30ds 102.622a1 SecoMyy.0.00cfs O.M al Wt1bw-_90.30 c1s 102.6n.1 Total RunoHAsea=2,560.420ee HunaHVoluma=64.1knof Anerega RurlaHDaprh=030- 100.00%Peulaus=2,560.420ac 0.00%ImMMIOU5=0.000eo Reefer Creek Prepared by Long Island Engineering LLC 1-haffeCADS 10.00-25 sAnOW720 1 H roCAO (were Reefer Crean Crossing MSE24-hr4 I -Year Rainlafl=2.36' Primed 7114/MM LLC Hydrograph for Subratchment 2S: Upper Watersehd Tme Precip. Excess Runoff Time Prep. Ee. Runoff mourn Ihcnesl Imcneat (cho (hour.) (Inman 25.50 2.36 fin<hesl 0.30 Idol 0.43 0.00 OM 0.00 0.00 0.50 0.01 0.00 0.00 26.00 2.36 0.30 0.14 1.do 0.01 0.00 0.00 26.50 2.36 0.30 0.04 Im OM 0.00 0.00 27.00 2m 0.30 0.01 2.00 am Oath am 27.50 2.36 0.30 aoa 2.5f) 0.04 ON Om 28.00 2.36 0.30 0.00 3.00 am em 0.00 Mm 236 0.30 po®r 3.60 pop 0.00 0.00 29.00 2.36 am pro 4.00 OD8 am 0.00 2950 2.36 am 0,00 4N am O.oe am Sam am am 0.00 am 0.11 0.DO 0.00 30m 2.36 0.a0 a00 am 0.13 0.00 0.00 31.00 2.36 0.30 pop am 0.15 0.00 0.00 31.50 2.36 0.30 ow 6.50 0.17 OM 0.00 32.00 2.36 0.30 0.00 7.00 0.19 0.00 0.00 32.50 2.36 0.30 0.00 7.50 0.21 Mo 0.00 33.00 2.36 OM am 0.00 0.23 pop 0.00 3350 2.36 0.30 Oath 8.50 on am am M.00 2.36 Om Oath 9.00 am am Om 34m ads am am 9.50 0.33 am am 35m 2.36 0.30 am 10.00 037 &W am 35m 236 Om am 10.50 0.42 0.00 am 36.00 236 am am I I.W 0.51 1100 am MM 2.36 am am Jim 0.64 oA0 am 37.00 236 Om ow ,am 1.11 am 0.00 37m 2m OM oath 12.50 1.M pro 18.09 Woo 2m 030 am 13.0 1.85 0.13 62,17 30.50 2.36 am am 13.50 1.94 0.15 5633 39.00 2.36 am 0.00 14m 1.99 0.17 41.14 39.50 236 am am 14.50 2.03 0.18 2e.33 40.00 2M am 0.0 law 2.07 0.20 22.05 40.50 2m am a.m Ism 2.10 021 10.95 41.00 2.36 0.30 am 16.00 2.13 0.21 14.95 41.50 2.96 0,30 0.00 low 2.15 1122 12.47 42.00 2N am 0.00 17.00 2.17 0.23 1I'M 42.50 2m am 0.00 17.50 2.19 0.24 10.78 43.00 am am pop 18.00 221 a25 10.28 43m am am ao0 law 2,23 0.25 9.79 44.00 2.36 am 0.00 Ism 2.25 0.26 9.32 "M am am a.00 19M 2.27 0.27 e.82 45.00 2m am OAO food 2.28 0.27 am 45.50 2m am O.W 20.50 2.30 0.28 7.77 46.00 236 on 0.00 21.00 2.31 0.28 7.21 46.50 2.36 am 0.00 21.50 2.32 0,29 6.64 47.00 2.36 0.30 0.00 22.00 2.33 0.29 6.07 47.50 2.36 0.30 am 22.50 2.34 0.29 5.47 4800 2.36 0.30 am 23.00 2.35 0.30 4.07 2350 2.35 OM 4.25 24A0 2.36 am 3.63 24.50 2.36 0.30 2.80 25.00 2.36 OM Im Attachment ep �1g4i5yp Reefer Creek (Project���yt_§, 6'f Yril`pd(drdil-'2'36'S� Prepared by Lang Island Engineering LLG HydraGADS 10.0p25 sm 080Y102m9Hud1oCA05olnvare Solabrn LLC Pam Summary for Subeedchmem 2S: Upper Waterfall Runoff . 65.14cofe 13.15ha, Volume-_ 16.303 af, doom.0.30- Runoff by SCS TH-20 method, UH.SCS, WOlghted-CN, Time Span. 0.00 48.00 hrs. dt= 0.05 has MSE 24Ar 4 1-Year Rainfa l=2.36' Area fact CN Description 652.000 67 c[mrwshe CN 652.000 100.00%Pervious Are. Te Length Slope Velocity Capacity Description (mint (feed (wm (Wsec) let.) 19.8 100 0.0300 0.08 Sheet Flow, Woods: Land underbrush n. 0.400 P2.2.73- 32.7 1,700 0.0300 0.87 Shallow mdnbaled Flow, Woodland KY-5.01ps 14.6 4,400 0.0180 5.01 85M Channel Flow, Area. 17.0 at Perim. 26.a r. 0.65 n=0.030 Stream, dean a simian 67.1 6,200 Total Subwtchment 2S: Upper Watersehd 0 USE 24-hr 4 1-Year Raintall=2.36" Runoff Area=652.000 ac Runoff Volume=16.303 of Runoff Depth=0.30" Flow Lengthm6,200' Tc=67.1-min CN=67 Reefer Creek Grossing Reefer Creek MSE24hr 4 I -Year Rainta0=2.36' Prepared by Long Island Engineering LLC Football 7114=3 HWroCADM 10.0),25 am OM1072 Game HWraGADSaIIwere SaWions LLC Panne Summary for Subcatchment as: Lower Watersehd Runoff = 76.97 cis as 16.74 his, Voumw 47,719 ei, Depih= 0.30' Runoff by SCS TR-20 method, UH.SCS, Worried CN, Time Span. pan 48.00 huff, of. 0.05 hrs MSE 24-hr 4 1-Year Rainlall.2.36- ' 1.908.420 67 ..Msila CN 1.908.420 100.00% Pervious Area Tc Length Slope Veleriry Capacity Description (mini Oaks) (Ma Othad (cfs) 30.7 100 0.0100 0.05 Sheet Flaw, Wads:Ughlunderthoom n.0A00 P2.2.73' 247.7 9,100 0.0150 0.6, Shallow Concentrated Flow, Woodland Ky. 5.0 fps 17.0 5.100 0.0180 5.01 85.11 Chanel Flow, Area. 17.0sf Parim.26.a a= 0.030 Slrnem, dean 6 seeight 295.4 14,300 Total Subcatchment 4S: Lower Watersehd USE 24-hr 4 - - - 1-Year Rainfall=2.36" k off Area=1,908.420 ac -.off Volume=47.719 of -Runoff Depth=0.30" Flow Length=14,300' Tc=295.4 min CN=67 151 im, Reefer Creek Prepared by Long Island Engineering HWrpCA�100025 sfi0807202(119HWmCADW1wwVe Reefer Creek Crossing SASE 24-hr 4 l Year Rainla162.36' LLC Pdnled 7114MM lokm9LLC Pane9 Attachment 1 Reefer Creek (Project&,Wccpftp S� Prepared by Long Island Engmereii LLC 1 Hirai Iii smW072aC 30 r 9p C Pace 10 Hydrograph for Subcatchment 4S: Lower Watereeh l Summary for Reach 3R: Reefer Creek Time Precip. Evicess Runs,, Time Precko. Excess Simon inllow Area= 2,560.4201 0.00%Impervious, Inflow Deplha 0A9' for 1.Ye0evenl I'll "rhea OncM1esl rdsl flumsl 25.50 eminim)11m,he 2.% f IN We] 18.09 Inflow . 98.9i 16.43hra, Volume= 103.73281, Ind.10.00ds Base Row Cu10ow = 98.36cfs® 16.64hrs. Volume= 1Ol it at, Aller-1%, Lag=24.8 min O.Oo am 0.00 0.00 0.W 0.01 O.W 0.00 26.0a 2.% O.W 16.OR 1.00 1.50 0.01 0.02 ON 0.M 0.00 0.00 28.50 27.00 2.% 2% 030 am 13.89 11.]2 Rini b smr-Inc mamoQ Tlme fipen=o.00 .W hr8, of. 0.05 his Y - 2W O.W 0.00 am 2].50 2% O.W 9.85 Max. Velocity= 6.08too . Min. Travel Time=32A min 2.50 0.04 am 0.00 20.W 2.35 11.30 ].TI Avg. VebcilY=2.]91ps, Avg Travel Time-59.]min 3.m 0.05 O.W aw M.% 2.% a30 6.11 3.W am 0.W LLW 29.W 2% cm 4.72 I Peak 3lamag°+1%AT2 d@16.84 hrs 4.00 0.A 0.W am 29.54 236 em 363 Average Depth at Peak Storage. 1.13 4.50 0.09 QW am 30.00 236 IN 2.81 Broi Depal=8A0 Flow Area. 358.5 s1, Capacib43.44.02 ass 5.00 0.11 D.W am arm 236 0.W 210 5.% 0.13 am LOD 31M all M3W 1.69 Custom areas -section. Lenglh.10,000.0' Slope.0,01047 I]02Elevallonlntercak7 6.00 0.15 am am 31.50 2.36 am 1.30 Flow wlwlelM by Manning's Subdivision methe l 6m 1.W 0.17 OJT O.W 050 0.00 0.00 32W 32.50 am 2% O.W am 1.01 0.70 Inlet lnven=I,010.00', Cutlet Immi .925.50' z50 0.21 O.W a.00 %.00 2.36O.W O.W 0.2 0.00 0.00 33s0 2.% ON 0,46 am 0.50 0.26 Om 0.00 34A0 2.36 GM0.35 9.00 029 ON 0.00 3450 2.% am 0.27 9.W 003 am 0.00 35.00 2.% 0.W 01 IO.m 05T O.W O.W %5a 2.9 O.W 0.15 p, I O.W OA2 O.Op Im ADD 2.36 o.30 0.11 2 I1.00 051 0.Of am 3650 2.36 0.30 0.06 1150 a.64 am 0.W 31.W 2.36 0.30 0.% Offset EImemor Chan.Depth n Descdptim 1200 1.11 am 0.W 33.W 236 0.% O.Oe Irro11 beef) (feel 1250 1.]t O.m 0.10 30.00 2.36 0.so a.W .100.00 935.m O.W 13A0 1.M 0.15 0.11 0.14 %50 39.50 2.% 2.36 0.30 0.30 0.01 0.g1 .71.00 gum 1.00 0.100 HmW limber, flow below branches 1350 14.a0 1'99 0.15 0.10 2.36 0.30 am -20.00 2.m 0.1m 14.50 2.03 2.03 0.18 36.0 40.50 40.50 2.36 0.30 Mom 0.080 --8.00 %O.m 15.W 2.0) 0.201 51.93 2.36 0.30 am 0.00 coo �0.00 92].00 8.00 0.030 15.50 2.10 61.93 aim 41.W 2.36 0.30 0A0 927.00 8.00 0.030 16.m 2.13 1.21 021 7114 ]3.T4 41.50 2.36 0.30 O.W 8.00 .Ore 8.00 930.00 8.00 0.030 f6.W 2.15 022 M.43 42.m 2.36 0.30 10.00 930.W 5.00 0.030 I].W 2.is 013 26R1 42.W 2.36 O.m 100 0.W 933.00 2.00 0.100 219 ]219 43.00 2.36 O.m M.00 1.00 0.100 35.00 aim am 18.00 a25 Im 43.50 2.36 0.30 am RMW 45.W 935.W O.W 0.10 18.W aZ21m 223 aimIN 59.39 44.W 236 0.30 am 000 2m 0.26 W.31 6150 2.36 0.am 0.W Depth Erld Area Perim. Storage Discharge lam 0 22T 0.27 4 48.89 45.W 2% O.N l000 fsa0.0 I16.0 IwHc-fart (dal 0. 20.W 20.% 2Y9 2.31 us 0.28 sl 40.91 40.91 46.00 46.00 2% am am Ira 0.30 ON am 0.00 0.0 0 O.m 21.W 2.31 ORB 46.50 2.% 0.30 am 3,00 5].5 24.0 570,000 505.31 22.00 232 0.29 U.97 32.49 47.50 2.35 O.W 48.6 6,00 1,575,000 1.857.92 22.50 2.% 0.29 32.49 49.00 2.36 am 0.30 ON 2530 148.6 3300,000 2,544.30 233p 09.6 2.34 0.30 W.95 40.00 23fi 0.30 am 8.00 8.00 358.5 148.fi 3,505,Om 3A29.02 moo 23.50 2.35 0.30 25.95 23.50 2.% 0.30 23.98 24.0 236 000 2.W 2.% Mon 25 2% O.W om, x.W .W all Reeler Creek Crosairlg Reefer Creek USE24-hi I -Year Rafnlao.236' Prmpmred by Long Island Engineering LLC Printed 7n42023 HWroCAMgroom em OW72020191-rWmCAD3o11wareS koo LLC Rome 11 Reach 3R: Reefer Crack -.. _. IQ Inflow Area=2,560.420 ac _Avg. Plow Depth=1.13' Max Vet=5.08 fps L=10.000.0' S=0.0104 Y' . Capacity=3,429.02. cfs Reach 3R: Reefer Creek 0 Reeler Creek Crossing Reefer Creek ARSE 24hr4 I -Year Rainlal62.36' Prepared by Long Island Engineering LLC PfieM 71142W3 HWroCAD01000-259M0807202019HWmCAa6WMxre Soluliam LLC Pass 12 Hydrograph for Reach 3R: Reefer Creek 1.00 10.00 29,103 1030.18 472 2.00 10.00 41.016 1,11 8.19 3.m tam 44,M4 1,W0.2] 9.0 4.00 tam 45,W1 t,aoas 5.00 lam 46.109 1.6m.M 9.% 6.00 tam 46,195 1,0312A 9.% 7m lam 46,220 1,021cM IO.m am lam 46,z27 1,031 IO.m 9.00 Ia.W d6,219 1.W0.ze 10.W I O.W IO.W 46,230 1,W0.29 200 11.00 10.00 46,230 1.031 10.00 am 10.W 46230 1,030.28 IO.m 1300 75,42 109,112 1,030.66 39.79 14.00 ]1.29 156,598 1,011 70.0 15,W M99 166361 1.030.9a 77.66 16.0 Am ta8,246 1,01.10 91.x I].W 07.fi0 ISIZI 1,01.13 AV 18.00 A67 163,281 1.01 90.41 lam R.95 166.251 1,030.98 ]].% liew 6291 151.146 1,030.89 A76 21.00 54.92 MASS 1,03182 50.14 Mae 48.% 127.010 1,030.76 51.x 23.00 4281 116.478 1,030]1 4ST/ 24.00 32.60 109.509 1,030.66 40.03 25.00 31.37 99,789 1.031 3153 x.00 26.16 89,222 1.031 x.a4 27.00 21.73 Ei 1,030.49 24.18 20.00 7TI 71,3W t,W0.43 2012. 2900 t4.T2 63,560 1,030.39 16.68 moo 12.61 57,473 1,030.% 14.21 31.00 11.69 53,428 1,030.13 12.57 Am t1,01 W,B53 1,W0.31 11.60 33.W tO.W 49,089 1,031OX 10.99 30.W lam 47,954 1,030.29 low 35.W lam q,247 1,01I29 10.35 36,6o '1 45,816 1.030.29 10.20 37A0 to.% 46,5% t,OW.x 10.11 Am lam 46.401 1,WO.x 10.% 39.00 1001 46,311 1,030M 10,03 40.00 IO.W 46ml? I,03039 10.01 41.00 10.00 46.240 1,03018 10.0 42.00 W.m 46,233 1,a30.28 I100 43.00 10.00 40,231 1,030.20 10.00 44.0 10.00 46.230 1,030.20 10.00 45.0 10.00 46,230 1,010.20 10.00 48.m 10.m 48230 1,030.28 10.00 47.00 1o.m kimif 1.030.28 10.0 48.00 10.m 4" 1,030.28 m.m 152 Fred. Creek Crossing Reefer Creek M8E24 hr4 1-Year Rainfa6.236- Prepared by Long Island Engineering LLC Printed 7n42023 HisroCADA ILM-25 Sin U07202019 H4mCAO Slnvam Soluliwrs LLC Pane li Summary for Pond 8P: Bridge Inpow Area= 2,560.421ec, 0.00%ImpeMOus, Inflow Depth, OAT for 1-Year avant follow - 9836 cis 16841me m Volue. 102671 at Outflow 9830 d50 16941T. VOlums. 102.622 of, Atli 0%, 15.8 Mn Primary NiOs0 4694brs Vduhe 102.6Y2 of SBCmdary. 0.00 CIS 000 me Volume. 0.000 of Fouling by Dyn Slor Ind meth" Time Span. 0.00-40 00 as, of. 0.05 Ore Peek Elev 9279001694 him Surf.And- 26501 s1 Storage-23,5y2 CI Plug -Flow detention lime= 3.6 min calcuWled for 102.622 at (100%of inflow) Center,d-Mass del. lime= 2.8 min 11,269.8-1,267.0 ) Volume Irwert Aveil.STmaca Somme Description p1 K!i.50' 3,642,000 cl Cuatam Stage OeM1 (Pdsmedc) Listed below (Rerslcl Eleveti0n Suri.Mea Inc.Sare Cum.Sdre II= Iso-Xl Ialac-feel) lOrtic-feet) ns.se MOm 0 D W70 10." 9.000 9,000 93000 mesa 123,000 1Rmo 940.00 le4000 1,310,000 1,M2,m0 950.00 250.030 2.200,000 3.64200D Device Riti Iran Most Dedres 41 SeCendmy 933.00 90 long a 20.O' breadth Bread-Cresad Rectomp lm Well Head (last) 0.20 0A0 0,60 (Led 1.00 1.20 1.40 1.60 Cost. (Englah) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.0 42 Primary 92560' Aaymmelikel Welr,Cc327 Offset (feet) .13.50 .13.00 -3.00 0.00 3.00 13.00 13.50 Height (feel) 0.50 7.00 0.00 0.00 0.00 7.00 8.50 Ldmary Outflow Mas.M.30 cis 016.94 hrs HW.921 (Free Discharge) 2=AsymmetdcOl Wet (Weir Controls W.30 cfs 0 3.40Ips) Secondary OutFlow Max-0.00 cis IS 0.00 his HW.925.50' (Free Discharge) 1:0MOa estPd Rectangular Weir(Conlyds0.00ds) Faster Creek Crossilp Reefer Creek MSE24-hi 1-Year Raima1b2.36- Prepared by Long Island Engineering LLC Printed 7/14=23 thedwr D0 IoW25 sm MOM O2019Heem(tADSoRware Solulia6LLC Pa.e 15 Hydrogroph for Pond 8P: Bridge aW 8.19 1,757 926.02 am 8.06 0.00 300 9.48 2023 926.07 9.44 a.M 0.00 4.00 985 2,099 926.09 au 9.84 0.00 500 996 2120 926.09 9.95 am 0.00 6.00 9.99 2, 127 926.09 9.0 am 0.00 7.01 10.00 2128 Oki lom low 0.00 1.01 10.n0 2,129 RON 10.00 low 0.00 9.00 10.00 2,129 Rare 10.83 low0.00 10.00 low 2,129 Rolm IDAO 10.00 0.00 11.00 rode 2,129 926,09 lam lo.M 0.00 12.00 10.00 2,129 made 10.00 10.00 ON 13.00 39.79 7,044 RS.79 35.95 35.95 O.W 14.0a low N,765 927,41 70.38 70.39 Om 15.00 77.66 16,514 927.50 76.40 7ast) one ,am 9425 21R28 921.73 Sol l 0.00 1700 9621 n{ Sort mm beef IBM W.41 21.289 927.71 91.53 91.51 0.90 19.00 ]]SB 17,187 91 781 76.64 9.00 20.00 W.76 13,973 91 67.52 67.52 0.00 21.00 59.14 11,680 927.22 58.67 M67 both 2200 51.29 Man 927.10 St." 51.65 0.00 23.00 45.91 8,871 926.99 4566 45.66 (LOS 24.00 40.03 7,884 926.80 40,30 40.30 000 25.00 34.53 6,837 926,77 34,85 34.85 0to 26.00 a." 5.752 926.64 29.10 29.10 0.00 27.00 24.18 4,867 926.53 24.42 24.42 OW 28.00 SO. IS sides 926.42 20.33 20.33 ON 29.00 MINI 3,430 926.32 161 16.83 OAO 30,00 14.21 2.953 926.24 14.32 14.32 0.00 31.00 12.57 2,633 926.19 12.64 12.64 000 32.00 tt60 2,444 026.15 11.64 11.64 0.00 33.00 10.910 2,324 926.13 11.02 11.02 0.00 34.00 10.60 2.247 926.12 10.61 10.61 0.00 35.00 10.35 2,199 926.11 10.36 101 0.00 36.00 10.20 2,169 926.10 W.21 1021 0.00 37.00 10.11 2.152 926.10 10.12 10.12 0.00 Moo 10A5 2.141 926AO 10.C6 IO.d6 0.00 Seed ISO 2.135 926.10 low 10.03 Lot 40.00 10.01 2.131 926.09 10.01 10.01 fund 41.00 law 2,130 928.09 10.00 few 0.00 4200 10.00 2.129 Wii.09 10.00 low 0.00 43.00 low 2.129 926.09 %0.00 10.00 om ..00 10.00 2,129 926.09 f0.00 10.00 one 45.00 low 2.129 RON 10.00 10.00 O.OII 46.00 MISS 2,129 926.09 10.00 10A0 n.Cd 47.00 10.00 2.129 None 10.00 low OAa 40.00 lam 2.129 926.09 low 10.00 one Attachment 1 Reefer Creek (Projectyi, �P,�9e�f,__9s) Prepared by Lang Island Engineedrg LLC HWraCAbH IMW25 uti M72 C Mile HUVOCAO Solders SoluliOm LLC Pao, 14 Pond 8P: Bridge In flow Area_2,560.420 ad Newrr Peak Elev=927.80' Storage 23,572 di Y Pond 6P: Bridge Reeler Creek Grassing Reefer Creek MSE24-hi 2-Year RaiNalk2.7X Prepared by Lang Island Engineering LLC Primed 771420E HW.CAM 10.0025 zb M720 MIS Heidi Software Solularre LLC Pees ib Tme span.0.0048.00 hrs, d1.0.051vs, 961 Folms Permit by SCS TR-20 method, UHdG6, WeigMa1-CR Real routing by DynSlor-IM method - Pod rating by DinSar-Ind medwd Subcamhment 2S: Upper Wetenebd Rurntflms YS2.(Mac O.Mimpervbus RunallDepm.0.46- FlowLee n.62WTcW7.1 min Cli Runo11.111.34 CIS 24.801 at SObcalahment 45: Lower Watemehd Runoff Nea.1,909.4M1 ac O.W%ImpanMus Runoll DlMinii ' Flowl-mlo.14,300 TC.295.4min CH.67 R000.122.e6Cls72.S94e1 Reach 3R: Reefer Creek Avg,Flow DStih.L45 Mar VebS.90fes Infiew.151.13de 137.106.1 L.10.000.0' Si CapBdl¢-3.429.02016 Omflow.149J]CI6136.045e1 Pond OF: Bridge Peak Elev=928.39' Stmage-42,954d Inlow.149.77CIa 136.045a1 Prlmarp149.68ds 135996a1 Secnndary.0.00c1s oddest Oulllaw.149.0ol, IMen8d Total Runoff Area -2,560A20ac Runoff Volume=97.995 a1 Award, Runoff Depth-01 IM.8 ervlous-2,560AMfac 0.00%Impervioua=0.800 ec 153 Reeler Creek Gassing Radler Creek MSE24-hr4 2 YearRaidfalL-2.73- Preparetl by Long Island Engineering LLC Printed 71142023 HnkOf,Apaln.W25yh W72 CM19 HWro AD adaRari Sdullwu LLC Paae 17 Summary for Suboatchment 2S: Upper Watersehd Runde . 111.M cis @ 13.m Ms, Vdume. 24.801 at. Depth• OAT Rulch by SCS TR-20 me1hM, 1-11= S. WelgdtedCN, Time Steen. 0.0048.0 hire , ell. 0.05 his MSE 24-hr 4 2-Year Rainlall.2.73' Area tad CN DietwitArmi 652A00 67 oo msite CN 652.000 10IM°A Pervious Area To Length mope Velodly Capedly Deempllon (minl heel) that) ifthed total 19.8 1m 0.0300 am Sheet Flow, Woods: Ll9hl underbmsh n. 0.400 P2.2.73- 32.7 1.700 0.0300 0.87 Shallow Concentrated now, Wee land Kv.5.01ps 14.6 4.400 0.0180 5.01 85.11 Channel Flow, Area. 17.0 at Perim. 26.0' r. 0.65' n= 0,00 Stream, dean a stniam 67.1 6.2m Tolat Subcatchment 2S: Upper Watersehd MwweW MSE 24-hr 4 -- - 2-Year Rainfall=2.73" Runoff Areai52.000 ac Runoff Volume=24.801 of Runoff Depth=0.46" Flow Length=6,200' Tc=67.1 min CN=67 Reader Creek Crossing Reefer Creek MSE 24 hr 4 2-Year Hassfas=2. n' Prepared by Long Island Engineenng LLC Primed 711M20M H mCAD010. 025 sin ON72.2019H roCAO Its, r al on LL Summary for Subcatchment 4S: Lower Watersehd Rumll . IV.86 Is ha 16.45 hrs. Volume= 72.5g4 at, Depth. 0.46' Rulwll by SCS TR-20 method UH-SCS, W,i ghl.d N, Time Span. 0.0-46.m hre, di. 0.05 Ns MSE 24-hr 4 2-Year Rainlall.2.73- insured CN Dessritaim ' 1.9011A20 67 compose CN 1,908.420 100.00% Perrone Area To Length Spite Valodty, CaMaly Descriwion imin) (teat) 01,10 (N,) ids) 317 1m 0.mm OAS Sheet Flow, Woods: Light uMelbmsh n. 0.4m P2.273- 247.7 9.100 0,0150 a61 Shafts, Commiserated Flow, Woodland! Kv. 5.0lee 17.0 5,100 0.0180 S01 8Sn Channel Flow, Area. PA in Perim. 26.0r. 0.65' n. 0.030 Sveamdean it sera cht 295.4 14,300 Total Suboatahment 4S: Lower Watersehd MSE 24-hr 4 2-Year Rainfall=2.73" Runoff Area=1,908.420 ac Runoff Volume:72.594 of Runoff Depth--0.46" Flow Length-14,300' 0 Attachment 1 Fleeter Creek (P rojectOW§, yoV'Vg )__rl s) Prepared by Long Island Engineering LLC H,,,CAM W.00-25 do W7202019 HWraCAD Sallwire SoLlions LLC Pane 18 Hydrograph for Sutuetchment 2S: Upper Watersehd Time ReuP. Exos4s Runa11 hou,el linuel IMheel (]A O.m O.m Om 0.00 0.50 0.01 0:0 goo 1.00 0.01 O.M O.M 1.50 0.02 am a.00 ape 0.03 a.m 0.M 2.50 ON 0.m am 3.00 ON 0.00 0.0 3.50 0.07 0.00 0.00 4.00 0.09 0.00 0.00 4.50 0.11 0.00 am 5.00 0.13 0.00 am 5.50 Its 0.00 0.00 6.00 IT 0..0 am 6.50 0.19 am am 7.00 o.22 0.00 0.00 7.50 024 0.m am am 0.21 am O.M 9.50 am am am am am am am 9.50 0.38 am am ,am 0.43 ON O.M ,am 0.49 O.m am 11,W O.m 0.m am 1t80 0]4 0.m a.m 12.m 1.M 0.02 0.M f2.M t.99 0.17 37.67 IN 214 0.22 10959 +350 2.24 am ae37 14.00 2.30 0.28 61.88 14.50 2.35 0.30 41M 15.M 2.40 On WAS 15.50 2.43 on A.70 16.0 246 034 20.80 16.50 249 0.35 t7.34 17.m 251 0.36 15.]8 17.50 2.54 0.37 14M 18.00 2.56 0.38 14.15 I B.W 2.m 0.39 13,45 19.00 2.M 0.40 lzae 19.50 2.82 0.41 12.07 20.00 2.6, 0.42 tLJa M.50 2m 0.42 '60 21.M 2.67 0.43 9.82 2LW 2.69 0.44 9.04 22.00 2.70 0A4 8.26 22.50 2.71 0.45 7A2 2100 2.72 0.45 IN 23.50 2.72 0.45 5.76 24.00 273 0.46 4.91 24.50 273 0.46 3.79 25.m 2.73 0.46 1.n Time Rip. Does. Runa11 hand hhms.t lintel Ids) 25.50 2.73 0.46 0.58 26.M 273 0.46 0.19 26.50 2.73 OA6 0.06 27.00 273 0.46 0.02 27.W 273 0.46 0.0 28.00 2.73 0.46 0.0 28.50 2.73 0.46 IN Man 2.73 0.46 IN 26.50 2.73 0.46 0.00 30.00 2.73 OA6 aeo 30.50 273 Its 0.00 31.00 2.73 0.46 0.00 arm 2.73 0.46 0.00 32.00 273 OA6 O.M 32.50 273 0.46 1.00 man 273 0.46 0.00 33.W 273 0.46 O.M M.M 273 0.46 IN 34.50 2.73 0.46 IN 35.00 273 Its 0.0 35.50 2.73 OA6 0.0 Sam 273 0.46 0.00 3650 273 OA6 0.0 37.011 273 0.46 a.m 37.50 2.73 0.46 0.00 Sam 273 0.46 IN 38M 273 0.46 0.M 39.m 273 0,46 IN MW 2.73 0.46 0.0 4am 273 0.46 OM 40.50 273 0.46 am 41M 2.73 0.46 0.00 4LW 2.73 OAe am 42.00 2.73 0." 0.00 42.W 273 0.46 IN 43.M 273 0.46 0.00 43.50 273 0.46 0.00 44m 2.73 0.46 IN 44.30 2.73 0.46 0.00 45.00 273 0.46 0.00 45.M 2.73 0.46 0.00 46.M 2.73 0.46 0.00 46.50 2.73 0.46 0.00 47.00 2.73 0.46 0.0 47.50 273 0.46 0.00 4flM 273 0.46 0.00 Re01m Creek Crossing Reefer Creek USE 24 hr 4 2-Year Rainfdll.2.73- Preparetl by long Island Engineering LLC Primed 7n42023 HydnaGAM10.00-25 sfrOm72 O2QI9HydrmADSnftwa,eSoIuIarsLLC Hydrogteph for Suboetchment 4S: Lower Watersehd Time Phr6p. Excess Amos Baum) llnOW Inches) (dal O.m ON am ON am oft am 0.0 I.M 0.01 0.03 IN 1.50 0.02 O.m IN 2m 0.0 am am 250 am am O.m 3.m 0.06 0.0 am 3.50 0.07 0.0 0.00 4.00 Om 0.0 0.00 4.0 a.11 0.00 0.00 S.M 0.13 am 0.M am 0,16 am am IN 0.17 am am 650 0.19 am am 7.M 022 am am 7m 0.N am am am 0.2 am am am 030 am am 9.m 033 am OM 9.0 038 am am t0.m 043 am am ,am 049 0.0 ON 11.0 0.59 am am 11.50 0.74 0.00 am 12.00 1.28 0.02 0.0 12.50 199 0.17 0.18 13.0 2.14 0.22 5.28 13.50 2.24 0.26 16.09 14.0 230 0.28 35.m 14.0 235 On 61.63 15.0 2.40 0.32 87.75 i S.W 2A3 am 107A8 16.m 2.66 0.M 119.49 I6.W 2A9 0.35 IMES t 7.0 251 0.3a 120.87 tLW 254 0.37 112.41 ,am 2.56 0.30 IM3l 18.W 248 0.39 ideal 19.m 2bt1 0.40 79.97 15.50 252 O.4t R19 M.m 2.61 0.42 6522 2050 268 0.42 5927 21 N 2.67 0.43 54.18 21.50 269 0." 4987 22m 2.70 0." 46.0 22.50 271 0.45 42U 23.00 2.72 0.45 39.14 23.W 2.72 0.45 36.15 24.00 274 0.46 33.30 24.50 2.73 OA6 30.50 25.00 173 0.46 27.69 Time PmCn. Excess Runoll Ihourst tinchesl MONO Win 25.50 2.73 146 24.91 26.00 2.73 0.46 22.02 26.50 2.73 0.46 19.05 27.00 2]3 1A6 Ifi.W 27.W 2.73 O4, 1323 28.00 2.73 146 10.64 28.W 2.73 1,16 834 N.M 273 0.46 6.43 29.50 2.73 a." 4.91 aa.M 2.73 aA6 am 3050 2.73 0.46 2.96 31.00 2.n OA6 2.30 31.50 2.73 0.46 in 32.0D in 0." 1a7 3250 2.73 o46 1.06 3100 in 0.46 0.81 3330 2.73 0.46 0.62 MM 2.73 0.46 0.48 34. W 2.73 0.46 0.36 35.00 2.73 0.46 0.27 35.50 2.73 0.46 am 36.00 2.73 0.46 0.15 3650 1.73 0A6 0.11 37.00 273 0.46 0.08 37.50 2.73 0.46 0.05 said 2.73 0.46 0.04 38.50 2.73 0.46 0.02 mad 2.73 0.46 0.01 39.50 2.73 0.46 0.01 4am 2.73 0.4E am 40.50 2.73 0.46 am 41,00 2.73 0.46 am 41M 2.73 0.46 am 42.00 2.73 0.46 am 4250 2.73 0.46 am 43.m 273 0.46 0.00 43.50 273 0.46 am ".an 273 0A6 am H.W 2.73 o.46 am 45.00 2.73 a." am 45.50 2.73 0.46 0.00 48.m irn a." am 46.50 273 0.46 am 47.00 2.n 0.46 am 47.50 in a." am 4600 273 0.46 am 154 Resler Creek Crossing Reefer Creek MSE24 hr4 2-Year Rainfak-2.13' Prepared by Long Island Engineering LLC Printed! 1114Y2023 HfdmCADA10.0025 sM 08072 02019HWmCAO Samare Solution LLC Pan. 91 Attachment 11 gpq Reefer Creek (P rojeet P ,tpsr a'7-YedIITAIrMd ll -9-2'f3'S) Prepared by Long Island Engineering LLC HOMCAMM00,25 aT 0807202019 HWmCAD 5n11were Soli LLC Pane 22 Summary for Reach 3R: Reefer Creek Inflow Arco = 2,560.420 ac, 0.00Y. ImpeMous, thou Depth> 0.64• for 2-Year even) InOuw - 151.13 cis@ 16.11 his, Volume- 131.106eL Incl. 10.00 cis Dose Am Curfew 149.n cis@ 16.61 his, Volume-- 136.046 a, Arlen=M Le, 30.1 min Heading by DOAdtor mel marled. Time Seen=0.00-48.00 hrs, dt= Los his MISS. Velotiry-5.90 fps, Ann. Travel nma-20.2 min Avg. Velocity- 2.961,, Avg. Travel Tom. 55.9 min Peak Storage. 253.159 of @ 16.61 he A, m g. Depth of Peak Storage= 1,45' Bank -Full Depth=BAD' Am Area. 358.5 sf. Capacty. 3.429.02 cis Cuslpencrosaaatlion,Length-10,000.0' Slope-0.0104'f (10E1wallonlnlerva6) Flay calculated by Maming's Subdivision method Inlet Invert. 1.030.0i Cram Imm. 925.50' OVGa3 lawmen Chm.Deplh n Description -10000 935.00 0.00 -71.00 934.E 1.00 0.160 Heavy 4mber, now below benches -20.00 SXLW 2.00 0.100 -12.W 930.00 5.00 0.100 -0.00 927.00 0.00 0.030 0.00 921. W 8.00 1 B.m 921.W am am taw 930.E 5.0 aWO 25.E 933.E 2.00 0.1E 35.E Sol 1.00 arm 45.E gai am 0.100 Depth End Area Perim. Storage DLYharge (leap (pot) (feet) from ice11 (cis) 0.00 0.0 16.0 0 am 3.00 57.0 24.6 S10,m0 W5.31 6.m 157.5 4.4 1,515,000 1,881.92 7.00 233.0 10.5 2,00,040 2,5M.30 8.00 358.5 148.6 3,50,E0 3,429A2 Reefer Crock Crowing Reefer Creek WE 24-hr4 2, Year Rainfalf.2.73' Prepared by Long Island Engineering LLC Primed 1I14M23 HWmCAD610.M25 sm08072 02n19 HvdicCAO Somme Solutions LLC Page 23 Hydrograph for Reach 3R: Reefer Creek 1.m low M,10 1,oW.19 4.M 2.00 10.00 41.016 1.0025 0.19 100 10.00 44,934 1,00121 9.48 100 10.E AS,BOt 1,030.2a SM I 10.00 46,IW 1:031 aw 6.00 10.E 46,195 1,0126 9.% 1.00 10.00 46220 11030.28 10.0 8.00 10.00 46,227 1,030.28 IO.W 9.00 10.00 46,229 1,030.28 lam 10.00 10.E 46,230 1,030.28 lam 11.00 lam 46,M0 1.030.28 lam 12.E 10.08 46240 1.0al lam 13.m 124.86 1581 1,01 71.83 14.E 106.81 M817 1,01.E 109.11 ISM IM.24 219,1% 1,03f.21 119.69 16.E 15a96 man 1,031A3 145.E 11.E 146,15 252M 1XIA5 146.52 lam 124.46 2m.152 1,031.55 13L95 19.00 102.76 207,410 1,01.21 109.60 20.00 Use 185.496 1,01.09 92.12 21.00 74.01 167,516 1,00.99 18.52 22.00 84.21 152,874 1,030.90 67.99 23.E 55]4 140,019 1,00.0 59.19 24.E sl 128164 1,00.76 51.45 25.E 39.45 115.432 1.030.69 41H 26.E 32.21 101,M6 1,030.61 35.64 21.E 28.E %,00 I,Sash, MM a W.E4 Miss 1MS, 28.59 29.E 16.43 66W9 1,030.42 18.95 30.E 13.03 61,010 1,03131 1164 31.00 12.30 55.660 1.00.34 13.47 32.00 11.37 52.282 1,030.32 12.10 Moo 10.01 50.049 1.m0.31 11.32 34.00 10.48 48.553 1.030.30 foal 35A0 10.27 47.06 1.030.29 10.48 36.00 10.15 41,024 1.030.29 10.28 31.E 10.E 46.671 1,00.29 10.15 39.E 10.04 46.461 1,030.29 10.0 33.E 10.01 46A40 1.00.20 10.04 40.E 10.E 46.273 1.610.28 low 41.E low 46,243 1.030.28 IO.m 42.00 lam 46,234 1.00.28 10.W 43.00 lam 46,231 1,030.20 10.E 44.00 10.0 46,230 1.00.28 10.E 45.00 10.00 46.230 1.030.28 10.0 46.0 10.00 46,230 1,020.28 face 41.E 10.00 46230 1,030.20 lam 40.00 10.00 46,230 1,00.28 10.0 Reach 3R: Reefer Creek .Inflow Area=2,560.420 ac 'Avg: Flow Depth=1.45' Max Vel_5.90.fps.. L=10,000.0' S=0.0104 T - Se Capon: ity=3,429.02.cis . Reach 3R: Reefer Creek �1 R.I. Creek Crossing Reefer Creek MSE 24 hr4 2-Year Raintafi,2.l3' Prepared by Long Island! Engineering LLC Printed! 1/1actOM HvenoCAM10.00,25 Vn0i C20I9hdftf,CADSdmm,So1O1O.LLC Fare 24 Summery for Pond 8P: Bridge Indme Aram= 2,51X.420ao, 0e0%Imparv10ue,Inl1ow Dedh> 0.64- IDr2-Yea,,dmht Inflow - 149.11 cis@ 16.61 him, Volume. 136.045 at Oulu - 149.fi0cis@ 1614hrs, Vdume- 135,991 Atten-0%. lag-a, primary 149.68 cis@ 16.74 hrs, Volume. 135.995a( 3edendary O.WCIs@ 0.0i Volume. O."et Fouling by Oyn-Std>Ind method, Tme Span- 0.00-48.00 his, dl- 0.0 his Peak Elev. 928.39'@16.74 hrs Surl.Area. M.n4 at Storage=42,954 c1 PlugFlaw detention time. 4.0 min calculated for 135.854 at (1 E•6 of Inflow) Center-ol-Mass det. time. 3A min (1.226.0-1,222.6 ) Vdume Invert Avail.Storaae Storage Description 91 925.50' 3.642.0Eci Cwlam Sipe Gale (Pdsrrulic)listad bolo✓(Reralc) Elevation Sud.A ed Ihc.Stwe Cumlifive (teell (et)-ftl (cuGofeet) (cr fse1l an.50 z,Eo 0 D 921.W lamO 9,0E 9.0E 930.00 72,000 123,OW 132,000 940.E 190,000 1.310.000 1,442,00D 95DW 250,000 2,200.W0 3,642,OOD Device Routine even OMet Odyidee at Fewntlary 933.W Sao'long a20.0' breadth edox�irested Rectangular Welr Head (feet) 0.20 0.40 0.0 oW 1.W 1.20 1.4o 1.60 Coal. (English) 2.68 2.10 2.70 2.64 2.63 2.64 264 2.0 42 Primary ari Monumental Wain C sm, Offset (feel) 43.50 -13.00 -100 0.00 3.00 13.00 13.E Heigld (feet) 8.50 1.00 0.00 0.00 0.00 7.00 IM Primary Outflow Max-149.61 cis 16.74 bra HW.926.39' (Free Discharge) 2Asymmarlsl We[, (Weir C.M1.1d 149, 61 ofs @ 3.63 fps) ke tlary OaFkm Max-0.00 cis @ 0.00 hrs HW.925. W' (Free Discharge) `1=amedCraaled Re.angular Weir (Comfits 0.00 cis) 155 Reeler Creek Crossing Reefer Creek MSE24 hr 4 2-Year Rainfall=2.73" Prepared by Long island Engineering LLC Printed 71142023 HMroCADW 10.0025 e/n 0em202019 HMroCAD9nllwere 3plulione LLC Pane25 Pond 81s: Bridge HyMoprpa Inflow Area-2,560420 so in.wr Peak Elev-928.39' - Storage=42,954 of Pond 8P: Bridge SYOa1VUAorOs �m , ere . all �' aal6WMlVvav4tii:Wrii o >m .® oa oom aem aeu®ee rnq Reeler Creek Crossing Reeler Creek MSE 24-1r 4 10 Year Ramladh4.14' Prepared by Long Island Engineering LLC Printed 7114M23 H m AW91 2 M ]20'1019H rp AO cafterfro SWfons, LLC Time.pan.0.00-46.e0 hte dt.0.05 me, 961 comb Runoff by SCS TR-20 method, UH.SCS, WeighledfON Reach muting by Dyr1-SW,mc1 method - Pond routing by DO -St. -Ind method Subcatchment 2S: Upper Watemelld Hum"Nea.652.000sc O.oce%msfu lous Rurmll Depm.123' Flux Leneln.6.200' To-67.1 min CN47 Rundl.360.16 cis 65.929a1 Subcatchment 4S: Lower Waterford Ruw6 Nae.t908A20 ac a.gl%Imlivi. Ruo0ll Deilmd23' IbwLcngl 14' W Tc.295.4 min CN.67 RUM11.36561 eh 195.934 al Reach 3W Reeler Creek Avg.now Deom.2.68Max Vel.633fps Inllowd19.78chf 302.S al 610,000.0' S.0.0104'I Capssry 3.429.02ds Oullic-416.4cfS W1A83al Pond BP: Bridge Peak Sov.930.43' Stwage.123,659d Inllw 18A6cfs 301.463al Prlma"15.61 ch, 301A34 al SewndmyA.00 ds 0.000 of Outfio 41,sl cis 301.434 al Total Runoff Area=2,BB0A20ac Runoff Volume=262Aa4 at Average Runoff Depth =1.23" 100.OMA Parvlpue_2,560.420 ac 0.00%Impervloua=0.000 ac AttachmRa4esr'{n',rdta•y �14a Reefer Creek (Profect�Mlgr fr DVY' RilrMdP2 S� Prepared by Long island Engineering LLC Hvd.CAD® 10.00,25 aM U072 02019 Hv4mCA0 5o1Mem SoN lions LLC Paoe 26 Hydrogreph for Pond 8P: Bridge rime Inn Slmage Eleva oudmw Pmr., aem.Alu, 1m 4.R tN2 925,a5 6.4, 4 O.W "d 8.19 1,75J 926.02 0.06 'Al.06 one 300 9As 2.023 926.07 S." 9.44 am 4.00 9.B5 asset cases 9.M 9.04 0.00 5.00 9.16 2,120 926.09 8.85 9.95 oA0 6.00 9.99 2,12> 926.de 999 9.99 OAO JAO 10.00 2,128 926.09 10.0 10.00 0.00 0.00 10.00 2.129 926.09 10.00 10.00 0.00 9.00 loco 2.129 926.09 10.00 10.00 0.00 10.00 10.00 2.129 926.09 l"o 10.00 0.00 u.an 1600 2,129 926.09 1p.00 a.a0 lass 10.00 2,129 926.09 10.00 ;odo ia.do 0.00 13M 71.83 12.744 927.29 62.91 62.91 one 14,W l0l 27.607 927,94 109.J5 1W.75 0.00 15.M 119es, 30287 92B.03 11L07 I17.07 0.00 Is.W 145Jm 4 W sell 14390 1A1N 0.00 17-W I,W52 4ZMT 02e39 1lads 149.06 am 10,00 131.95 30,8s8 es. 134.43 INA3 one 19:MW M.W 2813n 927.97 t1Uri 111.74 0.00 Z0.00 92A2 21.977 W7.74 93.60 93.60 OAO 21.0' 78.52 17,469 927.54 79.56 7156 OAO 22.00 67.99 14,336 927.28 68.73 68.73 0.00 23.00 59.19 11,948 927.24 59J7 59,77 0.00 24.00 51.45 10,121 927.10 51.89 51.89 ads 25.00 43.86 8,562 926.96 44.01 41.01 0.00 26.00 35.64 7,OM 926.79 36.00 36.00 0.00 27.00 2928 5.844 926.65 29.59 29.59 0.00 28.00 2159 4,764 W"l 23.87 23.07 0.00 29.00 18.95 3,875 Suisse 19.17 19.17 0.00 31100 15.64 3.232 926.29 t5,79 Mn 0.00 31,03 13A7 2.810 92622 13.57 1167 0.00 32.00 "a 2,5,12 W6.17 12.16 12.16 0.00 33.00 1132 2,389 W6.14 11.36 11.36 0.00 34.00 lost 2288 926.12 low 1183 0.00 M.00 16.48 2R23 926.11 10.49 10.49 0.00 M.W 10.28 2184 RN&IO tb2B 10.28 0.00 37.00 10.15 2159 926A0 10.16 10.16 0.00 38.00 10.01 2,145 926.10 10.08 10.0E 0.00 3000 loo4 2, 137 926.10 10.04 to." 0.00 40.00 1Q02 2,132 926.09 10.02 10.02 0.00 41m loon 21130 92609 low 1000 0.00 42.00 10.W 2,129 W6.09 last 10.0 Led 43.00 low 2129 925.09 fare 10.00 000 ..an low 2,129 W6.09 10.00 10.00 0.00 45,00 low 2.129 W6.09 low IO.W 0.00 46.00 10.00 2,12e W&W 10.00 low 0100 47.00 10.00 2.129 926.09 10.00 IO.Oa O.W 40.W iew 2,129 926.09 10.a0 1o.W oW Reeler Creek Crossing Reefer Greek MSE24-Or 4 10-Year Rainfall.4.14- Prepared by Long Island Engineering LLC Printed 71142023 HadMCADWl SM0072 Q20l9HArADSoltwa,cSrlv1sd$LLC Pass 28 Summary for Subcatchment 2S: Upper Watersehd Runoff = 360.16cts@ 12.99hm, Volume= 66.929a1, Depth. 12T Runoff by SCS TRQO method. UH.SCS, Welghled-CN. Time Span- 0.0048.00 his. of. 0.05 me MSE 24hr 4 10ryear R en1a11.4.1P Area fact ON Deeuotlon 652000 67 comooeile CN 652000 100.00%Pa.. Area TC Length Slope Volodly Capachy DosMWiw lminl Been (lint) flVaed (di 19.8 left 0.0300 0.08 Sheen Flow, Woods: Light underbrush n. 0.400 Pa.2.73' 32.7 1.700 0.0300 0.87 Shallow Concentrated Flow, WoodWM Kv.5.0lps 14.6 4,400 0.0180 5.01 85.11 Chennal Flow, Areal 17.0 s1 Padm. 26.9 r. o65' n=0.030 Stream, dean 8 stmiahl 67A 6,200 Trial Suboatchment 2S: Upper Watersehd 1, - RunaRunoffD pth9223f S ;;4 1 ® Flow Length=6,200' - Tc=67.1 min R J CN=67 I 156 Reeler Creek Crossing Reefer Creek MSE24-hi 10-Year Rainfall=4.14' Prepared by Lang Island Engineering LLC Printed! 714Y2023 HMroCA0610.0625 Sm M07202019HWroCADrm1wane Solutions LLC Pam 29 Hydrograph for Sumatchment 2S: Upper Watersehd Time freest Preup. finehe6l E.cess minimal Runoff Iclel O.m O.m 0.an 0.00 0.m p.01 am a.00 IN 0.02 am 0.00 IN 0.03 am (100 2.00 0.05 am 0.00 250 0.07 am 0.00 3.00 0.09 am 0.00 a M 0.11 ON 0.00 4.00 0.13 am 0.00 4.50 0.16 am am am 0.19 ON 0.m am 0.22 0.00 (i am 0.25 am 100 am 0.29 ON 0.00 7.00 0.33 am 0.00 I'm 0.37 am O.m am 0.41 am am am 0.45 0.00 am 9.m 0.50 am 0.00 9.m 0.58 am 0.00 IO.m 0.66 0.00 0.00 ,ON 0.74 ago ON IIM am a.0a am 11.50 1.12 am sea 12.03 1.94 0.16 am 12.m 3.02 OM 174.78 Ism 3.24 0.71 3 m 13.50 3.40 0.79 251 I'm 3A0 1 151101, 14.50 356 0.89 m.m 15.00 394 0.93 73.08 15.50 3,69 0.96 6031 16.00 an 0.98 4637 I6.W 3.7) 1.01 31 17.00 3.81 I'M NM 17M 3.a5 1.05 32.41 Map) 3.89 1.07 30.88 ,am 3.92 1.10 29.04 law 3.95 1.11 27.1E lam, sale 1.13 21 20.00 4.01 1.15 24.21 20.50 CO3 1.16 2257 2tm 1.0I.18 20.6E 21.W 4.W 1.19 19.15 22.00 !m t.m 17.43 22.m 4.11 1.21 15.6E 23.00 4.12 1.22 13.90 23.50 4.13 t.23 12.12 24.00 C14 Ib lam 24M 4.14 1.23 7.96 25.00 4d4 I.Y3 3.70 Think Precis. fhwml Noshes) Esess (immisl Runoll fast 25.50 4.14 1.23 1.22 28.00 4.14 1.23 0.40 26.50 4.14 1.23 0.12 27.0 4.14 1.23 am 27.50 4.14 123 0.m 28.m 4.14 1.23 am 28.50 4.14 1.23 am 'M.aO 4.14 1.23 am MM 4.14 1.23 am 30.00 4.14 1.23 am 3a.50 4.14 1.23 am 31.00 4.14 .in Om 31.50 4.14 1.23 0.00 32.W 4.14 1b am 32.m 4.14 1.23 am 33.00 4.14 1.23 aw Use 4.14 1.23 am M.m 4.14 1.23 am 34.m 4.t4 1.23 am 310 4.14 1.23 am 35.50 4.14 1.23 am 38.m 4.11 1.23 am 36.50 4.14 1.23 am 37 W 4.14 1.n am 37.W 4.14 1.23 am safe 4.14 1.23 0.00 36.50 4.14 1.23 am 39.00 4.14 1.23 am 39.50 4.11 123 am 40.00 4.14 1.2) law 4050 4.14 1.23 0.00 CM 414 1.23 am 41M 4.14 .M am 4200 4.14 1.23 am 42M 4.14 123 am 43.00 4.14 1.23 am 43.50 4A4 1.23 am 44.m 4.14 1.M am 44.m 4.14 1.0 Om 45.m 4.14 1.23 OW 45.W AU 1.23 am uski 4.14 1.23 am 46M 4.14 im am 47.00 !14 in am 473a 4.14 1.23 am 46.00 4.14 123 Om Reeler Crock Crossing Reefer Creek MSE24href 10-Year Rainfall=4.14- Prepared by Long Island Engineering LLC Pointed 7114=23 rharoCAM10.00-25 72 C20I9Hv&o0A0!ioItwsSmeA0LL Hydrograph for Subeitchment 41 Lower Watersehd True Pmi imarsl interest Emaks (odies) Runoll Ids) 0.00 0.0 am aw am 0.01 am aw I.m tiara am O.m ISO 0.03 0.00 0.00 200 am 0.00 aw 2.50 0.07 am ox am am O.m am am 0.11 e.m am 4.00 0.13 O.m 0.0) 4.m 0.16 am 0.0s, am 0.19 am O.m Sam on ON am 6.m 0.25 am am am on am am 7.m am am am 7.50 0.37 0.00 0.00 am 0A1 am aw B.m 0.45 0.00 0.00 9.m Om am 0.00 am ON am 0.00 loam OR am age ,am 0.74 am a.m Ilam am 0.0 aw 1 tam 1.12 am cram Ism 1.94 0.16 Usti 12.m 3.02 0.59 2.50 13.0 3.24 0J1 21.94 ON 3.40 0.79 0.41 14.00 3.48 0.84 123.75 14.50 3.56 0.89 207al 15.00 3.64 0.93 28427 15.5d 3.69 0.96 336A5 16.0 31 0.98 36234 16.50 31 1.01 361.05 17.00 3.81 1.03 344.98 17M 3as 1.05 311.62 18.0 3.89 1.07 Mail law 3.92 1.10 234>1 19.m 3.93 1.11 m5.21 Ism 3.98 1.13 181.71 20.03 4.01 1.15 10.96 ON 4.03 1.16 143.67 21.00 4.05 1.18 129.15 21.50 4.07 1.19 117.05 2200 4.09 1.20 106M 22.m 4.11 1.21 96.95 n,00 4.12 1.22 88.46 23.50 4.13 1.23 80.91 24.m 4.14 1.23 733.94 24.50 4.14 1.23 67.20 25.m 4.14 1.23 0.62 Tere Par, ethernet formal St. f1mi Ruell Id.l 25.50 4.14 in 54.26 26.m 4.14 1112 47.76 26.50 4.14 im 41.24 27.0K, 4.14 1.23 34.70 27.0 4.11 in 28A6 28.00 4.14 123 22.82 28,50 4.14 In Tim 29.m 4.14 1.23 13.61 29si) 4.14 1.m 10.47 30.00 4.14 1.23 0.11 30.50 4.14 IR3 99 31.0s) 4.14 1.M 4.6E 31.W 4.14 1.23 3.74 NM 4.14 1.23 2.90 32M 4.14 1.23 224 33.m 4.14 1.23 in am 4.14 1.0 131 MM 4.14 1.M 1.03 3450 4.14 1.M 0.76 35.00 4.14 1.23 0.57 35.50 4.14 1.23 0.43 36m 4.14 1.23 032 36.50 4.14 In 0.23 37.0K) 4.4 In 0.16 37M 4.14 1.23 0.11 39.00 4.14 1.23 008 MM 4.14 Last 0.05 39.00 4.14 1.23 0,03 39.50 4.14 1.23 0.01 40.00 4.14 1.23 aw 40.0 4.14 1]3 Om 41.00 4.11 1.23 am 41.0 4.14 1.23 0.00 42.00 4.14 1.23 Om 42.50 4.14 1.23 O.m 43.00 4.14 1.0 Om 4150 4.14 1.23 am 44.00 4.14 1.23 0.0 NSO 4.14 1.M am 45.00 4.14 1.23 am 45.60 4.14 1.23 am 46M 4.14 1.23 am 46.50 4.14 1.23 pop 47.00 4.14 1.23 aw 47.m 4.14 1.23 am am 4.14 1.23 am Attachment 1 Reefer Creek (P rojeqSP1IArgp,aM f= S) Prepared by Long Island Engineering LLC Hveri 10.0025 sm OBOn Om19NWmCAD 9ollwars Sch,umme LLC Pane 30 Summery for Subeatchment 4S: Lower Watersehd Runoff basal cis 16.12 his, Volume- Im.904a1, Dr ib 1.23- Runoff by SCS TRQO method, UH-SCS, Weighted CN. Time Span-O.IM48.00 hrs, di= 0.05 hrs MSE 24-b 4 IUYear llainfall-4.14' Anni CN Description ' 1.906.420 67 ournmsha Chl 1,908.420 100.0K°6 PeMous Area To Length Slope Valet Category Description (min) (feel, thrill (Weed (de) 30.7 1m OA1m am Share Flaw, Woods: Dghl underbrush n•0.400 P2-2.73- 247.7 %IM 0.0150 0.61 Shallow Concentrated Flaw, Woodland Kv 5.0 has 17.0 5,100 O.OIm 5,01 85.11 Channel Flow, Area 17.Os1 Perim•26.0' r-0.85' n-O.mO Streamr dean a s might 295.4 14,300 Total Subwtchment 4S: Lower Watersehd 0 - ---------MSE-24-hr4- TO-Year Rainfall=4.14"- Runoff Area=1 908 420 ac - Runoff Volume 195.904 af. Runoff Depth 7.23r'- Flow Length 14,300'' Tc=295A min - CN=67 Reeler Creek Crossing Reefer Creek MSE24-hv4 10YearRainfalM.14- Prepared by Long Island Engineering LLC Panted 7I14Im23 HWroCAD®10.00.25 small 02019HwhsCAnSfkw& Nkrons LLC Pope 32 Summary for Reach 3R: Reefer Creek Inflow Area 2.560.420 na, a0KM Impervious. Inflow Depth> IAA for 10-Yem event Inflow - 419.78 ds@ 16.00 hrs. Volume. 302.544at. Ind.laNds Base Flow Outflow - 416.46ds@ 16.23 hrs. Volume. 301.483a1. Ammi lag.9.3mm Routing by D m-Stor-Intl method, Time Span= 0.0048.00 his. d1= DOE Its Maa. Velmly. 8.33 IN, Min. Trans! Time- 20.0 min Avg.Ve1odly.3mkm,, Avg. Travel Time-46.9 min Peak Sloraga- 491 of (116.23 him Average Depth at Peak Storage. 2.6B' Sank -Full Depth=8.mFlaw Area= 35B.5 s1, Capadly= 3.4M.02 da Custom cross-seclfon, Length. IO,Om.O' Same. 0.01" 'l (102 Elevation Intervals) Flow cakulalm by Mari Subeirisan method Inlet )men=1,030.m', Curl thwart. 925.50' 01� Cural Elevation Chsn.Depth n Deaeription (feel) (teal) (feet) -imam 935.m OM -71.00 934.00 t.m O.tm Head lii flow below branches -m.m 933.00 2.0 a1m -12.00 930.00 5.04) arm -8.00 927.00 am 0.030 0.0 927.0 am am 8.0 927.04) 8.00 0.030 10.00 931 5.00 0.030 25.00 933.m 2.00 DAM 35.00 934.0 IN 0.100 45.00 935.00 am 0.100 Depth End Area Perim. Sosi Discharge rush ru 11 (fast) important) Won 0.00 0.0 16.0 0 am 3.00 57.0 24.6 51 505.31 6.00 157.5 48.4 1,575,000 1.867.92 7.00 233o 109.5 2,330,000 2,544.m B.00 358.5 140.E 3.M5,Om 3,429.02 157 Attachment 1 Feeler Greek Gatsina ief,k One4,14• (Projec P,1A%4 Reefer Creek MSE24-Ira 1Reefer peeler Creek E2�9rS4 e f= Prepared by Long Islantl Engineering LLC Printed 7/14:23 Prepared by Long Island Engineering LLC MMroCA0010.01as sm 0807202019 HAmCAD SYtrvare 3olutims LLC PaaeK HolmCA001 ON 255M U07202019 HWroCA05ollwara 5oUmme LLC Pro, 34 Reach 3R: Reefer Creek Hydrograph for Reach 3R: Reefer Creek x m ants Time Inflow Steve, Elevatiw centers Ilbaml Ida+ -mrs, le,eenem+ neen m¢1 Idal vme. O.W 10.W 892 1,WOAt ON Inflow Area=2.560.420 ac 1.W 1e.W za,1W 1,W048 4.72 -- - Avg. Flaw Depth_2.68' 2.be 3.00 10.03 ta.m fl.016 I,030.25 44,i34 I,W0.2] a19 948 Max Velo8.33i s P 4.W 5.00 tom low 45,801 +,W0.28 4B102 1,00.28 9.85 9.96 L=10,000.0' 6.00 Io.W Aeries 1,030.20 9.99 5=0.0104'P 7.00 tam 46223 t,W0.28 few 8.00 10.W 46.422 1,030.28 IO.W Capacity_3,429.02 cis ago la.M low IBM 46.229 1.930.29 AaN0 1.03D.28 loco 10.M Eoff 11.00 10.00 46.230 1,0ID.28 IO.OD --' - - 12.00 18.30 494a2 +.030.30 iris 13.00 391.99 398.901 ',=.'a ll , 1 a.03 291a, 4029i6 +m2.21 Man_ 15.W 367.35 439213 t,03239 3S4.47 16.W 419T 496 S 1,032b6 41301 1].W =41 486668 1,032.61 i9a23 18.W WON 427440 1N2.33 310.17 19.0 242.69 3W,116 1,W2.02 250.53 ro rr .. 1e re or 'w of n re r x Co a u r .c .e �"e"^1ID 2130 195.17 313,992 t.Wt.n 201.45 21.00 10.01 275.135 L031.51 I69.0 22.be 133.95 2A4A16 t,03141 141.5e Reach 3R: Reefer Creek 23.00 112.36 218797 I,031.27 119.11 u.W 9d.26 1fil 1,WI.14 100.33 9u9s01x1v9e Mae 2432 132,061 1,031.01 61.89 26.W Safe 147,470 1.030.01 ".2a 21.00 44.74 126,600 I.M76 50.46 _. 2"1 3222 106,430 I.WD." 38,20 2100 23.64 06096 1,0,3953 20.26 30.W 18.11 74,00) 1.03045 21.36 . - 31.SO t406 "'ma I,Wo.39 t1.W 32.W 12.90 51,869 +,030.35 14.32 Saw 1I n 53,615 1,W0.33 12.64 34.W 11.00 50,916 1,00.31 11.62 q So Do 10.57 49.070 1,030.30 fees E saw 10.32 47,M 1,WD.29 10.57 '- 33.W t0.16 4),t53 I,W0.29 I0:, 38.00 tB.W 46,715 I,W0.29 10.12 r So 00 Io,W d6,4fi1 tO.W 40.W tO.W 46321 t,WO$e lOW 4L00 low 46,258 1,00.28 tool eoll�® 42.00 low 46aW 1,030R8 10.W 45.00 10.W 46,232 1,030.28 t0.00 - - - - d4.00 tO.W d6.231 f,WORB 10.W 45.W IO.W 46,2W 1,030.28 IO.W 4fi.00 IO.W 46,2W t,WOR8 fO.W d800 10,W 46,230 1,W0.28 lo.W o >m too z,� afla� de,0o 10100 46.230 1.00.28 to.W ReCorCreek Grossing Reefer Creek MSE24-Ia4 to Year Raidafl=4.14' Prepared by Long Island Engineerng LLC Printed 794M23 H,dmCADS IO.W 25 Win 08072 c 2019 HVEroCA05ensate Solution LLC Pane 35 Summary for Pond 8P: Bridge Inflow Area. 2,560.420ao, 0.00%Impermfus, Inflow Depl 1.41• for 10-Yearevem Inflow . 416.46 CIS@ 16.23 hrs, Verona- 301.403 at Outlaw 415.61 CIS@ 16,38 be, Volume. 301.434a1, Ahen.O%. 0g.8.9min Primary . 415.61 CIS@ 16.38hrs, Volume, 301.434af Sero+tlary- 0.00 CIS@ 0.00hor. Volume- 0.000 of Routing by Dyn Smr-Ind mefhmq rime Span- 0.00-48.00 hrs, d1-0.05 his Peak Elev.93oQ'@16.30his Sud.ke-27,015s1 Sdrage-10,W9d Rtr, o,a detention ame-5.5 min ralmlaleE Iw301.120 al(IWA of irmi Centero4Mass dot. time 5.2 min (1,140.3-1,135.1 ) Volume I.." Milil.Stoorre &,go Ocamption at 925.50' ss12,0000 Custom Stage DaW (PHsma0cl Listed balmy lRecalc) Elevator Sud.Ama IncStone Cem.Stmre Peed bso-81 IwtiMset) lulbiofee0 925.50 2,000 0 0 %7.00 to." 9,000 9.000 930.00 R,000 123'" la2,000 fell 1901000 113101000 1."2," 9W.00 250.000 2,200,000 3,642.000 Door. Refuting Imen Off Devices 41 Secondary 9M.W Woltiong x20ZWb hBroadtrealadR ngular Weh Heatlned) 0.20 0.40 0.60 0.80 1.00 1.20 140 1.0 Cod. (ErgBshf 2.68 2.70 2.70 a" 2.0 2.64 264 263 42 Primary WSW A9ymmetdcd Weir, C 3Z2 Offset Itself -13.W -13.00 -300 0.00 3.00 1100 1150 Height (led) 6.50 ].W 0.00 0.00 0.00 700 &W Vmary Outflow A1a.415.59 ds@1638 bra HWL930.41? (Free Determine) 2_-Aeymmelrical War (Weir Controls 415.59 da @ 4.W f W) J"dary OutRm Wo.O.W Cis@ 0.00 Ira HW.925.5(y (Free Diselargel SrmadCrnted Rectangular Weir (Coolhos o W ds) Realer Creek Crossing Reefer Creek MSE24-hr4 1DYear Ralnra1).4.14' Prepared by Long Island Engineering LLC Primed 7114MM HWmCADS 10.M25 YnOW'l20 Wt9 HvCCAO 6ollwale So4timns LLC Pao. 36 Pond 8P: Bridge Inflow Area=2,560.420ac -Peak Elev_930;43'- Storage=163,669. of Pond 8P: Bridge of So Se Se .7V Sx se xv se Se 158 Reek Creek Guns., Reefer Creek VfSE24dr4 10 Year RainlalM.74' Prepared by Long Island Engineering LLC Printed 71142CM HMmCAD010.0025 em0907202019HdmCAD3nitwars SoImkns LLC Pane 37 Hydrograph for Pond BP: Bridge Time Inllmv at.... Ekvetlon Outflow Ptlmary 1.00 2.00 3.00 4.00 5.m am 7.00 am 9Aa law 11.W 12m 13.00 14m Ism 16.00 1700 8.m 19.m 20.00 21m 4.00 23.00 24.00 25.00 nod 21.m am Am Sam 31.00 32.m 33.m 34m 35.m 36.e0 37.00 33.0o Sued 43.m 41.0 42.00 43.00 44.00 45.m ON 47.03 40.a0 4.72 8.19 9.48 9.e5 9.96 9.0 ,am low law 10.m to.m 11.13 297.77 302.29 344.47 413.01 seem 330.17 250.53 207.45 169.60 141.56 11931 10an that 64.20 W46 30.20 2sH 21.36 17.02 14,37 12.64 I I.62 t0.m 1a57 10.32 10.17 Ism IO.m 10.01 10.00 10.00 t0.m 10.00 10.00 10.m toes 2.448 2.323 2.242 2,10 2.10 2.145 2.136 2.131 2.130 2.129 2,129 2,129 2,129 2,129 2,129 926.m 1" 9.84 IN 92em 9.0 9.95 am M8,09 am 9.99 0.00 926m lam low am 926.m lom tam am 926.a9 lam IO.W 0.0 W6.09 law 10.m Om 926,03 load tam IN trai 10.78 10.76 am W11.24 242.92 242.92 0.00 92975 31"1 310.51 IN MIN Maps m2M ON Mi 40657 49167 0.00 MGM 40384 aoaBl am 929.96 341.07 341.07 she 929.43 266 67 266.67 0.00 MISS 213.08 2t3.08 0.00 921163 173.51 173.51 0.00 928,34 144.36 144.36 0.00 928m 121.29 121.29 am 927.85 1m.m 102.06 0.0 927.60 83.66 M.m 0.00 927.33 65.34 65.34 0.00 927.09 51.24 51.24 0.00 926.85 38.81 39.81 am 926.63 M72 28.72 am 926.46 21.65 21.65 am Seem 17.19 17.19 am van 14.48 14.48 am 926.19 12.n 12.72 0.0 926.15 11.67 11.67 am M&13 11.01 11.01 0.00 926.12 1049 10.m am Mail low Was am 926.10 10.17 10.17 am 926.10 10m Is." am 926.10 10.03 low am Msre 10.01 10.01 am 928.m 10.00 food am 926.09 10.00 10.m 0.00 926.09 low 10.m 0.00 926.09 lead Io.m 0.00 926.09 tom 10.00 0.00 K6.09 10.00 ism am Made 10.00 10.00 0.00 Reeler Creek Crossing Reefer Creek MSE24hr4 I1 Year Ralnfa16724' Prepared by Long Island Engineering LLC Printed 711412023 HOMCAM 10.00.25 am OaO72 m 2019 HVOrOCAD Software Solutions LLC Pane 39 Summary for Subcatchment 2S: Upper Waterill Runoff = I.ImA5cfs@ 12.921ms, Voume= leaf rit, Depth- 3m' Ru11Off by SCS TR-20 method, UH.!=, Weighicd-CH. Time Span. Om 48,00 hm, ch. 0.05 Ns MSE 2ahr 4 100-Year Rainlali.7.24' Area furl CN Description, 652.000 67 frommebe Chi MIND 100A0% Pervious Area To Length Slap, Velocity Capacity Description Orml (bell limit 011sx1 (do) 19.8 IN 0.03m am Sheet Flow, Woods: Light underbrush n. OAm Pa.2.73- 32.7 1,700 0.0300 0.87 Shallow Concentrated Flow, Woodland kv=5.0 fps 14.6 4,400 0.01m 5.01 05.11 Channel Flow, Area. 17.0 s1 Perm. 26.0' r. 0.65' n=IWO Sheath. clean 0 Molem 67.1 6,200 Total Subcatchmem 2S: Upper Wateraehd MSE 24-hr 4 100-Year Rainfall=7.24" - Runoff Area=652.000 ac Runoff Volume=190.133 of Runoff Depth=3.50" Flow Length=6,200' Tc=67.1 min CN=67 Attachment 1 Reefer Creek (ProjegpjX§ pp °rr'�Ijj9 j2s) Prepared by Lang Island Engineering LLC HMmCADA 10.C625 sfi0W7202019 MtlreCAD3ollware S.ke,me LLC Pane 3e Time span.0.13U48.0D Ns, dt-0.05 his, 961 miss Runoff by SCS TR-20 method, UH-SCS, Weighted-CN Reach routing by DM-Sbr-Ind method - Pond raining by DM-Stor-Ind method Subeatchment 2S: Upper Watersehd Runoff Area.652000ac 0.00%ImpeMous RunollDepth.3.50- Flowtgngih-6.200Tc.67.tmin CN=67 Hurlofl.1.109.45os 190.133al Subwlchmein 4S: Lower Waterford Runoff Atha.1,908.4m ac 0.00%Impervious Runoff De0014.50' Flowl-onyh-14,300' To-295.4min CN.67 Run0161,104.46cis 556.524a1 Reach SR: Reefer Creek Aq,RwDeulh-4.76 Mar Vtl 11.29ke Inlbw-1,219.50Us 786.367e1 L.10.000.0' S.10104v Capacn,3429.02ds OutOow-1.215.72ds 785.306e1 Pond for Bridge Peak Efew9m.61' Slohr,-469.132d 101.215.72ds 785.306a1 Prmary-1.150.23ds Tr4ablaf Secondary-64.67ds lem4an OutMx-1.214.90ds 785.257af Total Runoff Area=2,560A2oac Runoff Volume=74B655 of Average Runoff Depth=3M' t010Q%PVnIaus=2,5mA2fi 000%Impervlous=0emso Reefer Creek Crossing Reefer Creek MSE 24hr4 100-Year Rainfall=724' Prepared by Lang Island Engineering LLC Printed 7I142m3 HWI,CA0010.00-25oth 0807202019 mb,,CAD SOIW,. Solullana LLC Pane 40 Hydrograph for Subcrtchment 2S: Upper Watersehd Time From, Excess Runs" (1,remn (orcres) (mches) (cb) 9.00 0.00 am 0m .50 0.02 am O.W 1.Ca 0.04 am 0.an 1.50 o.m am am 2.m em 0.m am 2.M 0.12 Om am 3.m 0.15 am am ISO 0.19 am am 4.m 0.23 am am 4.SO 0.28 0.00 0.m 5.0 033 0.00 0.00 5.50 0.39 0.00 0,00 6.m 0.45 0.00 0.00 am 0.51 0.00 0.00 7.00 0.57 0.00 0.00 7.50 at'l 0.00 0.00 8.0 on 0.00 0.00 8.50 on 0.00 0.00 9.00 0.60 O.m 9.M tot O.m 0.m .m IO.m 1.15 0.61 0,42 10.m 1.29 0.02 432 n.m 1.57 0.06 ICS) I I'M 1.97 0.16 4L55 lam 3.39 0.79 116.66 12m 527 am 65629 lam Si229 I, m 13.as 5.0 2.49 6W`m 14.m 6.0 260 411.9as 14m 8.23 2]I 249]T 15.m 6.36 2.81 1T1P9 15.50 6.45 2.87 143.22 16.m 812 2.m 108.74 1 fi.so 6m 2.99 89.02 17.00 6.67 IN m.09 17.50 a.73 3.10 74.06 18.0 6.79 3.14 70.60 19.m 6,85 3.19 65.61 10.00 6.91 3.23 62.86 19.m 6.96 3.27 Mae 20.00 7.01 aft 55.09 20.50 7.05 3.35 51.25 21.00 7.m 3.38 47.26 21.m 7.12 IQ 4111 Mm 7A5 3A3 Sam 22.50 7.18 145 35.30 Mm 7m 3.47 3130 2350 7,M 3.49 27.28 24m 734 am 23.10 24.50 724 am 17M 25.0a 7.24 am 5.31 Tree Precip. E... Runoff theme) Ores) (morsel (da) 25.50 7.24 am 2.74 am 7.24 am am 25.50 7.24 3.m am 27.00 724 150 Om 27.50 7.24 am 0.01 2am 7.24 am 0.00 26.50 7.24 am am 29.00 7.24 am 0.00 29.50 7.24 350 IN 30.m 7.24 am O.m Sam 7.24 3.50 Om 31.00 7.24 3m 0.0 31.50 7.24 3m 0.0 32.00 7.24 3m 0.0 32.50 7.24 am am 33.00 7.24 3m am 33.50 7.24 3.50 am 34.00 7.24 3m ON 34.50 7.24 3.50 am 35.m 724 am am 35.50 7.24 3.50 am 36.00 7.24 am 0.00 36.50 7.24 am am 37.00 7.24 am am 37.M 7.24 am am 36.00 724 am am Mm 724 am am 39.0a 724 3.m 0.m 39.50 7.24 3m O.m 40.00 7.24 3m am 40.50 7.24 3m 0.00 41.0 724 am O.m 41.50 724 3.m 0.00 42.00 7.24 3.m 0.00 420 7.24 3m o.00 43.m 724 ISO IN 4150 7.24 3.m 0.00 44.m 7.24 3.m am 44.50 7.24 150 0.00 45.00 7.24 3.m Om 45.50 7.24 3m one 46.00 724 3m am 46.m 7.21 350 am 47.00 7.24 3m am 47.m 7.24 350 am 48.m 7.24 3m am 159 Attachment 1 Creak �-].24 (matur,ProjerAPJM' I S) Reeler Creek MSE24-hr4 IO&Yho RelntReal., Reefer Creak (. Prepared by Long Island Engineering LLC Printed 7114=3 HAMCApal0.W25 s/n09)72*20l9HyamCAD$x,Iham Salvfom LLC Pene41 Prepared HMroCADD by Long 10,0025 Island sm M072 Engineering 02019 LLC HMroCAO SOIIwera SoUlars LLC Paoe 42 Summary for Subcalchment 4S: Lower Watersehd Hydrograph for Subcalchment 4S: Lower Watersehd Runoff . 1,10,46am@ 16.08ma, Volume- 556524af, Oeplh= ISO' Time Pmc, E.- Runull Time P,hi, Erna. Runoll (home) turhe l Porhesl (do) Ihawe drichosl (insrwsl fold Runoff by SCS TR-WamthodrUH=SCS, WeIghIeQCN, Time Span-0.W-4800 hrs, of. 0.05 his an 000 ON ON 25.50 7.24 am 12623 MSE24-hN 100-Year Rainfall-].24• do. SO 1.00 0.02 (tu 0.do 0.00 0.00 0.00 26.00 26.50 7.24 3.50 7.24 350 110.65 95.32 Area lul CN Oesompium 2N .Oa ISO 3.00 Pad Us 612 0.15 0.00 ow 0.00 0.00 0.00 ow 0.00 0.03 27.00 27.50 28.00 2e.50 7.24 150 7.2a 3.50 7.24 IN 7.24 3.50 ]9Ae Mad 52.19 4051 ' 1,9011.420 67 rnmonsile CN 1.900A20 100,01 Pxrvaus Area 3.50 0.19 am ow BOOK) 7.24 3.50 3099 To Length static Velority Capacity Datumpt'im, am 0.23 0.00 0.00 29.50 7.24 3.50 2169 Iminl deed ("I Ihlsec) total 4.50 5.00 S.50 0,28 am 039 0.a0 ON odd 0.0e ow 0.00 30.00 30.50 31.00 7.24 150 7.24 150 7.24 3.50 IBM 14.17 10" 30.] 100 0.0100 0.05 Sheei Flow, Woods: Li MUMerbmsh n-OA00 P2. 2.J3' 9 6.00 0.45 Sao ow 31.50 7.24 3.50 f.d4 247.7 9.100 0.0150 0.61 Shallow Concenhated Flow, 6.50 as, am 0.00 3200 7.24 3.50 6.55 Woodland Kv. 5.0 fps ).an 057 0.00 0.00 31 7.24 3.50 5.05 17.0 5.100 0.0180 5.01 85.11 Channel Flow, 7.50 064 0.00 0.00 BIDS 7.24 150 3.88 Area. 17.0 at Perim. 26.0' r. 0.65 8.00 0.72 0.00 Odd 33.50 7.24 3.50 2.95 n. 0,030 Stream. clean 8 straight am am 0.79 048 0.00 0.00 0.00 0.00 34.00 34.50 7.24 3.50 7.24 IN 2.26 1.72 295.4 14,300 Total ISO 101 0.00 0.00 35.00 7.24 3.50 1.30 10.M 1AS 0.01 0.02 35.50 7.24 3.50 ON Subcatchment 4S: Lower Watersehd 10.50 1.29 0.02 0.12 36.90 7.24 am a.71 Nybgnp, 11.m.57 1.27 0.06 0.76 Sam 72A 350 0.52 ILW 0.16 29O 37.00 7.24 350 0.37 12.00 339 0.79 10.24 37.0 7.24 ISO a26 - ® 12M 5.27 ISO War 38.00 7.24 350 0.17 MSE 24-hr 4 an 13.00 13m 5.67 S95 2.29 2.49 IOBbO 245.94 38.50 39.00 7.24 ].50 224 am duff am 0-Year Rainfall=7.24" 14.oa 6.09 2.60 452.ae 39.W 724 3.50 a.03Off Area=t,908.420 aC x. 14M 15.00 6.23 6ae 2.71 2,81 705M 919.12 40.03 40.50 72A am 7.24 3.50 OAt am off Volume=556.524 of 15.50 6.a5 2.87 1.051.52 41.00 7.24 ISO 0. 016.00 652 2.93 1,100.91 41.50 7.24 IN am f Depth=3.50" 16.50 6.60 2.99 Lar138 42.00 z24 IN 0.0 Flow Length-14,300' 2oa 6.67 3.04 991 42.50 7.24 15a 0.00 - Lk.Runoff 17.50 6.73 3.f0 879.72 43.W 7.24 3.50 0.00 TC=295.4 min 18.00 BA 3.14 7".70 43.W 7.24 3.50 0.00 CN=67 8.50605 1U0 6.91 3.19 3.23 637Js 548.72 44.00 44.50 7.24 3.50 7.24 150 ISO 0.00 1950 6.96 3.27 478.50 45.00 7.24 3.50 (.ae 20.00 ]m 321 417.35 45.Sa 7.24 150 ow 2050 7.05 3.35 367.11 46.00 7.24 ISO 0.00 21.W 7.09 BAB MsM 46.50 7.24 ISO IN 2150 7.12 3.40 261A6 47.0 7,24 150 22.00 7.15 3.43 47.50 7.24 0.a0 O.W o t s e +0 12 ,i .. . . .. .. 22.50 7.18 =As 235A9 48.03 7.24 ISO 1W O.CU 23.50 7.22 147 3.49 24*M 722 3.49 mass 24.50 a03.5 7..24 35e 05.01 Mai 24.50 7.24 157.98 2s00 7.24 ISO 3.50 Wf.67 41.67 Reeler Cree, Gossing ReefN Creek MSE24-hr4 100-Year RamSO-7.24' Prepared by long Island Engineering LLC Primed 7114rz 3 Hxk CADaf000,25 sm0807202019HWmGAOSomS.SxM%ono LLC Pee, 43 Summery for Reach 3R: Reefer Creek Inflow Area 2,560AM Be. 0.00Y. Impervious, Inflow Depth> 3.69- for IM)mxfavant Inflow - 1,219.58cfa@ 16.03hm, Volume. 786.367 at, Incl. 10.00.1S Base Floe 0u111aw - 1,215.72als@ 16.11 his Volume- 785.306a1, Alter-054, Lag-4.8min Routing by DyrmStonlnd method, Time Span. 0.004e.00 his, of. 0.05 him Max. Vebcity- I I M (pa. Mn. Travel Time. 14.8 min Avg. Velocl,. 4AI fps, Avg. Travel Time. 37.8 min Peak SleaOe- 1,076,445 of @ 16.11 his Average Depth at Peak Stamp. 4.76' Bank -Full Depth. 8.OD Flow Aram -MOM St, Capacity. 3,429.02 as Cuslommoss-secdm. Laruh.10,000.V SIOPa-0.0104'l (1028taefonintervals) Flow calculated by Writing's SubOivisian method Inlet Inved. 1,030.00'. Outlet Imen. 925.50' i 0l� 011sei Eleven. Chan.Oepth n Oeurlptlon (tee) fleet) (leer) -100.00 931 0.00 -71.00 934.00 1.00 SAW Heavy timber, lbw below branches -20.00 93100 2.00 OJOS -12.00 930.00 5.00 SAW -am 927.00 8.00 (Lom 0.00 927.00 8.00 0.030 8.00 927.00 fund 0.030 low 930.00 5A0 0.030 25.00 WIN ISO 0.100 3EOO 934.00 1.00 OAOO 45.00 935.00 0.01) SAN Depth End Area Perim. Storage Discharge (dealt (sp-I) (teal) Imeto Fast) fr al 0.00 0.0 16.0 0 am 3,00 57.0 24.6 570,000 505.31 6.00 157.5 MA 1.575,000 1,887.92 7.00 Man INS 2.390.000 2.544.30 6.00 39.5 148.6 3,535.000 3.429.02 Faster Cook Crossing Reefer Creek MSE24-hr4 100-Year Rainlad.7.24' Prepared by Long Island Engineering LLC Printed 71142023 HWmCAD810.00I5"Se072 O2119 HMroCA05allwaro SoWlions LLG Pace 44 Reach 3R: Reefer Creek Ml Inflow Area=2,560.420 ao Avg. Flow Depth=4.76' Max Vel=11.29 fps L=10,000.0' S=0.0104 Y Capacity=3,429.02 cis Reach 3R: Reefer Creek 1 U) 0 Reeler Creek Crossing Reefer Creek MSE 24.hr4 100 Year Rainfa4=1.24' Prepared by Long Island Engineering LLC Printed 7n42023 ".CAM 10.00-25 sm ON7202019 HWmCAD Sallwere arks. L-C Paae 45 Hydrograph fair Beach 3R: Reefer Creek IV t0.00 plains 1,030.18 4.73 2W faro 41,016 1,030.25 8.19 3.00 10.W 44,734 1,00.22 9.48 4.W low 45,80, 1=28 9.85 51 low 46,107 1,030.28 9.06 6.W 10.00 46,10 1,030.28 9.0 9.0 10.00 41 LOW,28 10.0 am low 46,227 1,930.20 10.00 9.W 10W 46,229 I0M.28 10.0 I O.W t0.44 46,389 1,030.2a 10.05 11,W 24.84 W,245 1,0W.37 laps 12.W 136.91 161.310 LOMAS nN 13.W 1.211.91 974.857 1.034A7 1.071 14.00 1 042225 1,034A5 89331 15.W 1.106.41 956449 1,034.41 1,061.49, 16.00 Isthus1 l,a1k1156 l,et4.16 1213611 17.W 1,08629 "ovi 5 1,assm I.i HIM 825.30 832.002 1,014.01 01 Ism 62158 624,631 1,031 1 20.03 4U." 571.059 1,03400 501 21.W W2.65 409.912 1.0112.63 40G.18 22.1s) 31 LOS 424.W8 1,032.32 326.78 23.W 256.06 371,586 1,032.06 261 24.W 208.19 326,371 LW1.03 220.W 25.0 159.98 286184 1,031.59 174.35 26.0 121.55 234551 1,031.35 131 27.0 80.06 196,256 1,031.14 100.59 28.0 62.19 158,910 11030.94 Mao 29.00 40.88 124,80 1,030.75 4936 30.W ZLV 99,230 1,01 34.22 31.0 W.97 OIEN 1,00.49 24.97 32.0 16.55 69,525 1,030A2 19.31 33.1a 13.88 61,320 1,030d7 isi 34.00 1226 55,730 I,Odi 13.W 35.00 11.30 52,176 1,01 12.05 36.00 10.71 49,628 1,0.1121 1.25 32.00 10.39 481 1,01180 10.71 36W 10.17 49,311 1.0,30.29 10.31 39.00 10.06 46.945 1,030.29 10.18 40.00 10.01 461 1,030,29 law ALDO 10.00 4642W 1.039.28 ism 42.00 10.00 46248 1pX.28 10.01 43.00 10.W 46,235 I.Ok 8 10.00 44.00 10.x 46232 1,01 10.00 45.W 10.00 46,231 IpX28 IOW 46W 10.00 49,2W LOW.V 10.00 47.0 10.00 46230 1,030.28 10.W 48.0 10.00 46,230 1,030.28 loop Reeler Creek Crossing Reefer Creek MSE24-hr4 IW Year Paimalb].24' Prepared by Long Island Engineering LLC Printed ➢/142023 HudroCAO• 10.00 25 Win 08072 n 2019 HMmCAD Software Solutions LLC Pass 49 Pond 8P: Bridge /� r+ Inflow ArFa_2,560.420 so Peak Elev=933.61' Pond BP: Bridge are4eOleeNrye 9cu y '.. _ •ear 'W v w.4arewwarwwmon 0 10T ,ttn qW-w Nn a n® ,]eb Attachment 1 Reefer Creek (Proje%F%VV e l(�,j= s) Prepared by Long Island Engineering LLC H}tlreCApA l0.W25 sin e90]202019 HWrOCAp $olMaresaNtiorei Pais 46 Summary for Pond 8P: Bridge In=Area- 2WOA20 A. 0.00%wS lh,ar ki Depth. 31 for 1G0.Year event Inllper . 1,215.12 she @ 16.t 1 his. Volume. 185,3W a1 Cutflnw . 1.214.90 cis@ 16.17 him. Volume. 781 at. Allen. 0•A, Lag. 3.5 min Primary . 115623 cis@ 16.17hrs, Volume- 794.953 at Secondary- 6tA7 cis@ 16.17hrs, Volume. 10.304 at Routing by DyuSmr-Ind method, Time Span. 0.00-06.00 hm, d1. 0.05 his Peak Eli 933.61'@16.17 hrs SurlArea. 114,631 if Stomge= 469,132 of Plug -Row delenflon rime- 6.4 min calculated for 784.440 at (1 W%of liniment Center-ofi det. time. 62 min (1,080.3-1.074.0 ) Volume Imed AAyI.Smmp Storage Oescriptlon #1 925.50' 3.642.000 cf Custom Staga Deb (Prismatic) Listed below (Recalc) Elevation Sud.Area Incslme Ourni lla•1 1so-111 lalbk-teen nautil e•1 Wi 2oW 0 0 922.W 10,000 9.000 9,0W 9W.W n" 123p00 iffi,WO 940.00 190,000 1,310,000 Ld42.000 950.00 2501W0 2,M,000 3.642.000 Device Roaeng Invert Cuffs Oeyois 41 Samndary 933.W50.0'IWg a20.O' breadth Boaad-Created Rectangular Welr Head peep 0.20 0.40 0.60 0.80 1.00 1.20 1.40 IN Coal, (English) 2.68 2.70 2.70 2.64 2.W 2,64 2.64 2.63 42 Primary W5.50' Asymmetrical Weli, C=&V Offset (fact) -13.50 -13.00 -3.W 0.00 3.00 Mae 13.5, Height (feet) 8.50 7.00 O.W 0.0 0.00 ].W 8.50 Printery OulRow Max=1,150.tfiaDischarge) s@ 16.17 he HW.93161' (Free charge) i? Awrnrmdmu l Weir (Weir Commit 1, 150.16 of. @ 5.43 fps) LLphdery OutRow Max-�.64 ms@ 16.12 his HW.W3.61' looks Dismarge) 1_aroVb ested Rectangular Wear (Weir Controls 64.64 cls@2.11 lips) Reefer Creek Crossing Reefer Creek MSE24-h 4 I0 Year RainlalbZ24' Prepared by Long Island Engineering LLC Primed 9I14QO23 HWmCAM 10.0025 ri 02019 HWroCAO SallwemsatNiOne LLC Pane4e Hydograph for Pond OR Bridge 2.00 8.19 1.757 W6.02 1 8.06 0.00 3.03 9.40 2,023 W6.07 9.44 9.M 0.0 4.00 9.85 2.099 91 sa, 9.84 0.W 5.00 9.96 2.120 W6,09 9.95 9.95 0.00 6,00 9.99 2,127 926.09 9.99 9.99 0.00 2.00 10.W 2,128 W6.09 10.W lam O.W am IO.W 2,129 920.09 10.W IO.W am 9.W 10.W 2.129 926.0 10.0 IO.W O.W 'a DO 10.05 2138 Mai 10.01 Wi O.W 1LW 15.33 3,020 926.25 14.69 14.67 0.W 12.W 73.96 13.258 927.32 64.87 64.87 O.W 13.0 1.076.78 392,397 932.92 9%32 95632 0.00 14.00 1 3]5,112 02.75 913.06 913.06 0.0 15.0 1.051,49 417,256 933.15 1,026.58 1,018.85 7.72 16.00 1,2tspat 469,105 9L' W 1210.911 1,147.62 0.32 12,00 1,1aaQ 618,136 9WA3 1,131 1,00194 3].]9 18.00 01 373570 932.74 909.21 W9.21 0.00 19.00 1 279,399 931.79 679.42 679.42 0.00 20.W 50687 212056 931.03 523.09 523.07 0.00 21.00 Abate 10,367 930.42 414.96 414.96 O.W 22.00 326.70 126264 929.92 3ti 335.73 O.W 2100 t?i 97,705 929.49 274.0 274.65 0.00 24.00 220.W 75,395 Si 225.52 225.52 0.00 25.00 124M 5SUS 928.69 IW.21 1801, O.W 26.00 132.64 37,254 Wit IVU 136.62 O.W 22.00 1W59 26428 922,09 IW8.3 103.63 O.W 211100 2225 1514V 9742 74.44 7l4 0.0029.W 49.36 9,832 92].W W.55 W.55 0.00 W,W 34.22 6,1106 926.17 MAS 34.85 0.00 31.00 24.92 5,047 926.55 25.39 25.37 0.00 32.00 19.31 3,946 926.40 19.65 19.55 O.W 33.W 15.1.E 3,257 926.29 15.9E 15.92 O.W 34.00 13.W 2,816 926.22 13.0 13W O.W V.W 12.06 2,535 926.11 12.12 12.12 0.00 36.00 11.25 2,375 926.14 11.28 11.28 0.00 37.00 10.71 2,269 926.12 10.73 10.73 0.00 38.00 10.37 2,204 92611 10.39 10.39 0.00 39.00 10.10 2.165 926.10 10.19 10.19 0.00 40.00 10.07 2,144 926.10 10.07 10.07 0,00 41.W 10.02 2.134 926.09 10.0E 10.02 O.W 42.00 10.01 2.130 926.09 10.01 10.01 0.0 43.W 10.W 2.130 Uses IO.W 10.0 O.W 44.W tam 2,129 91 IO.W 10.0 0.0 45.W 10.W 2,129 91 IO.W IU.W 9.00 46.0 10.W 2.129 92609 IO.W law am 47,W 10.W 2,129 Uses low Maps 0.00 48.W 10.00 2.129 926.09 10.00 law O.W 161 Attachment 1 (Project Plans and Documents) APPENDIX K Signed Application Checklist 3500-130 Signed Application Checklist 3500-005 162 nave... I r-nm... I uiear uara .............. ..................................................,,..... ,.,........,...,...........,y .,,..........,..,._............,,...,.,.......... Save a copy of the file, open Adobe Reader, select File > Open and bro AMMMt 1 State of`Wisconsin Waterway Crossings (Culverts, Clear S f4j11$tfltbVdftgtlts) Department of Natural Resources dnrwi aov General Permit Application Checklist Form 3500-130 (R 04/01) Page 1 of 5 Waterway Crossings (Culverts, Clear Span Bridges, Fords) Determine eligibility for this general permit: • Choose an activity decision module on web, htto:/Idnr.wi.aov/topic/waterways, or • Review the eligibility criteria below. If the project does not meet all of the eligibility standards, apply for an Individual Permit To apply: • Contact your local Water Management Specialist to have a pre -application meeting to discuss your project proposal. • Apply online using our online ePermitting System at http:/Idnr.wi.00v/permitstwater. • Include all required attachments. Each document must be less than 15 megabytes and our online system offers a help guide to reduce file sizes, • Permit processing review times begin when all of the required application materials are received by the DNR. The Department may require additional information to evaluate the project. • Your signed submittal of this project application checklists constitutes a request that certifying authority (State of Wisconsin) review and take action on this CWA 401 certification request, as required, within the applicable reasonable period of time. Please note, prior to starting any work at the project site, you are responsible for: • Obtaining all necessary local (e.g. city, town, village or county) permits. • Obtaining U.S. Army Corps of Engineer permits or approvals, htto:Hwww.mvo.usace.army.mil/Missions/Regulatory.aspx. for more information about the U.S. Army Corps of Engineers. • Obtaining any other applicable state permits. Required attachments - Forms or documents you upload in our online ePermitting System 1. Application form - A complete, signed application form "Water Resources Application for Project Permits (WRAPP)" (Form 3500-053). 2. Application Checklist — a signed copy of the permit application checklist certifying that the applicant agrees to meet the eligibility criteria and permit conditions established in WDNR GP21-2021. 3. Application fee - Payment must be submitted through the ePermitting System as part of the application process. A list of fees can be found at http://dnr wi.gov/topic/waterways/documents/PermitDocs/feesheet.pdf. 4. Ownership Documentation - (i.e. copy of deed, land contract, current property tax statemenUreceipt) 5. Photographs that clearly show the on -the -ground conditions of the existing project areas. Remember that too much snow cover or vegetation may obscure important details. If possible, have another person stand near the project area for size reference. Color images are preferred. 6. Site Maps that clearly illustrate the location and perimeter of the project site, and its relationship to nearby water resources (e.g. lakes, rivers, streams, wetlands), major landmarks and roads. Provide copies of relevant maps (e.g. wetland, aerial, topographical, soil, floodplain, or zoning maps), with the project location clearly identified. The Department offers a web mapping tool to assist in creating these maps at http://dnr.wi.gov/topic/surfacewater/swdv/. 7. Plans and specifications that show what you intend to do. Plan drawings should be clear and to scale and include: • The location of the project relative to the Ordinary High Water Mark. • Pertinent dimensions of the waterway to be crossed and the structure proposed to be placed, including but not limited to stream channel width, depth, and bank heights, and crossing length, width, height, culvert diameter (if applicable) and placement relative to the stream bed and banks. • Crossing approach details (associated dimensions and siting information) • The location of silt fences or any other sediment control devices. • Supporting documentation, such as the culvert sizing worksheet, or other methods utilized to determine appropriate culvert sizing (if applicable). Please refer to these sample drawings for assistance developing your plans and specifications: Culvert Sample Drawing, Engineered Culvert Sample Drawing, Clear Span Bridge Sample Drawing, Ford Crossing Sample Drawing. 163 Attachment 1 Waterway Crossings (Culverts, Clear S fpjg}FdpVdr�M"ns) General Permit Application Checklist Form 3500-130 (R 04/01) Page 2 of 5 8. Narrative description of your proposal on a separate page. Please include: • What the project is, purpose of project, and need for the project • Acknowledgement or description of ongoing local regulatory (shoreland and/orfloodplain zoning) coordination • How you intend to carry out the project, including methods, materials, and equipment • Your proposed construction schedule and sequence of work • What temporary and permanent erosion control measures will be used • The location of any disposal area for dredged or excavated materials • For disturbances or fill, provide a description of type, composition, and quality of materials • How you plan to avoid or minimize impacts to wetlands and waterways • Area (e.g. linear feet) impacted • Any request for a navigational clearance waiver or waiver to standard fishery protection construction timing restrictions • Supporting documentation from local shoreland and/or floodplain zoning regulatory authorities. • Supporting documentation authorizing any incidental wetland disturbance associated with the project. 9. Endangered and Threatened Resources - The applicant is not required, but is encouraged to request an endangered resources (ER) review letter before applying for the permit. Information on how to obtain a review can be found by visiting the website at htto://dnr.wi.gov/topic/ERReview/Review.html. The applicant can also visit the NHI Public Portal, http://dnr.wi.gov/tople/ERReview/ PublicPortal.htmi, to determine if a full ER Review is required. Read the 'What is an ER Preliminary Assessment and what do the results mean?' section to determine follow-up steps. 10. Historical and Cultural Resources - If you are aware there is a historical or cultural resource present, you are required to contact the Wisconsin State Historical Society to verify and receive documentation that the activity will not result in an adverse impact to these resources. Eligibility Criteria: Projects that do not meet the "general standards for waterway projects" criteria are not eligible for the general permit. Projects may meet the eligibility standards for some specific activities and not others. If your project meets the eligibility standards for some specific activities and not others, you can conduct the activities that the project meets the standards for or you may apply for an individual permit. Your acceptance of coverage under this permit and your efforts to begin work on the project signify that you have read, understood and agreed to follow all conditions of this permit. General Standards for Waterway Projects The applicant has contacted the local WDNR Water Management Specialist during the development of the project to have a pre -application discussion. Go to dnr.wi.gov, key word "waterway protection" for more information. Project design must address the site specific considerations that are identified by the WMS and appropriate resource managers during the pre -application discussion. The project purpose is to place a waterway crossing to allow for access across a navigable river or stream and does ❑X not result in significant adverse impacts to the public rights and interests, cause environmental pollution as defined in s. 299.01(4), Wis. Stats., or result in material injury to the riparian rights of any riparian owner pursuant to s. 30.206(3r)(a)2., Wis. Stats., nor does it cause more that minimal adverse environmental impacts, materially interfere with navigation, nor have an adverse impact on the riparian property rights of adjacent riparian owners pursuant to s. 30.206(1)(am), Wis. Stats. Projects proposed in locations with existing recorded deed restrictions within the project area, including easements for limiting construction and land use activities, are not eligible this general permit. Note: Department Chs. 30 and 281 Wis. Stats. permits do not supersede any legal restrictions on the use of land Structures over lake outlets and lake systems are not eligible for this permit. ❑X Structures shall be placed entirely within the riparian's zone of interest, as determined by one of the methods outlined in ch. NR 326 Wis. Admin. Code, or applicants have the written permission from all affected riparian landowners to proceed with structure placement in the proposed location. The placement and installation of waterway crossing structures placed on the bed of a river or stream (culvert or ford X❑ crossings) shall mimic the natural streambed and gradient above and below the structure to allow for aquatic organism passage (AOP) where appropriate, and not result in a permanent impoundment of water upstream of the crossing location. (note: culverts on streams 2% gradient or greater may require additional culvert design considerations to allow for AOP). 16 Attachment 1 Waterway Crossings (Culverts, Clear S F4jftf jL6VdF6pqWPts) General Permit Application Checklist Forrn 3500-130 (R 04101) Page 3 of 5 General Standards for Waterway Projects Spawning. To minimize adverse impacts on fish movement, fish spawning, and egg incubation periods, in -stream structures may not be placed during the following time periods: • September 15th through May 15th for all trout streams; to determine if a waterway is a trout stream, you may use the WDNR website trout maps which can be found at httos://dnr.wisconsin.gov/topic/Fishing/trout/streammaps.html " September 15th through June 15th on all Great Lakes tributaries upstream to the first dam or barrier. ' March 1st through June 15th for ALL OTHER waters. Note: The local Department Fisheries Biologist may waive or modify timing restrictions in writing. To request waiver or modification of fish spawning timing restrictions for your project please do so within the narrative portion of your permit application. The applicant is working to obtain a local shoreland zoning authorization for the project or the local shoreland zoning ❑X requirements have been waived. (Documentation required). If local zoning permits are not required, the project vegetation and bank disturbance is limited to the amount necessary for project placement and erosion control practices are adequate to prevent sedimentation to surface waters. If the project is located in a regulatory floodplain, the applicant is working to obtain a floodplain permit (NR 116 Wis. ❑X Adm. Code) from the local floodplain zoning department. Note: Contact your local floodplain zoning department to determine whether your project is located in a regulatory floodplain. For general floodplain mapping information, you may review the floodplain themed surface water data viewer at https://dnrmaps.wi.gov/H5/?Viewer—SWDV&IayerTheme=1 Structures in and over navigable waterways must be sized and set at an elevation so that water depths, widths and ❑X velocities at the inlet and outlet match the natural stream channel. Invert elevations of culverts shall be determined by surveying the stream bed elevations upstream and downstream of the crossing, and setting the culvert below the natural stream bed elevation. (note: site specific conditions such as northern pike waters, may require different embedding techniques than typical designs to prevent fish entrapment) All bridges and culverts shall maintain a clearance of 5 feet or more above the ordinary high water mark (OHWM), or request a waiver to the navigational clearance requirements, which can be granted by the Department when the following conditions apply: a. The waterway is known to have little or no navigation or snowmobile use. b. The waterway is not anticipated to have navigational use by other than lightweight craft. c. The owner provides a portage over or around the bridge or culvert. d. The reduced clearance would not be detrimental to the public interest. Any wetland disturbance associated with the structure placement is incidental to the structure, confined to the area within the stream channel being crossed or the immediate adjacent banks, and has been authorized by a department wetland permit or exemption as required pursuant to s. 281.36 Wis. Stats. (Documentation required) The removal of material from the stream bed to facilitate the placement of structures located on the stream bed is ❑X located within T of the structure or is limited to the minimum amount necessary for correct placement of the structure and shall not be disposed of in a waterway, floodway, floodplain, or wetland. (Note. Stream channels may not be widened beyond existing bankfull width to accommodate culvert placement.) The applicant shall avoid operating equipment on the stream bed. If required for project installation, the applicant X❑ must consult with the Department and shall follow the best management practices identified below as appropriate in order to minimize adverse resource impacts: a. Temporary timber matting is used to protect the streambed b. Movement on the stream bed is kept to a minimum c. Equipment is kept on streambed for as little time as needed to complete the project and must be removed when not in use; d. Properly installed and maintained silt curtains and/or turbidity barriers are used around the perimeter of the project; e. Pre -inspection of vehicles/equipment is done for all operating days to avoid leaks; f. Biodegradable hydraulic and engine oils are used OR a spill containment kit is on site in case of spill -rJ Attachment 1 Waterway Crossings (Culverts, Clear S f4j6FPdgeW, FO _,ts) General Permit Application Checklist Form 3500-130 (R 04101) Page 4 of 5 Culvert Crossing Eligibility Criteria 1. The culvert crossing shall not be placed in a stream wider than 35 feet as measured from ordinary high water mark ❑ to ordinary high water mark. 2. The required culvert flow -area shall not exceed 20 square feet unless the project is designed by an engineer ❑ registered in the state of Wisconsin. Please refer to the culvert sizing worksheet for common culvert sizes, respective flow areas, and appropriate sizing guidelines. 3. The culvert crossing must be appropriately sized. This may be accomplished in any of the following manners: ❑ A. As calculated in the Culvert Sizing Worksheet (Appendix A), or available at: http://dnr.wi.gov/topic/Waterway-.s[ factsheets/Cu Ivert_Placement_Worksheet. pd Note: The Culvert Sizing Worksheet must be included with the plans and specifications portion of the permit application. B. The placement of a single Culvert sized to completely span bankfull width at a location that is representative of the stream width through the reach in question. C. Any other method that is shown to result in the following outcome and can be justified using site specific information: i. adequately pass stream flows without impounding water on the upstream side of the crossing up to the 100 year storm event. ii. meets all other performance standards of this permit. 4. Culvert Design shall follow culvert design best practices depicted in the culvert placement example drawing. ❑ 5. Multiple culvert designs must provide adequate spacing between culverts to allow for compaction between pipes ❑ during installation in order to prevent piping or washout (Note: The lesser of .5 pipe diameter or 3' for culverts larger than 48" or >_ 24" for culverts 48" in size or less). 6. Culvert installation shall follow established best management practices as referenced in Stream Culverts — Best ❑ Management Practices Clear Span Bridge Eligibility Criteria The clear span bridge shall not be located on a wild river designated under Ch. NR 302, Wis. Admin. Code, or where ❑X similar federal, state or local regulations prohibit the construction The bridge shall completely span the navigable stream from top of the channel to top of the channel with no support ❑X pilings in the stream. Ford Crossing Eligibility Criteria The ford shall not be located in an Area of Special Natural Resource Interest (ASNRI) or Public Rights Feature ❑ (PRF), unless it is constructed for an agricultural use as defined in s. 30.40 (1). Wis. Stats. Note: To determine if a waterway is an ASNRI or PRF, you may use the Designated Waters Theme on DNR's Surface Water Data Viewer: hhtp://dnr.wi.gov/topic/surfacewater/swdv/ The ford shall only be constructed where the stream width is less than 100 feet, the normal stream depth is less than ❑ 2 feet The ford shall consist of a 6 to 24 inch thick layer of a minimum 2 to 4 inch diameter rock or pre -cast reinforced ❑ concrete planks over a base of crushed rock, or an NRCS recommended design consistent with Conservation Practice 578 standards. The final placement of the crossing shall result in the top surface of the crossing set at the same elevation of the natural streambed immediately up and downstream of the crossing. 166 Attachment 1 Waterway Crossings (Culverts, Clear S fpiftf bVd ts) General Permit Application Checklist Forth 3500-130 (R 04/01) Page 5 of 5 I certify that I have read and understand all project eligibility criteria and agree to design and construct my project in accordance with all listed eligibility criteria found in this checklist. In addition, I agree to meet all conditions required for structure placement as identified in WDNR-GP21-2021. ® This form may be signed electronically, pursuant to Wis. Stat. Chapter 137. By checking the electronic signature acknowledgement box and typing your name, you are expressing intent to sign this form and certifying that all information contained herein is true, accurate, and complete, to the best of my knowledge and belief. If you decline to sign this form electronically, you must physically sign this form and all other forms required for your project. Nathaniel Andersen Signature Date signed 10/14/2023 167 State of Wisconsin Department of Natural Resources dnr.wi.cov Commercial, Residential, Industrial Qttacflmg nt 1 �j � l�BB�'i9Rents) General Permit Application Checklist Form 3500-005 (6/23) Page 1 of 4 Commercial, Residential, Industrial Wetland Discharge General Permit Application Instructions The General Permit (WDNR-GPI-2023) is available under section 281.36 (3g), Wis. Stats., for a permanent or temporary discharge to or fill of wetlands of no more than 10,000 square feet that is part of a residential, commercial, or industrial development. To qualify for this general permit, your project must meet all eligibility standards listed below and all other terms and conditions outlined in WDNR- GP1-2023. Determine eligibility for this general permit: Choose an activity decision module on web, https://dnr.wisconsin.gov/ Keyword: "Wetland Permit," or Review the eligibility criteria below. o If the project does not meet all of the eligibility standards, apply for an Individual Permit To apply: • Apply online using our online ePermitting System at http://dnr.wi.,qov/Dermits/water. • Include all required attachments. Failure to include all of the required information will result in an incomplete permit application and delay the processing of your permit. Each document must be less than 15 megabytes and our online system offers a help guide to reduce file sizes. • Permit processing review times begin when all of the required application materials are received by the DNR. The department may require additional information to evaluate the project. • If you have questions regarding your application, contact the local Water Management Specialist for your county. You can find contact information online at https://dnr.wisconsin.gov/ Keyword "wetland permit contact." • Your signed submittal of this project application checklist constitutes a request that certifying authority (State of Wisconsin) review and take action on this CWA 401 certification request, as required, within the applicable reasonable period of time. • If the project does not meet all of the eligibility standards, then apply for an Individual Permit. o The Department also has the authority under s. 281.36 (3g) (i), Wis. Stats., to require an individual permit in lieu of a general permit, if the Department has determined that conditions specific to the site require additional restrictions on the discharge or fill to provide reasonable assurance that no significant adverse impacts to wetland functional values will occur. Please note, prior to starting any work at the project site, you are responsible for: • Obtain all necessary local (e.g., city, town, village, or county) permits. • Obtain U.S. Army Corps of Engineer permits or approvals, httos://www.mvr).usace.army.mil/Missions/Regulatory.asi)x. • Any other applicable state permits. Required attachments - Forms or documents you upload in our online ePermitting System 1. Application form - A complete, signed application form "Water Resources Application for Project Permits (WRAPP)" (Form 3500-053). 2. Application fee - Payment must be submitted through the ePermitting System as part of the application process. A list of application fees can be found on the fee sheet at httos://dnr.wisconsin.gov/, keyword "Waterway Permit Fee" 3. Ownership documentation - (i.e., copy of deed, land contract, current property tax statement/receipt) 4. Application Checklist -A signed copy of the permit application checklist certifying that the applicant agrees to meet the eligibility criteria and permit conditions established in WDNR G131-2023. 5. Photographs that clearly show the on -the -ground conditions of the existing project areas. Remember that too much snow cover or vegetation may obscure important details. If possible, have another person stand near the project area for size reference. Color images are preferred. Commercial, Residential, Industrro)" e�f Mans a�d�}oce��fs) General Permit Application Checklist Forrn 3500-005 (6/23) Page 2 of 4 6. Site maps that clearly illustrate the location and perimeter of the project site, and its relationship to nearby water resources (e.g., lakes, rivers, streams, wetlands), major landmarks, and roads. Provide copies of relevant maps (e.g., wetland, aerial, topographical, soil, floodplain, or zoning maps), with the project location clearly identified. The Department offers a web mapping tool to assist in creating these maps at https://dnr.wisconsin.gov/, Keyword "surface water data viewer." Be sure to include: • Clear directions to the project site with project and property boundaries clearly labeled • Wisconsin Wetland Inventory Map • Soil Survey Map • Topographic Map • Floodplain Map Map showing a recent aerial photo of the site with the locations of all proposed wetland fill clearly labeled. Plans and specifications that show what you intend to do. Plan drawings should be clear and to scale. Be sure to draw all plans as accurately and detailed as possible. The department reserves the right to require additional information to evaluate the project. Please be sure to include the following: • Top view plans showing the proposed disturbance or fill (both temporary and permanent), including the location, dimension, and area of wetland impact clearly identified and quantified in square feet • Cross/side section view(s) for each wetland impact area • Location of any waterways and wetlands, including dimensions and area of impact, and description of wetland type • The location of silt fences or any other sedimentlerosion control devices 8. Narrative description of your proposal on a separate page. Please include: • What the project is, purpose of project, and need for the project • How you intend to carry out the project, including methods, materials, equipment, and long-term site management • Your proposed construction schedule and sequence of work What temporary and permanent erosion control measures will be used • The location of any disposal area for dredged or excavated materials, if applicable For disturbances or fill, provide a description of type, composition, and quantity of materials • How you plan to avoid, minimize, and mitigate impacts to waterways and wetlands • If temporary impacts are proposed, provide a detailed restoration plan • A description of the type and area (e.g., square feet) of proposed wetland impact 9. Wetland Delineation Report is required. Wetland Delineation reports either need to be conducted by an assured delineator or have received concurrence from either the WI DNR Wetland ID program or by the US Army Corps of Engineers (USAGE) prior to submittal of the application. More information can be found on our website here: https://dnr.wisconsin.gov/ Keyword "wetland delineation." The Department's local reviewer and the applicant(s) may agree in advance that a delineation is not necessary for the given site or area of impact. If this is true, please submit documentation from the local reviewer at the time of application. 10. Alternatives Analysis — Provide clear, detailed documentation on how the wetland impact was avoided and minimized. Include the following information: Background or description of the project • Describe the purpose and need for the project, and explain why the project must impact wetlands • Explain if the project is an expansion of existing work or new construction Alternatives • Describe and evaluate any alternative locations to avoid wetland impacts. (e.g., construct facility on upland, other available properties for sale, other properties owned by the applicant, etc.) • Describe any alternative designs to minimize wetland impacts such as a narrower structure with less vegetation removal. (e.g., reduce the size, shift, or reconfigure structure or facility, reduce the width of the road, reduce the side slopes of the road, remove or reduce sidewalks, choose different structure type if there is a waterway crossing, etc.) • For each of the alternatives you identified: • Explain and provide documentation on why you eliminated the alternative from consideration (e.g., cost comparisons, safety issues, logistical, technological, design choice — such as wetland or soil type, hydrology, or topography, weight bearing needs, etc.) • Explain what you plan to do to minimize adverse effects on the wetlands during construction of your project (e.g., erosion control, minimize vegetation clearing for construction, avoid more sensitive wetland types, timing of construction, other best management practices, etc.) • Additional guidance to help develop your alternatives analysis can be accessed on our website here: https://dnr.wisconsin.cov/ Keyword "PAA wetlands.' 169 Attachment 1 Commercial, Residential, Industrial (Pro'ect Plans andand Documents) General Permit Application Checklist Form 3500-005 (6/23) Page 3 of 4 11. Endangered and threatened Resources - The applicant is not required but is encouraged to request an endangered resources (ER) review letter before applying for the permit. Information on how to request a review can be located on the website at https://dnr.wisconsin.gov/ keywords "ER review request". Applicants can also visit the NHI Public Portal to determine if a full ER Review is required. The NHI Public Portal is located at https://dnr.wisconsin.gov/ keyword "NHI public portal." Read the 'What is an ER Preliminary Assessment and what do the results meanT section to determine follow-up steps. 12. Historical and cultural resources - If you are aware there is a historical or cultural resource present, you are required to contact the Wisconsin State Historical Society to verify and receive documentation that the activity will not result in an adverse impact to these resources. Eligibility criteria: Projects that do not meet all criteria are not eligible for this general permit and are therefore excluded from coverage under WDNR-GP1-2023. For projects that do not qualify for WDNR-GP1-2023, you may apply for an individual permit as outlined in section 281.36 (3m), Wis. Stats. The discharge will cause only minimal adverse environmental effects. ❑x Construction shall be accomplished in such a manner as to minimize erosion and siltation into surface waters and wetlands. All erosion control measures shall meet or exceed the department approved technical standards listed El under subchapter 3 of ch. NR 151, Wis. Adm. Code. The technical standards are found at https://dnr.wisconsin.clov/ keyword "stormwater technical standard." No activity is authorized which is likely to jeopardize the continued existence of a threatened or endangered species or a species proposed for such designation, as identified under the Federal Endangered Species Act and/or State law or which is likely to destroy or adversely modify the critical habitat of a species as identified under the Federal Endangered Species Act. The activity shall not result in significant adverse impacts to fishery spawning habitat, including obstruction of fish passage, or adversely affect bird breeding areas or substantially disrupt the movement of species that normally migrate from open water to upland or vice versa (i.e., amphibians, reptiles, and mammals) as determined by the department. The activity will not result in adverse impacts to historical or cultural resources and will comply with s. 44.40, Wis. Stats., as determined by the department. The project will follow the most recent department approved washing and disinfection protocols and department approved best management practices to avoid the spread of invasive species as outlined in ch. NR 40, Wis. Adm. Cade. These protocols and practices can be found on the Department website at https://dnr.wisr-onsin.gov/, keyword "invasive species BMPs." The project purpose is to conduct construction activities to build or expand commercial, residential, or industrial development associated with a single and complete project. The purpose of the project is not to fill wetlands to create a buildable lot to be sold and/or developed at a later date El for commercial, residential, or industrial development. If the project is associated with the development for a residential subdivision, the discharge cannot affect more than 10,000 NA square feet (0.23 acre) of wetlands. This includes any aggregate effects to wetlands associated with the development of ❑ roads, infrastructure, individual subdivision lots, etc. 170 Attachment 1 Commercial, Residential, Industrial malaikAtkJJp@*ents) General Permit Application Checklist Form 3500-005 (6/23) Page 4 of 4 The project applicant is the landowner or easement holder or otherwise has legal authorization to proceed. ❑x The project is not eligible for authorization under a "Superior SAMP" permit reviewed by the City of Superior, El Wisconsin. The project discharge does not affect (as defined in section 7 of the permit) more than 10,000 square feet (0.23 acre) of wetland as part of a single and complete project. The proposed project cannot practicably avoid wetland impacts. x❑ The proposed project minimizes wetland impacts to the greatest extent practicable. x0 The project will be constructed in a manner that will maintain wetland hydrology in the remaining wetlands. x❑ The project will not result in the conversion of a wetland to a storm water treatment feature such as but not El limited to a pond or infiltration basin. Discharge will not occur in the following resources: Great Lakes ridge and Swale complexes, interdunal wetlands, coastal plain marshes, emergent marshes containing wild rice, sphagnum bogs that are located in the area El located south of a horizontal line drawn across the state based on the routes of STH 16 and STH 21 west of Lake Winnebago and on USH 151 east of Lake Winnebago, boreal rich fens, or calcareous fens. This permit does not authorize impacts to navigable waterways waterward of the ordinary high mark. Note: This does not preclude eligibility of waterway exemptions or eligibility of other general or individual "waterway El permits. Waterway permitting information is available online at httos://dnr.wisconsin.gov/ keyword permit." The project will not occur in a mapped floodplain (official Federal Emergency Management Agency (FEMA) or local zoning map), or if the project is located in a regulated floodplain, the applicant has certified that they are x❑ working to or have obtained applicable floodplain permits from the local zoning authority. Other Authorities x By checking this box, I certify that the proposed project will not occur in a mapped floodplain (official Federal Emergency Management Agency (FEMA) or local zoning map), or if the project is in a regulated floodplain, I am obtaining or have obtained applicable floodplain permits from the local zoning authority. Certification I certify that I have read and understand all project eligibility criteria and agree to design and construct my project in accordance with all listed eligibility criteria found in this checklist. In addition, I agree to meet all conditions required for structure placement as identified in the above referenced eligibility criteria. This form may be signed electronically, pursuant to ch.137, Wis. Stats. By checking the electronic signature acknowledgement box and typing your name, you are expressing intent to sign this form and certifying that all information contained herein is true, accurate, and complete, to the best of your knowledge and belief. If you decline to sign this form electronically, you must physically sign this form and all other forms required for your project. Nathaniel Andersen Date signed 10/14/2023 Signature 171 Review Checklist Tax IC Legal District: ❑ R-1 ❑ R-2 ❑ R-3 ❑ R-4 ❑ R-RB ❑ C ❑ I ❑ M X A-1 ❑ A-2 ❑ F-1 ❑ F-2 ❑ W ❑ M-M District: nd: ❑ No �Ves If yes, is impervious surface form required J4 No ❑ Yes l} FFIDodplaln: If yes, is impervious surface form attached ❑ No ❑ Yes No ❑ Yes If yes, which zone? ❑ X ❑ AE ❑ A Wetland ❑ No Yes Ownership Information Accurate? pplication signed ❑ Letter of Authorization (if applicable) ❑ Affidavit of Authority (if applicable) Legal information Accurate? ❑ NQL.43 Yes Proposed project previously granted or granted by variance? o ❑ Yes, Case #: Is Structure Nonconforming? No ❑ Yes If yes, attach documentation Is Mitigation Required?)9 No ❑ Yes If yes, is Mitigation attached? ❑ No ❑ Yes Boundary Line Determination: Is Structure within 30 feet of required setback/s? ❑ North Lot Line ❑ South Lot Line ❑ West Lot Line ❑ East Lot Line Applicable lot lines were: ❑ Visible from one previously surveyed corner to other previously surveyed corner ❑ Verified by staff with corrected compass ❑ Marked by licensed surveyor Is Structure within 10 feet of required setback/s? ❑ North Lot Line ❑ South Lot Line ❑ West Lot Line ❑ East Lot Line Applicable lot lines were: ❑ Visible from one previously surveyed corner to other previously surveyed corner ❑ Marked by licensed surveyor Section # Regulation Required Applicant's Lot 13-1-60 Lot Area K' ,l A� 13-1-60 Lot Width 13-1-26 Is lot Sub=staridard? ❑Yes ❑ No Buildable ❑ Yes ❑ No If yes, attach Deed of Record or Variance ' 13-1-22(h) Height (Shoreland) 35, q Is Sanitary required for project? No ❑ Yes If yes, Sanitary # Sanitary Date: I # of bedrooms: If addition/alteration, were Access, Carmody, files reviewed for prior additions that would exceed the 250 sq. ft. lifetime maximum? ❑ No ❑ Yes If yes, sanitary # Are fee payments correct? ❑ No X Yes ( 5; o x = 43 B Hold For:. ❑ ElSanitary ❑ ElTBA ❑ ElFee payment ❑ ❑ ❑ Inspected By: fo n�l I AI Comments/Notes: pp • Meked hl4il i rs� lz3 � • �Id ��d� �,c�d ��n �c,�� d 6�,� , .vnti�,)e fo cuss td 4resi- S;dc oP Qec� Cree�. Inspected By: Comments/Notes: Date of Re -Inspection: Denied by: Reason for Denial: Date of Denial: Are Town, Committee, and BOA conditions attached? ❑ Yes ❑ No If n , they need to be attached Approved by: Condition(s): I n y� p • g�li)4 " poeoseJ * Pei' DW, cj,4 A rmY Date ofate of~4Ap��proval: Date (drP we tt5;,ite.- Ccrdi %nl. Skv✓n in P1,,,S .. VSe 4�cs� mGyln ye~ l- Prue-�Lc S Jwj-r? &T,Or„c-6-0 f) +c, Pre K"+ e ib. l o r) • Fecin,f� �es rrv� Gvkloc-Gddi=h'o.a) R11, "In 6Ad gold work or, drvL-,r^y or- S,k GSSx� �i-�c� W+t� �cU�jC <v � S �✓c-E,i®►�., Permit #: „Ma Amount Paid: 4 dJ' Res Refund: Date Issued: - IX Date: I a - I _ Date: Town, City, Village, State or Federal Permits May Also Be Required SHORELAND/WETLAND LAND USE — X SANITARY — SIGN — SPECIAL — CONDITIONAL — BOA — No. 24-0028 Tax ID: 37164 BAYFIELD COUNTY PERMIT WEATHERIZE AND POST THIS PERMIT ON THE PREMISES DURING CONSTRUCTION Issued To: NATHANIEL R & LISA J ANDERSEN Location: '/4 of '/4 Section 18 Township 48 N. Range 9 W. Town of oULU S 600'OF W 600'; S 60'E OF W 600'& E OF E 103.88'; & S 17.98'OF E 103.88'ALL IN NE NE IN DOC 2021 R-587013 Residential Structure in Ag-1 zoning district For: Accessory: Single -span, single -lane, treated -timber vehicular bridge over Reefer Creek on steel pilings (28' x 13'8") = 383 sq. ft. ] Height of +/- 5' (Disclaimer): Any future expansions or development would require additional permitting. Condition(s): Build as proposed per DNR and Army Corp of Engineer Conditions. Wetland disturbance to be minimized as shown in plans. Use best management practices during construction to prevent erosion. Permit does not authorize additional filling & grading work on driveway or site not associated with bridge construction. NOTE: This permit expires two years from date of issuance if the authorized construction Alessandro Hall, AZA work or land use has not begun. Authorized Issuing Official Changes in plans or specifications shall not be made without obtaining approval. This permit may be void or revoked if any of the application information is found to have been misrepresented, erroneous, or incomplete. February 6, 2024 This permit may be void or revoked if any performance conditions are not completed or if any prohibitory conditions are violated. Date