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Home My WebLink About20041847 Ver 1_COMPLETE FILE_20041115MEMORANDUM TO: John Dorney Non-Discharge Branch Regional Contact: Barnett. Kevin WQ Supervisor: Forrest Westall Date: SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS Facility Name Little Brasstown Creek & Pinhook Branch Project Number 04 1847 Recvd From APP Received Date 11/15/04 Recvd By Region Project Type stream enhancement County Cherokee County2 Region Asheville Certificates Stream Permit Wetland Wetland Wetland Stream Class Acres Feet Type Type Impact Score Index Prim. Supp. Basin Req. Req. F 27 Stream O Y O N F-142-11 1VSIV F__ 1.0 F__ 1,050.0a Stream O Y_@ -NF-- 1-42-11-1 FNVSIV F_ 1.0 F_ 975.0C F_F_ 77 _0N Mitigation Wetland MitigationType Type Acres Feet Is Wetland Rating Sheet Attached? O Y O N Did you request more info? O Y O N Have Project Changes/Conditions Been Discussed With Applicant? O Y O N Is Mitigation required? O Y O N Recommendation: O Issue * Issue/Coed O Deny Provided by Region: Latitude (ddmmss) Longitude (ddmmss) Comments: Issued ARO - 12/1/2004 - KHB cc: Regional Office Central Office Page Number 1 Facility Name Little Brasstown Creek & Pinhook Branch Project Number 04 1847 County Cherokee Regional Contact: Barnett, Kevin Date: Comments (continued from page 1): cc: Regional Office Central Office Page Number 2 Triage Check List Date: -92 - 200-1' Projee' t Name: `A\?,_ 6rassfo-j, Cole r t P.'(\)\f. ? Brcoct.. • - DWQ#: o 9 IS K -1 County: C h ero Kee To: ® ARO ? FRO ? MRO ? RRO Kevin Barnett ? WaRO Ken Averitte ? WiRO Alan Johnson ? WSRO Mike Horan Tom Steffens and Kyle Barnes Noelle Lutheran Daryl Lamb From: S? Zjz ?foerV Telephone : (919) ? 3 3 3S-'?H r The file attached is being forwarded to our for your evaluation. Please call if you need asst}stance. 1 ? Stream length impacted ?. ? Stream determination ? Wetland determination and distance to blue-line surface waters on USFW topo maps ? Minimization/avoidance issues ? Buffer Rules (Meuse, Tar-Pamlico, Catawba, Randleman) ? Pond fill ? Mitigation Ratios ? Ditching ? Are the stream and or wetland mitigation sites available and viable? ? Check drawings for accuracy ? Is the application consistent with pre-application meetings? ? Cumulative impact concern Comments: sreary\ ?S?v>T? a 1 p no ? g ?W a1 30 jo'•f G?uc? ti i Iy ?/ C's 'Ms ENGINEERS & CONSULTANTS PO Box 331 27 RALEIGH, NC 27636 PHONE: 91 9-B51 -1 91 2 FAx: 919-351-191B 3 •-101 7 Date: LETTER OF TRANSMITTAL To: NC DENR/ Division of Water Quality, Wetlands Unit 1650 Mail Service Center Raleigh, NC 27699-1650 Re: Courtesy Copy for Stream Stabilization along Pinhook and L. Brasstown Creeks I am sending you the following item(s): COPIES DATE NO. DESCRIPTION 3 11/15/2004 L. Brasstown Creek Stabilization Plan, Design, and Pre-Construction Notifications These are transmitted as checked below: ® As requested ® For your use ? For approval ? For Signatures ? For review and comment ? 9@@[R0V2M NO V I 5 2004 DENR - WATER QUALITY 1SFTW4DSA?40 STORhfiER BRA of 15 November 2004 '" HAND DELIVER''' Job No.: 2004255.00 - B Remarks: Attached are three courtesy copies of the Pre-Construction Notification for the stabilization of Pinhook and Little Brasstown Creek near Brasstown, NC. This stabilization follows natural channel design methodologies and covers only the installation of structures to reduce overall bank erosion along several pre-determined areas. If you have any questions or concerns, please do not hesitate to call me at (919) 858-1830. Copy to: Hiawassee River Watershed Coalition File Signed: "Jenny ming, PE Project Manager Office Use Only: ) f-g Form Version May 2002 USACE Action ID No. DWQ No. (If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".) 1. Processing 1. Check all of the approval(s) requested for this project: ® Section 404 Permit ? Riparian or Watershed Buffer Rules ? Section 10 Permit ? Isolated Wetland Permit from DWQ ? 401 Water Quality Certification 2. Nationwide, Regional or General Permit Number(s) Requested: Nationwide #27 3. If this notification is solely a courtesy copy because written approval for the 401 Certification is not required, check here: 4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete section VIII and check here: ? 5. If your project is located in any of North Carolina's twenty coastal counties (listed on page 4), and the project is within a North Carolina Division of Coastal Management Area of Environmental Concern (see the top of page 2 for further details), check here: ? II. Applicant Information 1. Owner/Applicant Information R12@[20W@ Name: Mr. John Mason D Mailing Address: 311 John Mason Road NOV-1 5 7M4 Brasstown NC 28902 - TER iM1'FTIANDS A QUALITY Nn crna??„???FI Telephone Number: Fax Number: E-mail Address: 2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter must be attached if the Agent has signatory authority for the owner/applicant.) Name: Callie Dobson, Executive Director Company Affiliation: Hiwassee River Watershed Coalition Mailing Address: 89 Upper Peachtree Road Murphy NC 28906 Telephone Number: 828-837-5414 Fax Number: 828-837-5414 E-mail Address: Page 5 of 12 III. Project Information Attach a vicinity map clearly showing the location of the property with respect to local landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property boundaries and development plans in relation to surrounding properties. Both the vicinity map and site plan must include a scale and north arrow. The specific footprints of all buildings, impervious surfaces, or other facilities must be included. If possible, the maps and plans should include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion, so long as the property is clearly defined. For administrative and distribution purposes, the USACE requires information to be submitted on sheets no larger than 11 by 17-inch format; however, DWQ may accept paperwork of any size. DWQ prefers full-size construction drawings rather than a sequential sheet version of the full-size plans. If full-size plans are reduced to a small scale such that the final version is illegible, the applicant will be informed that the project has been placed on hold until decipherable maps are provided. 1. Name of project: Little Brasstown Creek Stabilization Using Natural Channel Design Methodologies -John Mason Property 2. T.I.P. Project Number or State Project Number (NCDOT Only): 3. Property Identification Number (Tax PIN): 540901489835000, 540902594201000, 540902598384000 4. Location County: Cherokee Nearest Town: Brasstown. NC Subdivision name (include phase/lot number): n1a Directions to site (include road numbers, landmarks, etc.): (see attached vicinityniap) 5. Site coordinates, if available (UTM or Lat/Long): 035'01'11"N 083°5945.2 "W (Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the coordinates for each crossing of a distinct waterbody.) 6. Property size (acres): 60 acres 7. Nearest body of water (stream/river/sound/ocean/lake): Little Brasstown Creek 8. River Basin: Hiwassee River Basin (Note - this must be one of North Carolina's seventeen designated major river basins. The River Basin map is available at http://l12o.enr.state.nc.us/admin/maps/.) 9. Describe the existing conditions on the site and general land use in the vicinity of the project . at the time of this application: See attached Stabilization Plan Page 6 of 12 10. Describe the overall project in detail, including the type of equipment to be used: See attached Stabilization Plan for project description. Equipment will include two excavators, one bulldozer, and one loader. 11. Explain the purpose of the proposed work: Stabilize eroding streambanks on Pinhook Branch and Little Brasstotivn Creep reduce overall sedimentation, and enhance aquatic habitats. IV. Prior Project History If jurisdictional determinations and/or permits have been requested and/or obtained for this project (including all prior phases of the same subdivision) in the past, please explain. Include the USACE Action ID Number, DWQ Project Number, application date, and date permits and certifications were issued or withdrawn. Provide photocopies of previously issued permits, certifications or other useful information. Describe previously approved wetland, stream and buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project, list and describe permits issued for prior segments of the same T.I.P. project, along with construction schedules. Not applicable V. Future Project Plans Are any future permit requests anticipated for this project? If so, describe the anticipated work, and provide justification for the exclusion of this work from the current application. Not applicable VI. Proposed Impacts to Waters of the United States/Waters of the State It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to wetlands, open water, and stream channels associated with the project. The applicant must also provide justification for these impacts in Section VII below. All proposed impacts, permanent and temporary, must be listed herein, and must be clearly identifiable on an accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a delineation map, whether or not impacts are proposed to these systems. Wetland and stream evaluation and delineation forms should be included as appropriate. Photographs may be included at the applicant's discretion. If this proposed impact is strictly for wetland or stream mitigation, list and describe the impact in Section VIII below. If additional space is needed for listing or description, please attach a separate sheet. Page 7 of 12 1. Provide a written description of the proposed impacts: Temporary impacts will result from the construction and installation of rock vanes, i-hook vanes, cross vanes, and rootivads. The structures will ultimately enhance the overall condition of Pinhook Branch and Little Brasstown Creek. 2. Individually list wetland impacts below: Wetland Impact Site Number indicate on ma Type of Impact* Area of Impact acres Located within 100-year Floodplain** es/no Distance to Nearest Stream linear feet Type of Wetland*** * List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill, excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding. ** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps (FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or online at http://w1vw.fema.Rov. *** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond, Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only). List the total acreage (estimated) of all existing wetlands on the property: n/a Total area of wetland impact proposed: n/a 3. Individually list all intermittent and perennial stream impacts below: Stream Impact Site Number indicate on ma Type of Impact* Length of Impact linear feet Stream Name** Average Width of Stream Before Impact Perennial or Intermittent? leasespecify) Pinhook Branch Temporary 975 Pinhook Branch 16 feet Perennial L. Brasstown Crk. Temporary 1050 L. Brasstown Creek 21 feet Perennial * List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap, dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain), stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included. ** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at wlrw.uses.eov. Several internet sites also allow direct download and printing of USGS maps (e.g., wN w.topozone.com, www.mapouest.com, etc.). Cumulative impacts (linear distance in feet) to all streams on site: Approx. 2025 linear feet Page 8 of 12 4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic Ocean and any other water of the U.S.) below: Open Water Impact Site Number indicate on ma Type of Impact* Area of Impact acres Name of Waterbody (if applicable) Type of Waterbody (lake, pond, estuary, sound, bay, ocean, etc.) List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging, flooding, drainage, bulkheads, etc. 5. Pond Creation If construction of a pond is proposed, associated wetland and stream impacts should be included above in the wetland and stream impact sections. Also, the proposed pond should be described here and illustrated on any maps included with this application. Pond to be created in (check all that apply): ? uplands ? stream ? wetlands Describe the method of construction (e.g., dam/embankment, excavation, installation of draw-down valve or spillway, etc.): not applicable Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond, local stormwater requirement, etc.): not applicable Size of watershed draining to pond: n1a Expected pond surface area: n1a VII. Impact Justification (Avoidance and Minimization) Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide information related to site constraints such as topography, building ordinances, accessibility, and financial viability of the project. The applicant may attach drawings of alternative, lower-impact site layouts, and explain why these design options were not feasible. Also discuss how impacts were minimized once the desired site plan was developed. If applicable, discuss construction techniques to be followed during construction to reduce impacts. Stream stabilization will onlv be conducted in areas exhibiting active erosion. Due to existing property constraints on the project site, stream channel relocation is not feasible.. Construction will be conducted during low flow events. Any rises or increases in flows will require that equipment exit the channel. Streambanks disturbed via stabilization activities will be seeded and covered immediately. VIII. Mitigation DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC Division of Water Quality for projects involving greater than or equal to one acre of impacts to freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial streams. Page 9 of 12 USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide Permits, published in the Federal Register on March 9, 2000, mitigation will be required when necessary to ensure that adverse effects to the aquatic environment are minimal. Factors including size and type of proposed impact and function and relative value of the impacted aquatic resource will be considered in determining acceptability of appropriate and practicable mitigation as proposed. Examples of mitigation that may be appropriate and practicable include, but are not limited to: reducing the size of the project; establishing and maintaining wetland and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of aquatic resource functions and values by creating, restoring, enhancing, or preserving similar functions and values, preferable in the same watershed. If mitigation is required for this project, a copy of the mitigation plan must be attached in order for USACE or DWQ to consider the application complete for processing. Any application lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as incomplete. An applicant may also choose to review the current guidelines for stream restoration in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at htto://l12o.enr.state.nc.us/ncwetiands/strmaide.html. 1. Provide a brief description of the proposed mitigation plan. The description should provide as much information as possible, including, but not limited to: site location (attach directions and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet) of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view, preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a description of the current site conditions and proposed method of construction. Please attach a separate sheet if more space is needed. Not applicable 2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at (919) 733-5208 to determine availability and to request written approval of mitigation prior to submittal of a PCN. For additional information regarding the application process for the NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of the NCWRP is proposed, please check the appropriate box on page three and provide the following information: Amount of stream mitigation requested (linear feet): nly Amount of buffer mitigation requested (square feet): n/a Amount of Riparian wetland mitigation requested (acres): nly Amount of Non-riparian wetland mitigation requested (acres): nly Amount of Coastal wetland mitigation requested (acres): nly Page 10 of 12 IX. Environmental Documentation (required by DWQ) Does the project involve an expenditure of public (federaVstate) funds or the use of public (federal/state) land? Yes ® No ? If yes, does the project require preparation of an environmental document pursuant to the requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)? Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA coordinator at (919) 733-5083 to review current thresholds for environmental documentation. Yes ? No If yes, has the document review been fmalized by the State Clearinghouse? If so, please attach a copy of the NEPA or SEPA final approval letter. Yes ? No ? X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ) It is the applicant's' (or agent's) responsibility to determine, delineate and map all impacts to required state and local buffers associated with the project. The applicant must also provide justification for these impacts in Section VII above. All proposed impacts must be listed herein, and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ Regional Office may be included as appropriate. Photographs may also be included at the applicant's discretion. Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233 (Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 213 .0250 (Randleman Rules and Water Supply Buffer Requirements), or other (please identify )? Yes ? No ® If you answered "yes", provide the following information: Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer mitigation is required calculate the required amount of mitigation by applying the buffer multipliers. Zone* Impact (square feet) Multiplier Required Mitigation 1 3 2 1.5 Total * Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an additional 20 feet from the edge of Zone 1. Page 11 of 12 If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as identified within 15A NCAC 2B.0242 or.0260. Not applicable XI. Stormwater (required by DWQ) Describe impervious acreage (both existing and proposed) versus total acreage on the site. Discuss stormwater controls proposed in order to protect surface waters and wetlands downstream from the property. hnpervious acreage is limited to mainly the roadway associated with US 191741129 and several residences nearby. Stormwater controls will include the application o coir fiber (excelsior) matting seeding and planting along all sloping and/or disturbed areas. Geotextile fabric will also be placed along the upstream side of each rock structure. XH. Sewage Disposal (required by DWQ) Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of wastewater generated from the proposed project, or available capacity of the subject facility. Not applicable XIII. Violations (required by DWQ) Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules? Yes ? No Is this an after-the-fact permit application? Yes ? No XIV. Other Circumstances (Optional): It is the applicant's responsibility to submit the application sufficiently in advance of desired construction dates to allow processing time for these permits. However, an applicant may choose to list constraints associated with construction or sequencing that may impose limits on work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and Threatened Species, accessibility problems, or other issues outside of the applicant's control). Proposed construction is planned during November/December 2004 in order to take advantage of the vegetation dormancy season and meet grant requirements. XEC??iw?. lei re??,r, ??(ZV?1CJ ko Applicant/Agent's Signature Date' (Agent's signature is valid only if an authorization letter from the applicant is provided.) Page 12 of 12 212@20Y21 NOV 1 5 2004 DE11R - WATER RUALITY ??tTLAt DSAtdD ST?rMAUilL BRAto BRASSTOWN CREEK WATERSHED PROTECTION PROJECT MAINTENANCE & COST SHARING AGREEMENT This Agreement is entered into by and between Cherokee County Soil and Water Conservation District (hereinafter called "District") and John L. Mason, Jr. (hereinafter called "Owner') on this the 16th day of July 2004. WITNESSETH That, whereas District and Owner have agreed to preserve, enhance, restore, and maintain the natural features and resources of the riparian area described herein, to provide habitat for native plants and animals, to improve and maintain water quality, and to control runoff of sediment, District and Owner hereby enter into a maintenance and cost sharing agreement for the watershed restoration project for Brasstown Creek; That, whereas Owner own the properties (3) along and with Little Brasstown Creek and Pinhook Creek containing 60.70 acres, more or less located in Murphy Township, Cherokee County, North Carolina, and more particularly described in an instrument recorded in Deed Book 518, Page 66, and Deed Book 568, Page 119, and Deed Book 444, Page 235 of the Cherokee County Registry and further described in Exhibit A attached hereto and by this reference incorporated herein; That for, and in exchange of, the grant of agreement by Owner to District, and the remittance of any applicable fee by Owner, or hereinafter stated as necessary, for the analysis, evaluation, assessment and implementation of the watershed restoration project for Brasstown Creek and its tributaries on property of Owner; That, whereas property of Owner will be substantially enhanced aesthetically, physically and financially by prolonging the life of the land and waterway(s); Page 1 of 8 Initials of Owner And, whereas, Owner and District understand, agree to, and acknowledge the following definition, provisions and requirements as per the Riparian Buffer - Plan of Operation. That, the District may assign this maintenance agreement, in whole or in part, to accomplish the objectives stated herein or may employ such employees, contractors or subcontractors as it sees fit to implement and comply with the terms stated herein; and, that the Hiawassee River Watershed Coalition, Inc., hereinafter called the Coalition, shall coordinate all activities in connection herewith and shall stand in the shoes of District insofar as implementation of the program is concerned including, but not limited to, allocating and authorizing disbursements from the North Carolina Clean Water Management Trust Fund, hereinafter called the Trust Fund, established for the funding of such a project; That, nothing contained herein shall hinder, impede, or negate any private or public constitutional obligation or obligations, which. District shall or may have with any state or federal agency for the funding of the project or program; And, the Owner herein agree, grant, and convey the appropriate consideration of an easement or riparian buffer, as the case may be, with all the rights, obligations, and amenities necessary to District for the completion of the endeavor as herein stated; and, that this grant by Owner to District shall be appurtenant to and shall run with the premises of Owner, therein, assign or transfer. 1. RIPARIAN BUFFER - PLAN OF OPERATION DEFINITION: The riparian buffer zone is the vegetated area along the streambank that requires stable growth in order to protect the stream and keep the streambank from eroding. The width of the zone is measured in feet from the top of the streambank. After restoration projects are completed, this area is planted with native trees and shrubs capable of developing substantial root systems that will hold the soil in place during storm events or high water. The District, or agent of the District, will consult with the Owner in selecting the types of trees or shrubs to be planted. The agent will make every effort to coordinate the wishes of Owner with the requirements of the funding agent. INSTALLATION: The required riparian buffer plantings will be provided. The Owner will be given the opportunity to assist in selection of tree and shrub species to be planted in the buffer zone. The area also may be under-planted in grass recommended by the District. USAGE: Though there is a maintenance agreement (as per Subsection A below), the riparian buffer zone remains available for use by the Owner. The area can be used for recreational purposes or incorporated into the use of the surrounding property provided the following provisions discussed under "Maintenance" are adhered to. MAINTENANCE: None of the trees in the buffer zone may be removed - neither the ones planted, nor the ones left standing during the project work, nor the wild trees that may grow after completion of the project - without consultation with the District and or Page 2 of 8 I? Initials of Owner agent of the District. Once again, the District will cooperate with the wishes of the Owner, where possible, to enhance the use of the property. [For example, if the Owner wanted to remove several trees to create a picnic area near the stream, the planting of additional trees or shrubs in the area could possibly accommodate this.] Under no condition, nor at any time during the agreed to period may a bush hog be used within the riparian buffer. MONITORING: District or agent of District will set up a program in which the project construction area and buffer zone maintenance will be monitored on a regular basis. The monitoring activities will include periodic physical evaluations of the stream or streambank improvements; checking the effect that the improvements have had on water quality and biological communities; conducting inventories of vegetation, noting trees and shrubs that are dead or damaged for possible replacement; and performing periodic checks of the maintenance by Owner of the riparian buffer. Monitoring activities may continue for the lifetime of the maintenance agreement. A. THE OWNER SHALL AGREE TO: (1) Implement the streambank repair and riparian restoration plans to the best of his/her ability in compliance with the rules governing this cost share program and according to the Plan of Operation, and will not begin implementation until the Cherokee County Soil and Water Conservation District, or agent thereof grants approval. (2) Maintain and continue the cost shared streambank repair and riparian restoration plans of the Plan of Operation for the minimum life set foith by the Soil and Water Conservation District cost share option. If the Owner fails to maintain properly or continue the cost shared practices for the intended use for the life of the agreement, the Owner shall be required to repair or re-establish the instream structures, streambank and/or riparian vegetation within 30 days (up to one calendar year for vegetative practices) or be required to repay the Trust Fund a pro-rated amount of the cost share payment as set forth in the rules governing this program. If the Owner abandons the implemented plan, and converts the use of the cost shared plan or fail to maintain the plan properly, the Owner will be required to repay to the Trust Fund a pro-rated amount of the cost share payment as set forth in the rules governing this program. Page 3 of 8 Initials of Owner (3) Allow access to the property by the District, Coalition, and/or Trust Fund representatives at reasonable times to provide technical assistance and to inspect the operation plan during and after implementation for proper installation, maintenance and continuation. Page 4 of 8 (4) Require any person(s) to whom the benefited acres are transferred by sale, lease or other means to sign a statement (Exhibit B attached hereto) to maintain and continue the cost shared instream structures, streambank or riparian vegetation for the remaining life of this agreement as a condition of the transfer of Ownerhip or control. The Owner shall give a copy of the statement to the District or Coalition. Failure of the Owner to secure such an agreement will require the Owner to repay the State a pro-rated amount of the cost share payment(s) as set forth in the rules governing this program. (5) Reimburse the District as applicable according to the cost-share option selected: For streams greater than 5 feet wide (determined by the Coalition), Owner choose one of the following three options: a a--39 Abet *Ada- ;ipa;iaa?b?Affa- y t Y1f+TTY1aar.T* ¦ "lltl (l.T').]*1!1 i -Bagr-??Qnt and 30024 fandin a 50-foot wide riparian buffer and agree to maintain this contract for 30 years with 100% funding by the Trust Fund. r. 30 yoar-g and to p% Q"rr. }?? C?t }?a 1. nd ?. 159A of the,' • 0 ForstFeamsjess-than -S-€eet Zvi by the Coalition), Ovin cheese ptiens: Anil I ° end. e-tn et o d•- - Initials of Owner SITE SPECIFIC CONSIDERATIONS: That, in addition to maintenance and monitoring agreements in the Plan of Operation, Owner hereby request and agree to the following: 2 rtar? -hrcz o r ?e? n ?o ?C?,r? o 20. ??e? d Back, SI S, ?c??-e (,? (e) 3 0' % VI p re ,jt Fj ?}r ems 145' i `j CVO ?GL dw?+?? c?„r; od , r, p?,? b C w P Y i V11 -?,Irtz'6 ay B. THE DISTRICT SHALL AGREE TO: (1) Provide technical assistance for the planning design, implementation, and certifications for all streambank repair and riparian restoration (cost shared and not cost shared) contained in the Plan of Operation. (2) Supervise payment for 100% or 85% of the project cost as applicable, in exchange for a permanent Conservation Easement or 30-year maintenance agreement as per Owner' choice in Subsection A above. Page 5 of 8 '), Initials of Owner That, Owner hereby declare, state, and affirm that they agree and understand that the spirit, interest and implementation of the program will substantially enhance the aesthetic appearance of their property while simultaneously restoring the useful life of the creek or stream concerned. WITNESS OUR HANDS AND SEALS, this day and year above written: (SEAL) Jo . Mason, Jr., O NORTH CAROLINA CHEROKEE COUNTY I, Lucy Cole Gratton, a Notary Public of the County and State aforesaid, certify that Keith Stalcup, Owner, personally appeared before me this day and acknowledged the execution of the foregoing instrument. Witness my hand and official stamp or seal, this 16th day of July 2004. My Commission ExpTres: A??'A ZI& AVI/2?:w No he F ' OFFICIAL SEAL' Notary Public, North Carolina County of Cherokee Lucy Cole Grafton M CommisslonEx ires8/412007 Page 6 of 8 STABILIZATION/ENHANCEMENT PLAN LITTLE BRASSTOWN CREEK AND PINHOOK BRANCH 1@@@Ov@l NO V 1 5 2004 John Mason Property ?ENR. WATER Q??TM Cherokee County, North Carolina ?n????A4MmSTO W11ERWMCH Hiwassee River Watershed Coalition 87 Upper Peachtree Road Murphy, NC 28906 November 10, 2004 10 41841 Prepared by 1 s i TABLE OF CONTENTS 1.0 Introduction ...................................................................................1 2.0 Objective .......................................................................................1 3.0 Existing Conditions ...........................................................................2 3.1 Available Discharge Data ........................................................... 2 3.2 Existing Conditions of Little Brasstown Creek and Pinhook Branch ...........3 3.3 Stability Assessments ............................................................... 6 4.0 Design Recommendations .................................................................. 7 5.0 Design Implementation ..................................................................... 8 6.0 References .................................................................................... 9 Figure 1. Vicinity Map Figure 2. Cross Section Locations Appendix A. Longitudinal Profile and Cross Section Data Appendix B. Shear Stress, Entrainment, and Velocity Calculations Appendix C. Photo Log -July/August 2004 ??J L 1 F r r G C n r F L' 1.0 INTRODUCTION This stabilization/ enhancement plan addresses proposed improvements to be implemented by the Hiwassee River Watershed Coalition (HRWC) along Little Brasstown Creek and one of its tributaries, Pinhook Branch. The plan is being completed in conjunction with a watershed-scale restoration grant provided by the Clean Water Management Trust Fund for the Little Brasstown Creek watershed. The project covers approximately 1,000 linear feet of Little Brasstown Creek and approximately 900 linear feet of Pinhook Branch on the Mason property. An additional 500 linear feet of Little Brasstown Creek is also present on the property; however, it is generally stable in nature and construction constraints prohibit stabilization/enhancement at this time. The project area is situated immediately downstream of SR 1569 Qohn Mason Road) in Cherokee County (Figure 1). Landuse along both streams is predominately agricultural/pastureland. Active cattle ranching will continue once the project has been implemented. Mulkey Engineers and Consultants (Mulkey) was retained by the HRWC to design and oversee the implementation of stabilization techniques using natural channel design methodologies. Implementation is planned for the late fall of 2004. This project will join a previous restoration project completed by the HRWC during 2003 at its downstream terminus. Little Brasstown Creek and Pinhook Branch are located within the Hiwassee River Basin in western North Carolina. They are part of Subbasin 04-05-01, situated entirely within Cherokee County. Little Brasstown Creek originates near the Martin's Creek community and flows in an easterly direction approximately four miles before converging with the Brasstown Creek near the community of Brasstown. Pinhook Branch originates on Stalcup Top and flows in a northeasterly direction for approximately two and a half miles to the confluence with Little Brasstown Creek, downstream of SR 1569 within the project area. According to the North Carolina Division of Water Quality (NCDWQ, 2002), water quality in this subbasin is good. The headwaters of Little Brasstown Creek and Pinhook Branch are within the Nantahala National Forest and are somewhat undisturbed, due to slope constraints. However, once the slopes begin to decrease, disturbance begins to become evident. Most of the disturbances are the result of development and agricultural practices, which have negatively affected the two stream systems. The minimal riparian zone along both streams through the project site has added to the increased sedimentation and bank instability. Both channels through the Mason property have been altered from their original states and require stabilization/ enhancement to reduce the occurring sedimentation. 2.0 OBJECTIVE The objective of this project is to reduce erosion and sedimentation originating through this reach and improve the overall habitat values. This objective will be met by establishment of rock structures (referred to as vanes) within noted problem areas to divert the shear stresses away from the eroding streambanks and some minor channel realignment to increase radii and reduce near-bank shear stresses. This project is being implemented as stabilization/ enhancement rather than restoration due to several reasons: (1) negative environmental impacts associated with restoration outweigh those associated with stabilization; (2) E landowner constraints; (3) project costs; and (4) existing land uses. Natural channel design methodologies will be implemented throughout the stabilization/enhancement process to ensure the channel dimension, pattern, and profile remain consistent and the reach does not continue to aggrade or degrade. 3.0 EXISTING CONDITIONS Overall, Pinhook Branch and Little Brasstown Creek through the Mason property appear moderately unstable, aside from the 500 linear feet of Little Brasstown Creek excluded from this stabilization /enhancement plan. The streams have been dredged throughout the years as noted by sporadic occurrences of levees along the southern streambanks (right side facing downstream). Vertical, eroding banks exist primarily along the left side of the streams at several locations. Active scouring was evident throughout most of these areas. These areas are primarily restricted to the outsides of meander bends, both upstream and downstream of debris, and near control (or niche) points consisting of either large boulders or bedrock. Bankfull indicators were difficult to recognize in these areas, further relating to the instability of the channel at these locations. 3.1 Available Discharge Data Discharge data for Brasstown Creek was obtained from the United States Geological Survey (USGS) Stream Gage approximately five miles downstream of the project, below the confluence of Little Brasstown and Brasstown Creeks. Daily discharges from October 2000 through October 2003 are shown in the chart below. These discharges represent a significant increase in rainfall and surface runoff for the period beginning October 2002 through the present time. Evidence of additional bank destabilization has confirmed this analysis. USGS 03548330 BRASSTOWN CREEK AT BRASSTOWN, NC W N 5000 cc 4000 a 3000 LL 2000 U m 1000 V Z H O J 4. L e 100 F-N S W 20 H 0 Jan Jul 2001 2001 Jan Jul Jan Jul 2002 2002 2003 2003 DOTES: 10/01/2000 to 09/30/2003 EXPLONOTI011 - DRILY HEM STREOHFLON HEOSURED STREnHFLOP - ESTIHOTED STREOHFLON e e 3.2 Existing Conditions Little Brasstown Creek and Pinhook Branch Longitudinal profile and cross section surveys were conducted along the reach during July and early August 2004. Longitudinal surveys were taken at the head of each feature (riffle, run, pool, and glide) and at the maximum pool depths. A total of seven detailed cross sections (four along Little Brasstown Creek and three along Pinhook Branch) were taken at predetermined locations along the two reaches (Figure 2). These cross sections were taken near areas that anticipated bank stabilization may ® 1 7:? (} {?C„ .3 ?i-`:.?iji if ?•.$'? 1 'ir '? ?'( ,-'??? occur. Stattomng for t ie two streams was connected at their confluence. Stationing began on Pinhook Branch (0+00) at the SR 1569 bridge and ended along Little Brasstown Creek (19+00) at the confluence of an unnamed tributary. Based on the surveys, both Little Brasstown Creek and Pinhook Branch arc characteristic of a "C4" stream types. According to the morphological description presented in Applied Flurial Geonioiphology (Rosgen, 1996), C4 stream types are slightly entrenched, meandering, riffle/pool, gravel-dominated channels with well developed floodplains. C4 channels exhibit j gentle gradients of less than 2%, display high width/depth ratios, and arc slightly more sinuous and have higher meander width ratios than the C1, C2 and C3 stream types. The riffle/pool sequence generally averages between 5 and 7 bankfull channel widths; however, past channel alterations have caused degradation, bank instability and consequently, the pools to fill with sediment. This channel type is susceptible to accelerated bank erosion depending on the absence of riparian vegetation. Morphological information pertaining to the streams is presented later in this section. Surveys of the longitudinal profile and cross sections are shown in Appendix A. A bar sample was also taken along Little Brasstown Creek to compare with pebble counts conducted at each cross section. Based on the information collected, Mulkey was able to calculate shear stress, velocities, and entrainment. The results of the pebble counts and bar sample are presented following the morphological summaries. Cross Sections 5 and 7 along Little Brasstown Creek were used in the calculations for shear stress, entrainment, and velocity. These sections were chosen based on their relation to the overall assessment of the reach. The entrainment or point of incipient motion that a particle becomes mobile, of Little Brasstown Creek through this segment further substantiated that the reach is aggrading. The required shear stress appears less than adequate to move the large particles; this is partially due to the over widening of the stream resulting from a loss of bank stabilizing vegetation. Bankfull velocities were calculated using four different methodologies at each of the three cross sections. Velocities averaged 6.21 feet per second (fps), and 6.15 fps for Cross Sections 5 and 7, respectively. The velocity listed in the morphological table was calculated using Dr. Richard Hey's method at Cross Section 5. 1 Cross section 5 was chosen since it was the most representative of overall site conditions. Detailed information regarding each of the calculations is presented in Appendix B. Morphological Summary - Little Brasstown Creek Stabilization John Mason Property Variables Existing Channel Strcam'l)pe C4 Drainage Arca (sq. m) 3.9 s q. mt. Bankfull Width (\\-bko ft Mean: 21.1 ft Range: 20 - =4 B:mkfull Mcan Depth (JUI) ft Mean: 1.88 ft Range: 1.86 - 1.9 Width/Depth Ratio (\\Ukf/dbkt) Mean: 11.3 Range:.111.8-11.8 Bankfull Cross-Sectional Area (:Abkl) sq ft Mean: 40.0 sq. ft. Range: 37.1-42.4 Bankfull Mean Velocity (VbkO fps Mean: 6,21 fps Range: 6.15 - 6.27 fps Bankfull Discharge, cfs (QUO Mean: 247 cfs Range: 228-265 maximum Bankfull Depth (dmax) ft Mean: 25 ft Range: 2.45-250 Ratio of luny Bank I!tight to Max. Bankfull Depth Bhlmv/dmax Mean: 1.81 Range: 1.46 - 2.16 \\"idth of blood Prone Arca (\\ fpa) ft NI-ro: 55.2 ft Range: 32.2-78.2 L:ntrcnchment Ratio (\\*fpa/\\Uko Mean: 2.6 Range: 1.6 - 15 Meander Length (I.m) ft Mean: 198 ft Rangc:105-242 Ratio of Meander Length to Bankfull \\ idth LmMUk Mean: 9.33 Range:5.0 - 11.4 Radius of Curvature (Rc) ft mean: 31.7 ft Range: 112-54.5 Ratio of Radius of Cun aturc to Bankfull Width (Rc/\\UkO Mean: 1.5 Range: 0.57-2.57 Belt \\'idth (\\Ult) ft Mean: 61.5 ft Range: 54.5-69.3 Meander \\ idth Ratio (\\blt/\\UkO Mean: 2.9 Range. 2.6 - 3.3 Sinuosity (Stteam length/valcy distance) (K) Mean: 1.12 Range: Valley Slope (ft/ ft) Mean: O.W63 ft/ft Range: Average \\ "titer Surface Slope or Bankfull Slope for Reach (Sbkf or Sa%o = (Svallcy/K) ft/ft Mean: 0.00565 ft/ft Range: Materials: Particle Size Distribution of Channel Material (mm) D16 0.19 mm D35 19 mm D50 29-- D84 (9) mm D95 88 mm Particle Size Distribution of Bar Material D16 28 mm D35 7.9 mm D50 15 mm D84 40 mm D95 70 mm larcest Svc particle on poor 77 mm Sediment Transport: Sediment Transport Validation Existing Based on Bankfull Shear Stress) Channel Calculated value (mm from curve 70 mm Vauc from Modified Shields Con e t-) 0.75 lb t2 Critical dimensionless shear stress 11.03211 Minima mean Ibkf (ft) calculated using critical dimensionless shear stress equations Little Brasstown Creek Cherokee County, NC 1 DO% 90% 60% 70% z 60% b c 50% E 40% U a 90% 20% 10% 0% 0.01 0.1 1 10 100 1000 Particle Size • Millirneler Corrtrned - - X"Sec 4 X-Sec 5 - " - X-Sec 6 - X-Sec 7 WOO -- Bar S.W. Cross Sections 1 and 2 along Pinhook Branch were used in the calculations for shear stress, entrainment, and velocity. These sections were chosen based on their relation to die overall assessment of the reach. The entrainment or point of incipient motion that a particle becomes mobile, of Pinhook Branch through this segment further substantiated that the reach is degrading. The required shear stress appears adequate to move the large particles; however, the duration required to keep the particles moving downstream are not present due Q to the flashy flows of the river. Velocities were calculated using four different methodologies at each of the two cross sections. Bankfull velocities averaged 6.01 feet per Q second (fps), 6.0 fps, and 6.7 fps for Cross Sections 1 and 2, respectively for Pinhook Branch. The velocity listed in the morphological table was calculated using Dr. Richard Hey's method at Cross Section 1. Cross section 1 was chosen since it was the most representative of overall site conditions. Detailed information regarding each of the calculations for Pinhook Branch is also presented in Appendix B. Morphological Summary - Pinhook Branch Stabilization John Mason Property Variables Existing Ch annel Stream h) pe C4 Drainage Area (sq. mi) 2.7 s q. mi. Bankfull Width ONUO ft Mean: 16.4 & Range: 16 - 17 Bankfull Mean Depth (dbkl) ft Mean: 1.30 ft Range: 1.3 - 1.6 \\ idth/Depth Ratio (\\bkf/dbkO Mean: 12.6 Range:. 10.6-12.6 Bankfull Cross-Sectional Arca (Abkl) sq ft Mean: 21.4 sq. ft. Range. 21.4-26.0 Bankfull Mean Velocity (VUkI) fps Mean: 6.01 fps Range: 6.0-6.8 fps Bankfull Discharge, cfs (QUO Mcan: 130 cfs Range: 128- 145 Nfasimurn Bankfull Depth (dmaz) ft Wan: 1.9 ft Range: 1.9-2.0 Ratio of Low Bank 1 Icight to Max. Bankfull Dc th Bhlore/dmas Mean: 1.7 Range: 1.5-2.8 V\ idth of I lood prone Arta (1V fpa) ft mean: 123 & Range: 35- 150 Entrenchment Ratio (R fpa/\\bkO Wan: 7.5 Range: 2.1-9.1 \leandcr Length (Lm) ft Dfean: 258.5 ft Range: 202 - 333 Ratio of Meander Lcngah to Bankf ll Width m/\\bk Mean: 15.8 Range 12.3-20.3 Radius of Curvature (Rc) ft Ntcan: 35.3 R Range: 22.9- 59.7 Ratio of Radius of Curvature to Bankfull \\ idth (Rc/A\bkO Mean: 2.15 Range: 1.35 - 3.64 Belt Width (\\blt) ft mean: 44.7 ft Range: 30 - 64.2 DlcandcrAV idth Ratio(Rblt/A\blO IN Iean: 2.7 Range: 1.8-3.9 Sinuosity (Stream length/valley distance) (h7 Mean: 1.17 Valley Slope (ft/ft) R1can: 0.0129 ft/ft Average Watcr Surface Slope or Bankfull Slope for Rcach (Sbkf or Save) = (Svallcy/h) ft/ft Mean: 0.0111 ft/ft 0 )Materials: Particle Size Distribution of Channel Material (mm) D16 20 mm D35 36 mm D50 50 mm D84 90 mm D95 140 mm Particle Size Distribution of Bar Material D16 2.8 mm D35 7.9 mm D5i i 15 min D84 40 mm D95 7mm J ? Lamest Size Particle on B,-.r 1 mm 7 Sediment Transport: Sediment Transport Validation Existing (Based on Bankfull Shear Stress) channel Calculated value (min) from curve 100 mm Value from Modificd Shields Cone b/ft2j 0.75 Ib/ft2 Critical dimensionless shear stress 0.0292 Minimal mean dbkf (ft) calculated using critical dimcnsionlcss shear stress equations 1.1 ft. I I A e Pinhook Branch, Cherokee County, NC 100% 90% 80% 70% t 60% E S SO% 2 E 40% U 30% 20% 0% 10% 7i i 0.01 0.1 1 10 100 1000 Particle Size - Millimeter Combined -X-Sect. 1 - X-Sect. 2 -e , Sample 3.3 Stability Assessments The Pfankuch and Bank Erosion Hazard Index (BEHI) methods were used to analyze channel stability along this reach of Pinhook Branch/Little Brasstown Creek. ;? r . t developed prior to the stream classification system, the good, fair, and poor rating values have been adjusted by stream type (Rosgen, 1996). The overall rating for Little Brasstown Creek and Pinhook Branch is 85. This rating falls within the "good" category; however, areas were observed within the project area that would be in the "fair" or "poor" categories. Stabilization will be concentrated to those areas requiring maintenance. 11tankuch (19 /5) developed a system to rate channel stability which has been widely used by stream restoration professionals. This system is used to quantitatively describe the potential for sediment material detachment and changes in sediment supply due to changes in streamflow and/or changes in watershed condition. It has also been used to generally assess fisheries habitat conditions, and to indirectly assess streambank damage resulting from cattle grazing. Since this method was Streambank erosion rates were calculated using the BEHI method as described and taught by Dave Rosgen, Wildland Hydrology, Inc. Bank erosion occurs as a result of a number of processes, including, but not limited to, dry ravel, mass wasting, surface erosion, liquification, e freeze-thaw, fluvial entrainment, and ice scour. The ability of streambanks to resist erosion is primarily determined by the following factors: 0 the ratio of streambank height to bankfull stage; 0 the ratio of riparian vegetation rooting depth to streambank height; 0 the degree of rooting density; 0 the composition of streambank materials; 0 streambank angle (i.e., slope); 0 bank material stratigraphy and presence of soil lenses; and 0 bank surface protection afforded by debris and vegetation. The vertical streambank at Station 17+75 was measured to determine an approximate erosion rate per year. This vertical streambank is not considered as an overall representation of the streambanks through the project area. It was considered based on its anticipated sediment contribution during high-flow events. The BEHI rating was 39.5, indicative of high bank erosion potential. Based on this number, erosion rates could reach approximately 16.2 feet' per year. This measurement was taken along the outside of a meander bend throughout an unstable area. Overall, Pinhook Branch and Little Brasstown Creek should exhibit a BEHI rating of low to moderate, with erosion rates averaging approximately 2 foot' per year. 4.0 DESIGN RECOMMENDATIONS Based on the existing condition surveys and interpretation of the data, this reach of Pinhook Branch appears to be relatively stable with minor degradation in areas. The presence of center bars and lateral bars indicated aggradation in Little Brasstown Creek. Aggradation processes are associated with the following channel adjustments: increase in width/depth ratio; increase in sediment storage; increase in bank erosion rates; decrease in pool quality and other fishery habitat features; increase in the loss of riparian land and associated sediment availability from bank erosion and lateral migration; and increase in over-bank flooding. Most of these processes were observed along the 1,900 linear-foot reach. A photo log is presented in Appendix C. Morphological information pertaining to die proposed streams is presented later in this section. Mulkey proposes the following recommendations for die stabilization/ enhancement of Pinhook Branch and Little Brasstown Creek: 1. Construct Bankfull bench along right bank from Station 0+25 to 2+00 and relocate levee a minimum of five feet from new top of bank. This will increase the entrenchment ratio and reduce stresses in the channel at high flows.. 2. Construct cross vanes in pre-determined locations along the 1,900 linear-foot segment of Pinhook Branch and Little Brasstown Creek to help improve the width/depth ratio. These structures will provide bank stability, grade control, and habitat for aquatic organisms. Mulkey proposes no more than seven cross vanes along the entire length of this reach due to their overall size and implementation costs. 3. Construct rock vanes and j-hook vanes along the outsides of meander bends requiring stabilization. These vanes will help redirect flows away from the outside banks, provide limited bank stabilization, and enhance habitat for aquatic organisms. 0 e The j-hook vanes will be installed throughout the bends containing existing or degraded pools. These vanes will help maintain the localized scour required for continuous pool maintenance. 4. Reduce existing levee heights, stabilize vertical banks and construct floodplain (bankfull) benches. This recommendation is feasible only in selected locations due to existing constraints with riparian vegetation. The levees along the southern side of the channel are not continuous. They were created by piling spoil material at the top of the bank during previous dredging attempts. This material will act as additional fill required in areas associated with the installation of the cross vanes. Streambanks will be sloped to reduce overall stress and vegetated to provide additional stability. Floodplain benches will be constructed in areas that riparian vegetation has not established a formidable buffer area. These benches will assist with reducing the amount of overall stresses on the channels during flooding events. 5. Enhance riparian buffers in areas where little to no buffers currently exist. These buffers will be planted with native tree species, conducive to landscape positions in and around the project area. e Morphological Summary - Little Brasstown Creek Stabilization John Mason Property Variables Proposed Channel Stream'fvpc C4 Drainage Area (sq, mi) 3.8 s q. mt. BankfA \\ idth (\\t,k0 ft Mean: 19.5 ft Range: 19 - 2l1 Bankfull Mcm Depth (dbkl) ft Mean: 1.95 ft Range: 1.8 - 2.0 \V"idth/Depth Ratio (\\bkf/dbkf) Mean: 10.0 Range:.10-0-10.5 Bankfull Cross-Scction.d Area (Abkf) sq ft Mean: 38.54 sq. &. Range: 38.0-39.0 Bankfull Blean VclocitY (Vbko fps Mean: 6.291 fps Range: 6.02- 6.75 fps Bankfull Discharge, cfs (QUO Mean: 240 cfs Range: 230-260 Maximum Bankfull Depth (dmax) ft Mean: 2.53 ft Range: 2.50-2.55 Ratio of Lour Bank I fcight to Max. Bankfull D'Pth Mean: 1.1 Range: 1.0-1.2 \Vidth of I lood Pronc Area (\\ fpa) ft Mean: 55.2 ft Rangc: 322-78.2 F.ntrcnchmcnt Ratio (\A fpa/A\bko Mean: 2-83 Range: 1.65-4.01 Meander Length (Lm) ft Mean: 198 ft Range: 105-241 Ratio of Mcandcr Length to Bankfull Width m/\\Uk Mean: 10.1 Range: 5-4-12.4 Radius of Cun ature (Rc) ft Mean: 45.2 ft Range: 22 - 66 Ratio of Radius of Con ature to Bankfull \\ idth (Rc/\\bkf) Mean: 2.3 Range: 1.2-3.4 Belt \\ idth ( blt) ft Mean: 61.5 ft Range: 54.5-69.3 DleandcrWidth Ratio(\\blt/A\bkf) Mean: 3.15 Range: 2.8-3.6 SinuositY (Stream length/? alley distmce) (K) Dlean: 1.12 Valk) Slope (ft/ft) Mean: 0.0063 ft/ft :\ccrage Water Surface Slope or Bankfull Slope for Reach (Sbkf or Sacr) _ (Scallop/F7 ft/ft Mean: 0.01565 ft/ft Materials: Panicle Size Distribution of Channel Material (mm) D16 .19 mm D35 19 mm D51 t 29 mm D84 60 mm ll95 88 mm Particle Size Distribution of Bar Material D16 2.8 mm D35 7.9 mm D50 15 mm D84 40 mm ll95 70 mm Larecst Size particle on Bar 77 mm Sediment Transport: Sediment Transport Validation Proposed (Based on Bankfull Shear Stress Channel Calculated value (mm from curve 70 mm V:due from Modified Shiclds Cun-e (Ib /ft2 [1.751b/ft2 Critical dimcnsionlcss shear stress 0.032 Mini mAI mean dbkf (ft) c:dculatcd using critical dimcnsionlcss shear stress e nations 22 ft. s I Morphological Summary - Pinhook Branch Stabilization ty i John Mason ProPer Variables Proposed Channel Strcam'l %pe C4 Drainage Area (sq. rni) 2.7 s q. nu. Bankfull \\ idth ( MA0 ft Dlean: 18.0 ft Range: 17.7-18.5 Bankfull 1Nle,m Depth (dbko ft Mean: 1.23 ft Range: 12 - 1.25 \\ idth/Depth Ratio (\\bkf/dbkf) Mean: 14.6 Range:. 14.4-14.8 Bankfull Cross-Sectiona Area (Abko sq ft Alean: Z21 sq. ft. Range: 22.0-22.2 Bankfull gtcan Vclocit) (Vbko fps Mean: 5.85 fps Range: 5.6-6.0 fps Bankfull Discharge, cfs (QUO Mean: 130 cfs Range: 124- 133 Maximum Bankfull Depth (Jmax) ft Mean: 1.9 ft Range: 1.9-2.0 Ratio of l- Bank I lcight to Max. Bankfull Depth (Bh!o%v/dmax) Mean: 1.1 Range: 1.0-1.3 \\ idth of l loot prone Area (A fpa) ft Mean: 123 ft Range: 100- 150 Untrcnchmunt Ratio (\\ fpa/A\bkf) Mean: 6.8 Range: 5.5-8.3 Nlcandcr I.en}tih (Lm) ft Mean: 84 ft Range: 73 - 96 Ratio of Nfcandcr Ixngth to Bankfull Width m/\\bkf) Mean: 4.7 Range: 4.0 - 5.3 Radius of Cun-ature (Rc) ft (Mean: 37.4 ft Range: 35.640.0 Ratio of Radius of Cun-ature to Bankfull \A idth (Rc/A\bkf) Mean: 2.08 Range: L98-2.22 Belt Width (AA) ft \lean: 37.3 ft Range: 31 - 44 Dleandcr AV'idth Ratio (\\blt/A\bko Mean: 2,07 Range: 1.7-2.4 Sinuosity (Stream length/Valle) distance) (K) Mean: 1.17 Valley Slope (ft/ft) Nfcan: 0.0129 ft/ft Average Rater Surface Slope or Bankfull Slope for Reach (Sbkf or Sar7) _ (SVallet-/K) ft/ft Mean: 0.0111 ft/ft Materials: Particle Size Distribution of Channel Material (mm) D16 20 mm D35 36 mm D511 50 mm D84 90 mm D95 1411 mm Particle Size Distribution of Bar Material D16 2.8 mm D35 7.9 mm D51 15 min D84 40 mm D95 70 mm Lanxst Size particle on Bar 77 mm Sediment Transport: Sediment Transport Validation Proposed Based on Bankfull Shear Stress Channel Calculated Value (tntnfrnm can -c 77 men Value from Modified Shields Cunc 61)/ft2 0.75 Ib/ft2 Critical dimensionless shear stress 0.11292 Minimal mean dbkf (ft) calculated using critical dimcnsionleas shear stress c ua60o.' 1.23 ft. Erosion and sediment control issues exist along this project. Special precautions will be taken during construction to minitnize unnecessary sedimentation into the stream channels. Any areas excavated or voided of vegetation will be seeded and matted upon exit from the area. Since in-stream work is required for this stabilization, all equipment will be inspected for fluid leakage on a daily basis. Work will not be conducted during rain events or when water levels are above average. All equipment will be stored outside of the channel and its associated riparian area when not in use. The construction supervisor will oversee all activities relating to in-stream work. 5.0 DESIGN IMPLEMENTATION Implementation will follow the design sequence listed on the plan sheets. The installation of INI structures will proceed from upstream to downstream. As a result, shifts in the flows can be 13 addressed with the placement of structures downstream. The actual locations of the structures may be adjusted, depending on site conditions. Implementation will follow the sequence listed below. 1. Staging areas for equipment and materials will be identified and located in several areas of the existing agriculture field, south of the stream. 2. Contractor will begin stockpiling materials. I ill 0 3. Approximate structure locations and access points will be located. 4. Channel will be realigned at Station 0+25 to increase radius. 5. Structures No. 1 and 2 will be constructed. g 6. Channel will be realigned at Station 2+00 to increase radius. 7. Structures No. 3 and 4 will be constructed. 8. Review of Structures No. 1 through 4 by HRWC. 9. Banks will be sloped, seeded, covered with erosion control material and planted with native vegetation from Station 2+30 to 4+00. 10. Channel will be realigned within the existing banks from Station 4+10 to 4+55 to increase radius. 11. Structure Nos. 5 through 7 will be constructed. 12. Banks will be sloped, seeded, covered with erosion control material and planted with lid native vegetation from Station 4+00 to 6+00. 13. Access will be cleared for channel work between station 6+00 and 9+00. 14. Rootwad/Boulder Complex at Station 6+20, along with Structures No. 8 through 10 will be constructed. 15. Boulders will be placed along eroding banks upstream of Station 7+75. 16. Banks will be sloped, seeded, covered with erosion control material and planted with native vegetation from Station 6+00 to 9+00 as shown on plans. 17. Review of structures, boulder placement, and banks by HRWC. 18. Access will be cleared for the construction between Station 9+00 and 13+00. 19. Structure No. 11 will be constructed. 20. At station 10+00 a bankfull bench will be constructed on the left side of the channel along with Structure No. 12. 21. Structures No. 13 through 16 will be constructed. 22. Banks will be sloped, seeded, covered with erosion control material and planted with native vegetation from Station 9+00 to 13+00 as shown on plans. 23. Review of structures by HRWC. 24. Access will be cleared for all work between Station 13+00 and 18+00. 25. Structure No. 17 will be constructed 26. Channel will be realigned within the existing banks between Station 13+75 and 15+75 to reduce sinuosity and bank erosion. 27. Structures No. 18 through 21 will be constructed. 28. Banks will be sloped, seeded, covered with erosion control material and planted with native vegetation from Station 13+00 to 18+00 as shown on plans. 29. Access will be cleared for all work between Station 18+00 and 20+75. 30. Structures No. 22 and 23 will be constructed along with minor channel realignment near Structure No. 23. 31. Banks will be sloped, seeded, covered with erosion control material and planted with ® native vegetation from Station 18+00 to 20+75 as shown on plans. F 7 32. Review of structures by HRWC. ® 33. The as-built report will be submitted to the HRWC. 6.0 REFERENCES NC Division of Water Quality (NCDWQ), 2002. Hiwassee River Basinwide Water Quality Plan, March 2002. llttp://h2o.enr.state.nc.us/basinwide/hiwassee/2002. e e u Pfankuch, D.J., 1975. Stream Reach Inventory and Channel Stability Evaluation. USDA Forest Service, R1-75-002. Government Printing Office #696-260/200, Washington, DC: 26 pp. Rosgen, D.L., 1996. Applied RiverAlorphology. Wildland Hydrology, Inc. US Geological Survey (USGS), 2003. USGS 03548330 BRASSTOWN CREEK AT BRASSTOy/N, NC Discharge Data. htip://watcrdata.usgs.gov/nc/nwis. a RLITj i ?N P. cut I I_ // 1 J \ ?? i? I? \,?,, 1• _` ? ,111,('\ C- li s c?~ ' _ _ f t• . ' t..a , ? -:` \`-} - 1 t ch Ii! 13 m) -j Little Brasstown Creek Stabilization Plan b'°r-?;' ?i 5?z 1?' 11' ?, '? -- -- _ '? Creek - :,-`.•u? ` ! ?,, -l _. - _- % ?+? ? ?".? 1 Q7tiC}???` Jam' j } `?? 17G5 / \ l i N ` I (i r c=i?J r \ 1': fir!>nt ?- r Iy'.J Y,1 iF\ 1 _ - I ;.r - .- - + , ?? =?,??tif ? :. ?,` - ?, ? , ?- ??? .J .1' ,1 1 Y ? 1? ,1_?.'•?- ? - F of ?1.`l /a =g , > f ?+ •/-/ 1 11 /-- 0 7- PROJECT VICINITY L 40' 7 Little Brasstown Creek Stabilization Plan Figure No. 11..--_ r : CI f+ : _ John Mason Property Cherokee County, North Carolina 1:16,000 Feet 0 500 1,000 2,000 3,000 4,000 USGS 7.5- Minute Topographic Quadrangles: Murphy & Peachtree Contour Interval 50 Feet 41i k- ?: g i ¢ iy ter`' f Y?1' V 3 i' due lJ? j % } A :? IR Yi It . i r w 3 .- ' j _ MULKEY II '1 919W if 7 it, tx«` J, dp Al Qps s ? `7w ?` ? y+?f CROSS SECTION LOCATIONS Little Brasstown Creek Stabilization Plan John Mason Property Cherokee Countv. North Carolina Feet 0 125 250 500 750 1.000 L?-' ?W SOURCE: 1993 AERIAL PHOTOGRAPHY. MAPTECH 2003 C?z- % a .0 r° 1:6,000 Figure No. 2 ilk APPENDIX A. PLAN VIEW WITH LONGITUDINAL PROFILE AND CROSS SECTION DATA N .F, I 51--.119 Plan View with Longitudinal Profile Data: Little Brasstown Stabilization - John Mason Property ROCK CROSSVANE ROCK VANE J HOOK ® AREAS TO BE FILLED ROOT WAD PROPOSED BANKFULL BENCH STRUCTURE # 0 USE EXISTING ALDER. w(n ObDDFO SINGS ?Il? 1 I:`J 'c?/ 1. I y (US FOR R'OO WAOSr? / TCREASE READIUS I ACCESS ROAD LOCATED !4d SOUTH OF BRIDGE ON SR 1559 (JOHN MASON ROAD) 0+00 1+00 2+00 REALIGN CHANNEL \x v l T+ 3+00 PASTURE 4+00 EXISTING P0NRPF O AND OVERNEAR LIN (YPICAL) QO PASTURE ELEV. 1649.15' G 5+00 2050 4o PR1IEET EkSINEER PROJECT REFERENCE NO. SHEET NO. LITTLE BRASSTOWN CREEK q PLAN & PROFILE ?MUUKEY ENGINEERS 6 CONSULTANTS. Lid CHERRIES EXISTING Cross sEE??77roN z ?/ -5/- 5f4473 X. LLj LIT I ? LLJ T X ; ? / l11 Ll ? U 1 / c s L (OrJ , VEGETAT OTU OT 5H CT G 4 g J T LRE 4 BANK 5PT IN = I ? 7UUP POPLAR L / u E c MATfRI, f)XC ATED FROMN OP PO Q ` 5=E`lDE NOTES: RIGHT B NX FROMR?A2UA0 TO 4 30. EX AVAT MATERfAL FROM ST 14+10 TO 4+55 AN RE 6M CHANNEL 70 INCREASE RADIUS. 6+00 h Vj tJ ?II O 20 0 40 rxuccr irwc[e PROJECT REFERENCE NO. SHEET NO. ROCK CROSSV ANE ROCK VANE LITTLE BRASSTOWN CREEK B ? PLAN & PROFILE J HOOK ® AREAS TO BE FILLED X\ Q) O CROSSo+ s5s)eCr)ON 4 BSEEANKF Dtt U?I,ABENCH 5+- )L 'A' \v" **-MUL KE-Y - ROOT WAD ? PROPOSED BANKFULL BENCH LITTLE BRASST v) U'JJN CREEP _ X ENGINEERS 6 CONSULTANTS X I STRUCTURE # X ` CEh7ER BAR 11JG 13 O c X? 12 ?,o RETAIN BO ; ? J CIitRRIE 11 Iq r PASTURE GE7ATlON / - SI CROSS - SECTION J ' -si 7 ).4+ EE FO EXISTING MAPLE USE FOR ROOTWAD \ R M EXISTING TREE FROM CHANNEL O ` OUL ER S ALONG ? O A B \k 1 ' I I r , ?! ? l O \ O g DECREASE BASE WIDTH / T 1 PASTURE QU ? BM #2 PASTURE CROSS s ST+ON 5 -s+-,r+) 9 ?• _ - ?___ ? ., ' 15 1 CI T LIP TT 0 U POPLAR ELEV. 16 g 6.5 9 /? RETAIN B ?. TULIP POPLARS T \ \ Q O? OWN ? I6 P T ``? \ POPLARS ULI RE7AN ??? CHERRIE$? 1 ? 8 K EXISTING RO ?RF R?R w A \? UL D O p C SlRUCYURE CONSTRUCTION \ ' ING CENTER BAR DETAIL 'A' NOTES: ? XCAVATE MATERI ROM T +60 I Not to Scole) p F S A6 0 7+15 TO INCREASE RADIUS. V ANK RTICA F 0 TO 10+60 L ROM STA.9++9 Ex)m.NS BaNKFUu ADDITIONAL Fl1y r ELEVATION BAVKFULL BENCH N p L E ? SM fG BATO AND WIL 0 JXIS INN V MPAC I r SS R g gg L H1N L L EXISTING CHANNEL SE DETAIL 'A' NEW ON FLDY BANK ' FXCAVATE MATER FROM STA//+3 IA 11470 AND RE T 0 !CONSTRUCTED) p C !N? R USEAVATES PROPOSED BANKFUfl V T ON L E MAT RIAL TO FILL RIG SIDE Or CHANNEL A I E E ji. - i.l „ . v « { L« i Tmn 4! 4 r 1660 7' 1660 1 6 0 I - - i I { - , - 14 j I-, Fi - y i 5 1 ,. : } t 1650 n i , - - -444 - i - , 1 7 [7- T3- t- t zl :I 1640 ? 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ISHEET NO. <ROCK CROSSVANE ROCK VANE LITTLE BRASSTOWN CREEK 7 _6 PLAN & PROFILE J HOOK AREAS TO BE FILLED ROOT WAD PROPOSED BANKFULL BENCH 4oMUL—KE--1r ENGINEERS 6a CONSU L.TANTS (D STRUCTURE # PASTURE C) C) -0 0 PX015NTOIT DIS U RJTAIN EXISTING NG V�TWJION BED ROCK D AND RETAIN EXISTING E ION FOR TRANSPLANTS vJ VEGETATION X—X __--_------ — — X " X 7771 N f... —'7� UO LITTLE BRA _TOWN CREEK . ...... --- CROSS S 7 S/ - R G C MOV5 SAP'FTIN ENTE B M 1.4 fpLfxB 3 9EFVIS'rCHA,,EL ELEV. 16 9' m oco RETAIN EXISTING V G ATIONEINGINsw TO EXTENT PRACTI LE T RvAc ToP;grcE NOLD TAiTm/0 ON ON RIG STREAM BANK BM :115 ELEV. 16A2.Bl' CROSS SEC7-10Y 6 R MOVE AND R V 0 VAIN EXISTING EGETA N F TRANSPLANTS OO ELEV. 1640.49 -Sl- 14+24,05 O SREUERESWRAHTISXIPROJECT AfEAN F1 NDIWITH SM%RF6AXj%EDWN PASTURE NT CHANNEL REALIGNMENT NOTES9EAUGN CHANNFkFROM STA13+90 TO GTO /A+75 OVERALL SINUOSITY D CJD1) R BANK EROSION. FILL LEFT SIDE OF - MEANDER BEND BETWEEN X -"PEPFROM CHAN& REA IGN 15+10 WIT MATELRIA 6VT. JTA/4 FROM CAVA N N ou 19+ 0 0 N OJ CT TO IN SE R . AIN MOV ALONG LEFT BANK. MATE IAL FROM RIGHT BANK tt 4 .7rt . . . . . . . . . . 1660 . .... .... .... 1 + -tT 7 4 r t+.,.,_ 14. j .... .. 44- 4 4 r�—i 44� i N, . . . . . . . . ........ ... i 1660 4� ......... . .... 4 4 t v4 i 1650 4 1 m . -"- - I'll I i i"i Ll IL 11" .3.I -L4 4� 14-14-- t.aE k .... ... 1650 . .... .... .... .. — ay4�' —.4 . . . . . . . . . . . . . . 1640 .. .... .... . �4 +i~ - ILILL4 .... .... .... .. 11114 t!11 All PJ .. .. . . 1640 T44 A4j 5-4Eff-4 1 7777T7777 Ti J� ... Ll -�.L 1 - 4� J- 1630 . .... .... .. . EX11571 G N EL -1 ...... �4-1 4 j 1630 L i-1 i 4 ..... ... .... 4:44 .... .. ... . .. fl: .... .. 7-1- is 4 1+4 i.1620 14+00 15+00 16+00 17+00 18+00 19+00 20+00 0 U 20 0 40 Pwxo crnwEER PROJECT REFERENCE NO. SHEET NO. LITTLE BRASSTORN CREEK 7 NOTE: NO STR FAdNJORK PROPOSED ALONG THIS PLAN & PROFILE ? SEGME OF UT TLE BRASSTaVN CREEK. -P-MULKEIY ENGINEERS & CONSULTANTS O 0 PASTURE I ? I I X I 'I I I X EXISTING EXISTING O CATTLE CROSSING CATTLE CROSSING ? I I I I ? II ----- --- ?/ x- v ------ X X r? X - ------L? ------ -' -- --- ---'T------T------T - ------x-- X?- LITTLE BRASSTOWN CREEK -? --- ' cD - __r --_- --- ---X ----- x- X------ X __x _ ------ ---- --- ------ X _ X? EXISTING WELL I : I X I I I I I p n ' ?`V Q I?; c/) I I X I ?; Io; I PASTURE I X ?: I X-? it- , 1660 , 1660 - {V q - _ - _ - - • 1 - i - a i, -1... - 1. 1650 1650 - - - _ui __ - t 11 K -1J T 1 - 1 ... ?. _ .1.»-. I a-•i y «i.« ..a w.;? la. 640 _ ? -7 . 0 010 _ 14 14 i i j- 1 1 1640 E)(I TI G' CH NEL T ?AL E ! - - 'a + 7 4 - lff?? 1 - 630 3 I { 1 I _ { . - 1 I i # '? ;a 4 14 v.; , - I „{ I i4 1- 444? ?a ` .+- 630 I ] J - - 141, - 1 - - it 1 -f . t - _:I ? _ T 620 u -. . 4 4 1620 0+00 1+00 2+00 3+00 4+00 5+00 6+00 Velocity Comparison Form Project: Little Brasstown Creek Stream: Pinhook Branch Date: 9/16/2004 Location: XS #1 - Existing Reach: John Mason Property Observers: JSF, JEMP, MLA Input Variables Output Var iables Bankfull X-Sec Area (Abkf) 21.4 sq ft Bankfull Mean Depth (Dbkf) 1.3 ft Bankfull Width (Wbkf) 16.4 ft Wetted Parameter (WP) 19 ft D84 (Riffle or pavement) 100 mm D84 (mm/304.8) 0.33 ft Bankfull Slope (S) 0.0111 ft/ft H draulic Radius (R) 1.13 ft Gravitational Accleration (g) 32.2 ft/sq sec Dbkf/D84 (use D84 in ft) 3.96 ft/ft R/D84 (use D84 in ft) 3.43 ft/ft Dbkf/D84, u/u*, Mannin s n u/u* (Using Dbkf/D84 Red Book: p188; Blue p233) 5.9 ft/s/fUs Mannings n (Red Book: p189; Blue :p236) 0.04 Velocity (From annings equation: u=1.4865 ^ 3 ^1 2 n 4.24 ft/s u/u *=2.83+5.71 o g R/ D 84 u* u* _ (gRS)^.5 0.63 ft/s Velocity: u = u 2.83+5.7 og 84 3.73 fUs Dr. Richard Hey Method Coefficient a a = 11(R/dmax)ti0.314 13.08183162 Friction Factor - f 1/f^1/2 = 2.03 log (aR/D84) 0.088900282 Velocity (From D'Arcy eis ac equation: u= 8 g* ^1 2 6.01 fUs Continuity Equation Qbkf (cfs) original curve or stream gage hydraulic geometry 241 cfs Velocity u= or from stream gage hydraulic geometry 11.26 fUs Velocity Comparison Form Project: Little Brasstown Creek Stream: Pinhook Branch Date: 9/22/2004 Location: XS #1-proposed Reach: John Mason Property Observers: JSF, JEMP, MLA Input Variables Output Var iables Bankfull X-Sec Area (Abkf) 22.1 sq ft Bankfull Mean Depth (Dbkf) 1.23 ft Bankfull Width (Wbkf) 18 ft Wetted Parameter (WP) 20.46 ft D84 (Riffle or pavement) 100 mm D84 (mm/304.8) 0.33 ft Bankfull Sloe (S) 0.0111 ft/ft H draulic Radius (R) 1.08 ft Gravitational Accleration (g) 32.2 fUsq sec Dbkf/D84 (use D84 in ft) 3.75 ft/ft R/D84 (use D84 in ft) 3629 ft/ft Dbkf/D84, u/u*, Mannings n u/u* (Using Dbkf/D84 Red Book: p188; Blue p233) 6.2 fUs/fUs Mannings n (Red Book: p189; Blue :p236) 0.038 Velocity (From annings equation: u=1.4865 ' ^ 3 ^1 2 n 4.34 fUs u/u*=2.83+5.7log R/D84 u* u* _ (gRS)^.5 0.62 fUs Velocity: u = u 2.83+5.7 og 84 3.59 fUs Dr. Richard Hey Method Coefficient a a = 11(R/dmax),^-0.314 13.25429249 Friction Factor - f 1/f^1/2 = 2.03 log (aR/D84) 0.090261632 Velocity rom D'Arcy eis ac equation: u= 8 g ^1 2 5.86 fUs Continuity Equation Qbkf (cfs) original curve or stream gage hydraulic geometry 241 cfs Velocity u= or from stream gage hydraulic geometry 10.90 ft/s Entrainment Calculation Form Project: Little Brasstown Creek Stream: Pinhook Branch Date: 9/16/2004 Location: XS #1 - Existing Reach: John Mason Property Observers: JSF, JEMP, MLA Critical Dimensionless Shear Stress: Tci = 0.0834(di/d50)^-0.872 Value Variable Definition 50 di mm D50 from Riffle or Pavement* *Choose 15 d50 mm D50 from Bar Sample or Sub Pavement* One 0.0292 Tci Critical Dimensionless Shear Stress Bankfull Mean Depth Required for Entrainment of largest particle in Bar Sample: dr = (Tci*1.65*Di)/Se 1.65 = submerged specific weight of sediment 77 mm Largest Bar Sample Particle in mm 0.25 Di ft Largest Bar Sample Particle in ft 0.0111 Se ft/ft Bankfull Water Surface Slope 1.10 dr ft Bankfulll Mean Depth Required 1.30 de ft Bankfull Mean Depth (From Rifffle Cross Section) de/dr= 1.19 if = 1 <1 >1 Choose one: Stable aggrading Degrading Bankfull Water Surface Slope Required for Entrainment of largest particle in Bar Sample: Sr = (Tci*1.65*Di)/de 1.65 = submerged specific weight of sediment 0.25 Di ft Largest Bar Sample Particle 1.30 deft Bankfull Mean Depth (From Rifffle Cross Section) 0.0094 Sr ft/ft Bankfull Water Surface Slope Required Se/Sr= 1.19 if = 1 <1 >1 Choose one: Stable aggrading Degrading Sediment Transport Validation - Bankfull Shear Stress Tc = yRS 62.4 y Ibs/cu ft Density of water 1.13 R=A/Wp 21.4 A sq ft Bankfull Cross-Sectional Area 19 Wp Wetted parameter 0.0111 S ft/ft Bankfull Water Surface Slope 0.780131 Tc Ib/sqr ft Tc = yRS 77 Di mm Largest Bar Sample Particle (mm) Moveable Particle size (mm) at Bankfull Shear Stress 100 mm* predicted by the Sheilds diagram, Red field book: p.190; Blue: p.238 0.78 Ib/ft2' Predicted Shear Stress Required to move Di (lb/ft2) predicted by the Sheilds diagram, Red field book: p.190; Blue: p.238 ivwumuu omuius curve data from riosgen zuu i Entrainment Calculation Form Project: Little Brasstown Creek Stream: Pinhook Branch Date: 9/22/2004 Location: XS #1-Proposed Reach: John Mason Property Observers: JSF, JEMP, MLA Critical Dimensionless Shear Stress: Tci = 0.0834(di/d50)^-0.872 Value Variable Definition 50 di mm D50 from Riffle or Pavement' *Choose 15 d50 mm D50 from Bar Sample or Sub Pavement' One 0.0292 Tci Critical Dimensionless Shear Stress Bankfull Mean Depth Required for Entrainment of largest particle in Bar Sample: dr = (Tci*1.65*Di)/Se 1.65 = submerged specific weight of sediment 77 mm Largest Bar Sample Particle in mm 0.25 Di ft Largest Bar Sample Particle in ft 0.0111 Se ft/ft Bankfull Water Surface Slope 1.10 dr ft Bankfulll Mean Depth Required 1.23 de ft Bankfull Mean Depth (From Rifffle Cross Section) de/dr= 1.12 if = 1 <1 >1 Choose one: Stable aggrading Degrading Bankfull Water Surface Slope Required for Entrainment of largest particle in Bar Sample: Sr = (Tci*1.65*Di)/de 1.65 = submerged specific weight of sediment 0.25 Di ft Largest Bar Sample Particle 1.23 de ft Bankfull Mean Depth (From Rifffle Cross Section) 0.0099 Sr ft/ft Bankfull Water Surface Slope Required Se/Sr= 1.12 if = 1 <1 >1 Choose one: Stable aggrading Degrading Sediment Transport Validation - Bankfull Shear Stress Tc=yRS 62.4 y Ibs/cu ft Density of water 1.08 R=A/Wp 22.1 A sq ft Bankfull Cross-Sectional Area 20.4 Wp Wetted parameter 0.0111 S ft/ft Bankfull Water Surface Slope 0.75036 Tc Ib/sqr ft Tc = yRS 77 Di mm Largest Bar Sample Particle (mm) Moveable Particle size (mm) at Bankfull Shear Stress 77 mm' predicted by the Sheilds diagram, Red field book: p.190; Blue: p.238 0.75 Ib/ft2' Predicted Shear Stress Required to move Di (lb/ft2) predicted by the Sheilds diagram, Red field book: p.190; Blue: p.238 iwvuuieu oniews t.urve oara from rlosgen zuu i Velocity Comparison Form Project: Little Brasstown Creek Stream: Little Brasstown Creek Date: 9/16/2004 Location: XS #5 - Existing Reach: John Mason Property Observers: JSF, TBB, JEMP, MLA Input Variables Output Var iables Bankfull X-Sec Area (Abkf) 42.4 sq ft Bankfull Mean Depth (Dbkf) 1.9 ft Bankfull Width (Wbkf) 22.4 ft Wetted Parameter (WP) 26.2 ft D84 (Riffle or pavement) 70 mm D84 (mm/304.8) 0.23 ft Bankfull Sloe (S) 0.00565 ft/ft Hydraulic Radius (R) 1.62 ft Gravitational Accleration (g) 32.2 ft/sq sec Dbkf/D84 (use D84 in ft) 8.27 ft/ft R/D84 (use D84 in ft) 7.05 ft/ft Dbkf/D84, u/u*, Mannings n u/u* (Using DbkVD84 Red Book: p188; Blue p233) 7.9 ft/s/f Us Mannings n (Red Book: p189; Blue :p236) 0.031 Velocity (From annings equation: u=1.4865 ^ 3 ^1 2 n 4.97 fUs u/u *=2.83+5.71 o g R/ D 84 u* u* _ (gRS)^.5 0.54 ft/s Velocity: u = u` 2.83+5.7 og 84 4.16 ft/s Dr. Richard Hey Method Coefficient a a= 11(R/dmax)^ 0.314 12.72 Friction Factor - f 1/f^1/2 = 2.03 log (aR/D84) 0.063619461 Velocity (From D'Arcy eis ac equation: u= 8 g` / ^1 2 6.27 ft/s Continuity Equation obkf (cfs) original curve or stream gage hydraulic geometry 307 cfs Velocity u= or from stream gage hydraulic geometry 7.24 ft/s Velocity Comparison Form Project: Little Brasstown Creek Stream: Little Brasstown Creek Date: 9/16/2004 Location: XS #5 PROPOSED Reach: John Mason Property Observers: JSF, TBB, JEMP, MLA Input Variables Output Var iables Bankfull X-Sec Area (Abkf) 38.2 sq ft Bankfull Mean Depth (Dbkf) 1.95 ft Bankfull Width (Wbkf) 19.5 ft Wetted Perimeter (WP) 23.4 ft D84 (Riffle or pavement) 70 mm D84 (mm/304.8) 0.23 ft Bankfull Slope (S) 0.00565 ft/ft Hydraulic Radius (R) 1.63 ft Gravitational Accleration (g) 32.2 ft/sq sec Dbkf/D84 (use D84 in ft) 8.49 ft/ft R/D84 (use D84 in ft) 7.11 ft/ft Dbkf/D84, u/u*, Mannings n u/u* (Using Dbkf/D84 Red Book: p188; Blue p233) 7.9 fUs/fUs Mannings n (Red Book: p189; Blue :p236) 0.031 Velocity (From annings equation: u=1.4865 ^ 3 ^1 /2)/n) 5.00 fUs u/u *=2.83+5.71 o g R/ D 84 u* u* _ (gRS)^.5 0.54 fUs Velocity: u = u 2.83+5.7 og 84 4.19 fUs Dr. Richard Hey Method Coefficient a a = 11(R/dmax)^-0.314 12.74 Friction Factor - f 1/f^1/2 = 2.03 log (aR/D84) 0.063401453 Velocity (From D'Arcy eis ac equation: u= 8 g ^ 2 6.29 fUs Continuity Equation Qbkf (cfs) original curve or stream gage hydraulic geometry 250 cfs Velocity u= or from stream gage hydraulic geometry 6.54 ft/s Entrainment Calculation Form Project: Little Brasstown Creek Stream: Little Brasstown Creek Date: 9/16/2004 Location: XS #5 - Existing Reach: John Mason Property Observers: JSF, JEMP, MLA Critical Dimensionless Shear Stress: Tci = 0.0834(di/d50)^-0.872 Value Variable Definition 45 di mm D50 from Riffle or Pavement 'Choose 15 d50 mm D50 from Bar Sample or Sub Pavement` One 0.0320 Tci Critical Dimensionless Shear Stress Bankfull Mean Depth Required for Entrainment of largest particle in Bar Sample: dr = (Tci•1.65`Di)/Se 1.65 = submerged specific weight of sediment 77 mm Largest Bar Sample Particle in mm 0.25 Di ft Largest Bar Sample Particle in It 0.0057 Se ft/ft Bankfull Water Surface Slope 2.36 dr ft Bankfulll Mean Depth Required 1.90 de ft Bankfull Mean Depth (From Rifffle Cross Section) de/dr= 0.80 if = 1 <1 >1 Choose one: Stable aggrading Degrading Bankfull Water Surface Slope Required for Entrainment of largest particle in Bar Sample: Sr = (Tci`1.65'Di)/de 1.65 = submerged specific weight of sediment 0.25 Di ft Largest Bar Sample Particle 1.90 de ft Bankfull Mean Depth (From Rifffle Cross Section) 0.0070 Sr ft/ft Bankfull Water Surface Slope Required Se/Sr= 0.80 if = 1 <1 >1 Choose one: Stable aggrading Degrading Sediment Transport Validation - Bankfull Shear Stress Tc =yRS 62.4 y Ibs/cu It Density of water 1.62 R=A/Wp 42.4 A sq ft Bankfull Cross-Sectional Area 26.2 Wp Wetted parameter 0.0057 S ft/ft Bankfull Water Surface Slope 0.570555 Tc Ib/sqr ft Tc = yRS 77 Di mm Largest Bar Sample Particle (mm) Moveable Particle size (mm) at Bankfull Shear Stress 70 mm' predicted by the Sheilds diagram, Red field book: p.190; Blue: p.238 0.6 Ib/ft2' Predicted Shear Stress Required to move Di (lb/112) predicted by the Sheilds diagram, Red field book: p.190; Blue: p.238 iwuumuu omems t urve uara rrom musgen euu i Entrainment Calculation Form Project: Little Brasstown Creek Stream: Little Brasstown Creek Date: 9/16/2004 Location: XS #5 - Proposed Reach: John Mason Property Observers: JSF, TBB, JEMP, MLA Critical Dimensionless Shear Stress: Tci = 0.0834(di/d50)^-0.872 Value Variable Definition 45 di mm D50 from Riffle or Pavement* *Choose 15 d50 mm D50 from Bar Sample or Sub Pavement* One 0.0320 Tci Critical Dimensionless Shear Stress Bankfull Mean Depth Required for Entrainment of largest particle in Bar Sample: dr = (Tci*1.65*Di)/Se 1.65 = submerged specific weight of sediment 77 mm Largest Bar Sample Particle in mm 0.25 Di ft Largest Bar Sample Particle in ft 0.0060 Se ft/ft Bankfull Water Surface Slope 2.22 dr ft Bankfull) Mean Depth Required 1.95 de ft Bankfull Mean Depth (From Rifffle Cross Section) de/dr= 0.88 if = 1 <1 >1 Choose one: Stable aggrading Degrading Bankfull Water Surface Slope Required for Entrainment of largest particle in Bar Sample: Sr = (Tci*1.65*Di)/de 1.65 = submerged specific weight of sediment 0.25 Di ft Largest Bar Sample Particle 1.95 deft Bankfull Mean Depth (From Rifffle Cross Section) 0.0068 Sr ft/ft Bankfull Water Surface Slope Required Se/Sr= 0.88 if = 1 <1 >1 Choose one: Stable aggrading Degrading Sediment Transport Validation - Bankfull Shear Stress Tc = yRS 62.4 y Ibs/cu ft Density of water 1.63 R=A/Wp 38.2 A sq ft Bankfull Cross-Sectional Area 23.4 Wp Wetted perimeter 0.0060 S ft/ft Bankfull Water Surface Slope 0.6112 Tc Ib/sqr ft Tc = yRS 77 Di mm Largest Bar Sample Particle (mm) Moveable Particle size (mm) at Bankfull Shear Stress 70 mm* predicted by the Sheilds diagram, Red field book: p.190; Blue: p.238 0.75 Ib/ft2' Predicted Shear Stress Required to move Di (lb/ft2) predicted by the Sheilds diagram, Red field book: p.190; Blue: p.238 P. L u e 1 u P n Ell E E.] U APPENDIX C. PHOTO LOG -JULY/AUGUST 2004 'J "M i V l4?y M 4 3Y eT( - 4 J 1k%• . wr:. 9, `?Fi s? .s. ls?. .t r IE k ' Typical Run on Pinhook Branch �Typical Undercut Bank 10."�' "' ross Section #6*' Station 13+94 .�ticF '4 A 49 J' --z, a I'l pical p,6 )S on Pinhook Branch Cross Section #7 Station 19+14 Vertical Bank ' Little Brasstowu Creek Mr".• T v� I iii: ;d POAoL.vv'jth Steep Bank �G'.+z��1.-v♦._jw�JJ7►f� rte', ,.,r l'�Mt•ar fool Litde:�3rasC,,td�uYi C:rcc1 " N r w0 m0 N 0 ti N 0 U w w h w a a w 3 x h U O O ? U Paz V ? O ? O O y o O I t?+ S m. o - Z u I ? f :I . I S A % ml .- N I n I r?rw -J 'r1 .s v 2 y o S ? W to U? N Ip? ¢ 2 nl ti o It o Lu a? W j LLI CL Z ro k ¢ ? W a w w U O a w r LJ N W O'; N Q J w 2 r J Z W O V) w w w VI w L,j u Q oO N 'r z Q J z a z J a o ?w wf; tll Q r co 0 w a a w VI a a J Qti oz. m V ? NNWZ r J C NqONY w mz? 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