20230990 Ver 1_Design/Maps/Site Plans_20231220

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7 SAMUEL ASHE DRIVE
ASHEVILLE, NC 28805
H CAR
ESS�
SEAL
02�5
IN
Y D.
DATE: 9/6/2023
SCALE (34"X22"): 1 " = 750'
SCALE (17"X11"): 1" = 1500'
0 750' 1500'
SCALE IN FEET
SHEET NUMBER
1.1

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GENERAL PROJECT NOTES AND SPECIFICATIONS
1. DEFINITIONS:
1.1. CONSTRUCTION DOCUMENTS: THE CONTRACT AND APPLICABLE DRAWINGS, DETAILS, SPECIFICATIONS,
PERMIT(S), AND/OR ANY OTHER DOCUMENTS (MEETING MINUTES, PUNCH LISTS, BID TABS, ETC.) FOR
COMPLETE INFORMATION ABOUT THE REQUIRED WORK. ANY ONE OF THESE PARTS OF THE MAY NOT
CONTAIN ALL OF THE INFORMATION REQUIRED TO COMPLETE THE PROJECT WORK.
1.2. PROJECT MANAGER: RESOURCE INSTITUTE, INC.
1.3. ENGINEER: JENNINGS ENVIRONMENTAL PLLC
1.4. SURVEYOR: N/A
2. THE WORK ON THIS PROJECT SHALL ADHERE TO THE FOLLOWING SPECIFICATIONS, STANDARDS AND/OR
REGULATIONS:
2.1. NC DEMLR'S "EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL" (2013)
2.2. NC DEMLR'S CONSTRUCTION GENERAL PERMIT NUMBER NCGO1000
2.3. GENERAL, REGIONAL AND SPECIAL CONDITIONS OF USACE'S 404 NATIONWIDE PERMIT NUMBER 27
2.4. GENERAL AND SPECIAL CONDITIONS OF NCDWR'S 401 WATER QUALITY CERTIFICATION 4134
2.5. THE CONSTRUCTION DOCUMENTS
3. NOT ALL EXISTING UTILITIES ARE SHOWN. SOME LOCATIONS MAY BE APPROXIMATE. THE CONTRACTOR IS
RESPONSIBLE FOR ALL UTILITY LOCATION AND COORDINATION. ANY UTILITIES SHOWN ON THE
CONSTRUCTION DOCUMENTS ARE FOR INFORMATIONAL PURPOSES ONLY AND IN NO WAY RELIEVES THE
CONTRACTOR FROM COORDINATING, VERIFYING AND PROTECTING EXISTING UTILITIES.
4. ALL UTILITIES SHALL BE PROTECTED AND REMAIN ACTIVE UNLESS OTHERWISE NOTED.
5. THE CONTRACTOR IS RESPONSIBLE FOR THE PROJECT AREA UNTIL COMPLETION AND FINAL ACCEPTANCE BY
THE ENGINEER AND PROJECT OWNER. THE CONTRACTOR SHALL CONFINE ALL ACTIVITIES, INCLUDING
EQUIPMENT STORAGE, TO THE LIMITS OF DISTURBANCE, STAGING AREAS, AND DESIGNATED
CONSTRUCTION ACCESS POINTS.
6. THE MANNER IN WHICH THE CONTRACTOR DEALS WITH PEOPLE AND THEIR PROPERTIES WHILE
PERFORMING THIS WORK IS EXTREMELY IMPORTANT. THEREFORE, THE CONTRACTOR AND THE
CONTRACTOR'S REPRESENTATIVES SHALL MANIFEST A SPIRIT OF FRIENDLINESS AND COOPERATION WHEN
DEALING WITH PROPERTY OWNERS AND THE GENERAL PUBLIC WHILE PERFORMING WORK ON THE SITE.
7. EXTREME CARE AND DILIGENCE SHALL BE EXERCISED BY THE CONTRACTOR TO ASSURE THE SAFETY OF
PERSONS, ANIMALS, AND PROPERTY. IF AT ANY TIME THE OWNER OR ENGINEER DETERMINES THAT THE
CONTRACTOR'S METHODS OR EQUIPMENT ARE INADEQUATE FOR SECURING THE SAFETY OF THE
CONTRACTOR'S EMPLOYEES OR THE PUBLIC, THE DESIGNATED REPRESENTATIVE MAY DIRECT THE
CONTRACTOR TO TAKE SPECIFIC ACTIONS TO ENSURE SAFETY. THE CONTRACTOR SHALL IMPROVE METHODS
AS DEEMED APPROPRIATE BY THE DESIGNATED REPRESENTATIVE WITHOUT ADDITIONAL COST TO THE
PROJECT OWNER, SO AS TO ASSURE COMPLIANCE WITH SAFETY CONCERNS. FAILURE OF THE DESIGNATED
REPRESENTATIVE TO MAKE THIS DEMAND SHALL NOT RELIEVE THE CONTRACTOR OF ANY OBLIGATION TO
ENSURE THE SAFE CONDUCT OF ITS WORK.
8. THE CONTRACTOR SHALL MAINTAIN ALL LIGHTS, GUARDS, SIGNS, TEMPORARY PASSAGES, OR OTHER
PRECAUTIONS NECESSARY FOR THE SAFETY OF ALL PERSONS. THE CONTRACTOR SHALL ABIDE BY ALL SAFETY
RULES AND CONSTRUCTION CONDITIONS REQUIRED BY GOVERNMENTAL AUTHORITIES AND OTHER
ENTITIES, INCLUDING RAILROADS, SO THE PUBLIC IS SAFEGUARDED FROM ACCIDENTS AND DELAYS. GUARDS
AND FLAGS REQUIRED BY GOVERNMENTAL OR RAILROAD AUTHORITIES SHALL BE PROVIDED AT THE
CONTRACTOR'S EXPENSE, UNLESS DIRECTED OTHERWISE BY THE DESIGNATED REPRESENTATIVE.
CONTRACTOR SHALL AT NO TIME COMPROMISE EITHER SAFETY OR ENVIRONMENTAL REQUIREMENTS.
9. THE CONTRACTOR SHALL ONLY USE ACCESS PATHS AND STAGING AREAS SHOWN ON THE DRAWINGS. ANY
ALTERNATE ACCESS PLANNED BY THE CONTRACTOR SHALL BE APPROVED BY THE ENGINEER AND PROJECT
OWNER PRIOR TO USE.
10. NO NON -PERMITTED FILL IN WETLANDS MAY OCCUR. ALL EXCESS SOILS FROM STABILIZATION AND
GRADING WORK SHALL BE PLACED IN DESIGNATED AREAS ON THE SITE.
11. SITE SHOULD BE "STORM READY" AT THE END OF EACH WORKDAY AND WORKWEEK.
12. PRIOR TO CONSTRUCTION, DIGGING, OR EXCAVATION THE CONTRACTOR IS RESPONSIBLE FOR LOCATING
ALL UNDERGROUND UTILITIES (PUBLIC OR PRIVATE) THAT MAY EXIST AND CROSS THROUGH THE AREA(S) OF
CONSTRUCTION, WHETHER INDICATED ON THE PLANS OR NOT. CALL "811" A MINIMUM OF 72 HOURS
PRIOR TO DIGGING OR EXCAVATING. REPAIRS TO ANY UTILITY DAMAGED RESULTING FROM CONSTRUCTION
ACTIVITIES SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.
TOPOGRAPHIC NOTES AND SPECIFICATIONS
13. HORIZONTAL DATUM IS NAD83(2011) & VERTICAL DATUM IS NAVD88. ALL COORDINATES ARE BASED ON
NAD83(2011) AND ALL ELEVATIONS ARE BASED ON NAVD88.
14. A TOPOGRAPHIC SURVEY HAS NOT BEEN COMPLETED.
15. THE DESIGN ELEVATIONS AND GRADES SHOWN IN THE DRAWINGS ARE BASED ON NC SPATIAL DATA
DOWNLOAD DIGITAL ELEVATION MODEL DATA FROM WHICH ALL COMPUTATIONS OF CUT AND FILL ARE
BASED. DISCREPANCIES BETWEEN THE EXISTING GROUND SURFACE AND FIELD CONDITIONS AT THE TIME OF
CONSTRUCTION CAN RESULT IN VARIATIONS OF TOTAL EXCAVATED QUANTITIES. THESE VARIATIONS SHALL
BE CONSIDERED INCIDENTAL TO CONSTRUCTION.
STREAM RESTORATION NOTES AND SPECIFICATIONS
16. FIELD CONDITIONS MAY REQUIRE ADAPTATION OF THE DESIGN AND/OR DETAILS PROVIDED IN THE
DRAWINGS. MINOR VARIATION(S) OR ADAPTATION(S) OF THE PROPOSED WORK SHOWN IN THE DRAWINGS
AND DETAILS ARE CONSIDERED INCIDENTAL TO THE WORK. THE ENGINEER WILL WORK WITH THE
CONTRACTOR TO ADDRESS ANY FIELD CHANGES.
17. IN -STREAM ROCK STRUCTURES MAY BE SUBSTITUTED WITH WOOD STRUCTURES WITH WRITTEN APPROVAL
FROM THE ENGINEER.
18. THE CONTRACTOR SHALL MARK THE LOCATIONS OF BANK STABILIZATION STRUCTURES USING SURVEY
GRADE GPS EQUIPMENT FOR REVIEW BY THE ENGINEER BEFORE BEGINNING EXCAVATION AND GRADING.
19. CONTRACTOR SHALL MINIMIZE, TO THE MAXIMUM EXTENT POSSIBLE, IMPACTS TO ADJACENT SIGNIFICANT
TREES.
20. CONTRACTOR SHALL USE AN EXCAVATOR WITH A HYDRAULIC THUMB TO INSTALL BANK STABILIZATION
STRUCTURES.
21. DESIGN ELEVATIONS SHALL BE CONSTRUCTED WITHIN 0.1' (VERTICAL). WIDTHS AND DEPTHS MUST FALL
WITHIN RANGES SHOWN IN THE DRAWINGS AND DETAILS.
22. IF THE EXISTING GROUND IS LESS THAN 0.2' HIGHER THAN THE PROPOSED BANKFULL ELEVATION, IT IS NOT
NECESSARY TO EXCAVATE TO THE PROPOSED ELEVATIONS AND GRADES IN THE CONSTRUCTION
DOCUMENTS.
23. BANK STABILIZATION STRUCTURES SHALL BE INSTALLED AS SHOWN IN THE DRAWINGS AND DETAILS. ALL
STRUCTURES SHALL BE FINISHED TO A SMOOTH SURFACE IN ACCORDANCE WITH THE LINES, GRADES AND
ELEVATIONS SHOWN IN THE DRAWINGS AND DETAILS. THE FINISHED STRUCTURE SLOPES AND GRADES
SHALL BE WITHIN 0.1' OF DESIGN ELEVATIONS.
24. AFTER THE STRUCTURE IS COMPLETE AND NORMAL FLOW IS RESTORED TO THE CHANNEL, SOME
ADJUSTMENT TO THE STRUCTURE OR ADDITIONAL STABILIZATION MEASURE MAY BE NECESSARY TO
ACHIEVE THE DESIRED FUNCTION.
25. THE GRADED RIVER BANKS SHALL BE STABILIZED AS SOON AS POSSIBLE BY TEMPORARY AND PERMANENT
SEEDING, ADDING STRAW MULCH TO BARE SOIL AND INSTALLING EROSION CONTROL MATTING AS SHOWN
IN THE DRAWINGS AND DETAILS. PRIOR TO INSTALLING THE EROSION CONTROL MATTING, PREPARE THE
SOIL SURFACE BY LOOSENING 3 - 6" OF SOIL OR APPLYING 3 - 6" OF TOPSOIL TO THE DESIGN ELEVATIONS
AND APPLY TEMPORARY AND PERMANENT SEED AND THEN STRAW MULCH. SEED SHALL BE BROADCAST
EVENLY OVER THE AREA USING A BROADCAST SPREADER PRIOR TO COVERING WITH THE EROSION
CONTROL MATTING. THE MATTING SHALL BE ROLLED OUT IN THE DIRECTION OF ANTICIPATED RUNOFF.
INSTALL MATTING IN ACCORDANCE WITH THE DETAIL INCLUDED IN THE DRAWINGS. MATTING USED FOR
STREAMBANK STABILIZATION MUST BE CERTIFIED WEED -FREE STRAW OR OTHER NATURAL WEED -FREE /
NON -PROPAGATING VEGETATIVE MATERIALS. REWORKING OF AREAS THAT DO NOT ESTABLISH
VEGETATION OR BECOME UNSTABLE SHALL BE NECESSARY IN THE MATTING SEPARATES FROM THE SOIL.
26. TOPSOIL SHALL BE REMOVED FROM EXCAVATION AND FILL AREAS PRIOR TO EXCAVATION AND GRADING
AND RE -APPLIED TO AREAS AFTER ROUGH GRADING IS COMPLETE. 2 - 4" OF TOPSOIL SHALL BE PLACED ON
DISTURBED AREAS TO THE ELEVATIONS AND GRADES INCLUDED IN THE DRAWINGS. EROSION AND
SEDIMENTATION CONTROL NOTES AND SPECIFICATIONS.
27. ALL CONSTRUCTION ACTIVITIES SHALL ADHERE TO THE CONDITIONS AND REQUIREMENTS OF NCDEML'S
NG01 CONSTRUCTION GENERAL PERMIT.
28. ALL TREES, UTILITIES AND OTHER SITE FEATURES SHALL BE PROTECTED UNLESS MARKED FOR REMOVAL OR
RELOCATION.
29. ALL WETLANDS AND STREAMS LOCATED WITHIN 50 FEET OF THE CONSTRUCTION AREA ON THE PROJECT
SITE SHALL BE CLEARLY MARKED (EXAMPLE- ORANGE FABRIC FENCING) PRIOR TO ANY LAND DISTURBING
ACTIVITIES AND MUST BE MAINTAINED ON THE PROPERTY UNTIL THE PROJECT PHASE IS COMPLETED [15A
NCAC 02H .0506 (13)(2)].
30. THE CONTRACTOR SHALL USED A STANDARD CONSTRUCTION ENTRANCE AT ALL SITE ACCESS POINTS TO
PREVENT SEDIMENT FROM BEING TRACKED ONTO PUBLIC ROADS.
31. THE CONTRACTOR SHALL USED TEMPORARY SILT FENCE ALONG THE DOWNSLOPE SIDE OF ALL STAGING
AREAS AND TEMPORARY STOCK PILE AREAS.
32. THE TURBIDITY STANDARD OF 50 NTUS (NEPHELOMETRIC TURBIDITY UNITS) SHALL NOT BE EXCEEDED AS
DESCRIBED IN 15A NCAC 02B .0200. APPROPRIATE SEDIMENT AND EROSION CONTROL PRACTICES MUST BE
USED TO MEET THIS STANDARD. [15A NCAC 02B .0211 (21)].
33. EQUIPMENT SHALL BE WELL -MAINTAINED, CLEANED PRIOR TO MOBILIZATION, AND CHECKED DAILY FOR
LEAKS OF PETROLEUM PRODUCTS. FUELING, LUBRICATION AND GENERAL EQUIPMENT MAINTENANCE
SHOULD NOT TAKE PLACE WITHIN 50 FEET OF A WATERBODY OR WETLANDS TO PREVENT CONTAMINATION
BY FUEL AND OILS. [15A NCAC 02H .0506 (13)(3) AND 15A NCAC 02B.0211(12)].
34. CONSTRUCTION SHALL BE TIMED TO OCCUR DURING TIMES OF LOW FLOW.
35. THE DESIGNER OR HIS DESIGNEE SHALL SUPERVISE THE INSTALLATION OF IN -STREAM STRUCTURES. [15A
NCAC 02H .0506(B)(1) AND (2)].
36. THE STREAM BANKS, IN -STREAM STRUCTURES AND WORK AREA MUST BE STABILIZED AT THE END OF EACH
DAY BEFORE THE TEMPORARY IN -STREAM DIVERSIONS AND PUMP AROUNDS ARE REMOVED AND FLOW IS
RETURNED THE FULL CHANNEL.
37. EROSION CONTROL MATTING THAT INCORPORATES PLASTIC MESH AND/OR PLASTIC TWINE SHALL NOT BE
USED ALONG STREAMBANKS OR WITHIN WETLANDS. DISTURBED AREAS SHOULD BE SEEDED, MULCHED,
AND/OR MATTED AS SOON AS POSSIBLE, PREFERABLY AT THE END OF EACH WORKDAY. [15A NCAC 02B
.0201]
38. IF BORROW OR WASTE MATERIAL IS REQUIRED OR GENERATED DURING GRADING OPERATIONS, AN
APPROVED EROSION AND SEDIMENT CONTROL PERMIT MUST BE SECURED FOR THE BORROW OR WASTE
MATERIAL SITE PRIOR TO INITIATION OF ANY LAND DISTURBING ACTIVITY. [15A NCAC 04B .0110].
QUANTITIES AND MATERIALS NOTES AND SPECIFICATIONS.
39. THE CONTRACTOR SHALL FURNISH ALL MATERIALS NECESSARY TO COMPLETE THE PROPOSED WORK
UNLESS OTHER PROVISIONS HAVE BEEN AGREED UPON PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL
DELIVER ALL MATERIALS TO THE DESIGNATED ACCESS POINTS AND STAGING AREAS. MATERIAL QUANTITIES,
DIMENSIONS AND SIZES SHALL CONFORM TO THE NOTES AND SPECIFICATIONS PROVIDED IN THE
CONSTRUCTION DOCUMENTS. THE ENGINEER MAY INSPECT AND APPROVE ALL MATERIALS PRIOR TO
CONSTRUCTION. IF MATERIALS DO NOT MEET THE MINIMUM REQUIREMENTS SPECIFIED IN THE
CONSTRUCTION DOCUMENTS, THE ENGINEER SHALL REJECT THE MATERIALS.
40. COSTS INCURRED DUE TO PROJECT DELAYS RESULTING FROM FAILURE OF THE CONTRACTOR TO MEET THE
REQUIREMENTS OF THE CONSTRUCTION DOCUMENTS SHALL BE THE EXPENSE OF THE CONTRACTOR.
QUANTITIES LISTED ARE ESTIMATES ONLY AND SHALL BE CONFIRMED BY THE CONTRACTOR.
41. THE EROSION CONTROL MEASURES DEPICTED ON THE DRAWINGS SHALL BE INSTALLED AS NEEDED TO KEEP
ALL SEDIMENT ON SITE AND OUT OF STREAMS AND WETLANDS. ADDITIONAL EROSION CONTROL MEASURES
(ABOVE THOSE SHOWN ON THE DRAWINGS) MAY BE REQUIRED IN ORDER TO KEEP ALL SEDIMENT ON SITE
AND OUT OF STREAMS AND WETLANDS. THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE PROJECT
OWNER AND ENGINEER PRIOR TO INSTALLATION OF ADDITIONAL EROSION CONTROL MEASURES.
42. ANY ADDITIONAL GRADING OTHER THAN WHAT IS SHOWN ON THE PLANS SHALL REQUIRE PRIOR APPROVAL
FROM THE PROJECT OWNER AND ENGINEER.
43. THE USE OF ANY BRAND NAMES/MANUFACTURERS OR MODELS IS INTENDED SOLELY TO DENOTE THE
QUALITY STANDARD OF THE DESIRED PRODUCT. ANY USE OF BRAND NAMES IS NOT INTENDED TO RESTRICT
BIDDERS TO A SPECIFIC BRAND, MAKE, MANUFACTURER, OR NAME. THE BRAND NAMES / MANUFACTURERS
OF MODELS ARE INTENDED TO CONVEY THE GENERAL STYLE, TYPE, CHARACTER, AND QUALITY OF PRODUCT.
EQUIVALENT PRODUCTS WILL BE ACCEPTABLE IF THE PROJECT OWNER OR ENGINEER HAS GIVEN APPROVAL
OF THE SPECIFIC PRODUCT IN WRITING.
44. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING AND PROVIDING STORAGE AREAS FOR
CONSTRUCTION MATERIALS AND EQUIPMENT. THE MATERIAL AND EQUIPMENT STORAGE SHALL COMPLY
WITH THE CONSTRUCTION DOCUMENTS AND ALL LOCAL, STATE AND FEDERAL REGULATIONS THROUGHOUT
THE CONSTRUCTION PERIOD. THE CONTRACTOR SHALL RESTORE THE STORAGE AREA TO ITS ORIGINAL (OR
BETTER) CONDITION UPON COMPLETION OF THE PROJECT OR UPON SUCH TIME AS DIRECTED BY THE
PROJECT OWNER AND ENGINEER. SUCH RESTORATION SHALL BE AT NO ADDITIONAL COST TO THE PROJECT
OWNER. THE CONTRACTOR SHALL WARRANTY ALL MATERIALS AND WORKMANSHIP FOR A PERIOD OF ONE
(1) YEAR FROM THE DATE OF ACCEPTANCE OF BY THE PROJECT OWNER AND SHALL REPLACE ANY PORTIONS
THAT FAIL DUE TO FAULTY MATERIALS OR WORKMANSHIP, AT NO ADDITIONAL COST TO THE PROJECT
OWNER. A SIX (6) MONTH AND ELEVEN (11) MONTH INSPECTION WILL BE PERFORMED DURING THE
WARRANTY PERIOD. THE CONTRACTOR SHALL IMMEDIATELY REPAIR ALL ITEMS DETERMINED BY THE
PROJECT OWNER OR AUTHORIZED REPRESENTATIVE TO BE DEFECTIVE UPON NOTIFICATION. THE
CONTRACTOR SHALL IMMEDIATELY REPAIR OR REPLACE FAILED ITEMS UPON NOTIFICATION BY THE
PROJECT OWNER. SEASONALLY INSTALLED ITEMS SHALL BE REPAIRED OR REPLACED DURING THE NEXT
AVAILABLE INSTALLATION PERIOD. ITEMS REPAIRED OR REPLACED UNDER THIS PROVISION SHALL HAVE AN
ADDITIONAL ONE (1) YEAR WARRANTY PERIOD FROM THE NEW DATE OF ACCEPTANCE. AREAS AND/OR
OTHER WORK DISTURBED WHILE ACCESSING AND/OR REPAIRING/REPLACING WARRANTY COVERED ITEMS
SHALL BE STABILIZED.
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7 SAMUEL ASHE DRIVE
ASHEVILLE, NC 28805
H CA R
Q) ESS� O`
SEAL
14, 02�.5
IGI
,, CRY D
DATE: 9/6/2023
SHEET NUMBER
1.2

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GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCG01 CONSTRUCTION GENERAL PERMIT
Implementing the details and specifications on this plan sheet will result in the construction
activity being considered compliant with the Ground Stabilization and Materials Handling
sections of the NCG01 Construction General Permit (Sections E and F, respectively). The
permittee shall comply with the Erosion and Sediment Control plan approved by the
delegated authority having jurisdiction. All details and specifications shown on this sheet
may not apply depending on site conditions and the delegated authority having jurisdiction.
SECTION E: GROUND STABILIZATION
Required Ground Stabilization Timeframes
Stabilize within this
Site Area Description
many calendar
Timeframe variations
days after ceasing
land disturbance
(a) Perimeter dikes,
swales, ditches, and
7
None
perimeter slopes
(b) High Quality Water
7
None
(HQW) Zones
(c) Slopes steeper than
If slopes are 10' or less in length and are
3:1
7
not steeper than 2:1, 14 days are
allowed
-7 days for slopes greater than 50' in
length and with slopes steeper than 4:1
-7 days for perimeter dikes, swales,
(d) Slopes 3:1 to 4:1
14
ditches, perimeter slopes and HQW
Zones
-10 days for Falls Lake Watershed
-7 days for perimeter dikes, swales,
(e) Areas with slopes
ditches, perimeter slopes and HQW Zones
flatter than 4:1
14
-10 days for Falls Lake Watershed unless
there is zero slope
Note: After the permanent cessation of construction activities, any areas with temporary
ground stabilization shall be converted to permanent ground stabilization as soon as
practicable but in no case longer than 90 calendar days after the last land disturbing
activity. Temporary ground stabilization shall be maintained in a manner to render the
surface stable against accelerated erosion until permanent ground stabilization is achieved.
GROUND STABILIZATION SPECIFICATION
Stabilize the ground sufficiently so that rain will not dislodge the soil. Use one of the
techniques in the table below:
Temporary Stabilization
Permanent Stabilization
• Temporary grass seed covered with straw or
• Permanent grass seed covered with straw or
other mulches and tackifiers
other mulches and tackifiers
• Hydroseeding
• Geotextile fabrics such as permanent soil
• Rolled erosion control products with or
reinforcement matting
without temporary grass seed
• Hydroseeding
• Appropriately applied straw or other mulch
• Shrubs or other permanent plantings covered
• Plastic sheeting
with mulch
• Uniform and evenly distributed ground cover
sufficient to restrain erosion
• Structural methods such as concrete, asphalt or
retaining walls
• Rolled erosion control products with grass seed
POLYACRYLAMIDES (PAMS) AND FLOCCULANTS
1. Select flocculants that are appropriate for the soils being exposed during
construction, selecting from the NC DWR List of Approved PAMS/Flocculants.
2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures.
3. Apply flocculants at the concentrations specified in the NC DWR List of Approved
PAMS/Flocculants and in accordance with the manufacturer's instructions.
4. Provide ponding area for containment of treated Stormwater before discharging
offsite.
5. Store flocculants in leak -proof containers that are kept under storm -resistant cover or
surrounded by secondary containment structures.
EQUIPMENT AND VEHICLE MAINTENANCE
1. Maintain vehicles and equipment to prevent discharge of fluids.
2. Provide drip pans under any stored equipment.
3. Identify leaks and repair as soon as feasible, or remove leaking equipment from the
project.
4. Collect all spent fluids, store in separate containers and properly dispose as
hazardous waste (recycle when possible).
5. Remove leaking vehicles and construction equipment from service until the problem
has been corrected.
6. Bring used fuels, lubricants, coolants, hydraulic fluids and other petroleum products
to a recycling or disposal center that handles these materials.
LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE
1. Never bury or burn waste. Place litter and debris in approved waste containers.
2. Provide a sufficient number and size of waste containers (e.g dumpster, trash
receptacle) on site to contain construction and domestic wastes.
3. Locate waste containers at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
4. Locate waste containers on areas that do not receive substantial amounts of runoff
from upland areas and does not drain directly to a storm drain, stream or wetland.
5. Cover waste containers at the end of each workday and before storm events or
provide secondary containment. Repair or replace damaged waste containers.
6. Anchor all lightweight items in waste containers during times of high winds.
7. Empty waste containers as needed to prevent overflow. Clean up immediately if
containers overflow.
8. Dispose waste off -site at an approved disposal facility.
9. On business days, clean up and dispose of waste in designated waste containers.
PAINT AND OTHER LIQUID WASTE
1. Do not dump paint and other liquid waste into storm drains, streams or wetlands.
2. Locate paint washouts at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
3. Contain liquid wastes in a controlled area.
4. Containment must be labeled, sized and placed appropriately for the needs of site.
5. Prevent the discharge of soaps, solvents, detergents and other liquid wastes from
construction sites.
PORTABLE TOILETS
1. Install portable toilets on level ground, at least 50 feet away from storm drains,
streams or wetlands unless there is no alternative reasonably available. If 50 foot
offset is not attainable, provide relocation of portable toilet behind silt fence or
place on a gravel pad and surround with sand bags.
2. Provide staking or anchoring of portable toilets during periods of high winds or in
high foot traffic areas.
3. Monitor portable toilets for leaking and properly dispose of any leaked material.
Utilize a licensed sanitary waste hauler to remove leaking portable toilets and
replace with properly operating unit.
EARTHEN STOCKPILE MANAGEMENT
1. Show stockpile locations on plans. Locate earthen -material stockpile areas at least
50 feet away from storm drain inlets, sediment basins, perimeter sediment controls
and surface waters unless it can be shown no other alternatives are reasonably
available.
2. Protect stockpile with silt fence installed along toe of slope with a minimum offset
of five feet from the toe of stockpile.
3. Provide stable stone access point when feasible.
4. Stabilize stockpile within the timeframes provided on this sheet and in accordance
with the approved plan and any additional requirements. Soil stabilization is
defined as vegetative, physical or chemical coverage techniques that will restrain
accelerated erosion on disturbed soils for temporary or permanent control needs.
ONSITE CONCRETE WASHOUT
STRUCTURE WITH LINER
SANDBAGS (TYP.)
OR STAPLES
10 MIL
SILT FENCE 1:1 PLASTIC SANDBAGS (TYP.)
SIDE SLOPE LINING OR STAPLES
(TYP.)
Z X Q
10'
HIGH MIN SANDBAGS (TYP.)
COHESIVE & B OR STAPLES
LOW FILTRATION HIGH
SOIL BERM 10 MIL COHESIVE &
CLEARLY MARKED SIGNAGE SECTION A -A
CONCRETE NOTING DEVICE (18"X24" MIN.)
WASHOUT NOTES:
1. ACTUAL LOCATION DETERMINED IN FIELD
2. THE CONCRETE WASHOUT STRUCTURES SHALL BE
MAINTAINED WHEN THE LIQUID AND/OR SOLID REACHES
75% OF THE STRUCTURES CAPACITY.
PLAN 3.CONCRETE WASHOUT STRUCTURE NEEDS TO BE
CLEARY MARKED WITH SIGNAGE NOTING DEVICE.
BELOW GRADE WASHOUT STRUCTURE
0 0 0 0 } PLASTIC LINING LOW FILTRATION
11 SIDE SLOPE SOIL BERM
O 0 ��TYP )
0 0 x¢
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t SECTION B-B
B
SANDBAGS TYP.) NOTES:
OR STAPLES 1. ACTUAL LOCATION DETERMINED IN FIELD
CLEARLY MARKED SIGNAGE 2. THE CONCRETE WASHOUT STRUCTURES
CONCRETE NOTING DEVICE (18"X24" MIN.) SHALL BE MAINTAINED WHEN THE LIQUID
WASHOUT AND/OR SOLID REACHES 75% OF THE
STRUCTURES CAPACITY TO PROVIDE
ADEQUATE HOLDING CAPACITY WITH A
MINIMUM 12 INCHES OF FREEBOARD.
PLAN 3.CONCRETE WASHOUT STRUCTURE NEEDS
TO BE CLEARY MARKED WITH SIGNAGE
NOTING DEVICE.
ABOVE GRADE WASHOUT STRUCTURE
NOT TO SCALE
CONCRETE WASHOUTS
1. Do not discharge concrete or cement slurry from the site.
2. Dispose of, or recycle settled, hardened concrete residue in accordance with local and
state solid waste regulations and at an approved facility.
3. Manage washout from mortar mixers in accordance with the above item and in
addition place the mixer and associated materials on impervious barrier and within lot
perimeter silt fence.
4. Install temporary concrete washouts per local requirements, where applicable. If an
alternate method or product is to be used, contact your approval authority for review
and approval. If local standard details are not available, use one of the two types of
temporary concrete washouts provided on this detail.
5. Do not use concrete washouts for dewatering or storing defective curb or sidewalk
sections. Stormwater accumulated within the washout may not be pumped into or
discharged to the storm drain system or receiving surface waters. Liquid waste must be
pumped out and removed from project.
6. Locate washouts at least 50 feet from storm drain inlets and surface waters unless it
can be shown that no other alternatives are reasonably available. At a minimum, install
protection of storm drain inlet(s) closest to the washout which could receive spills or
overflow.
7. Locate washouts in an easily accessible area, on level ground and install a stone
entrance pad in front of the washout. Additional controls may be required by the
approving authority.
8. Install at least one sign directing concrete trucks to the washout within the project
limits. Post signage on the washout itself to identify this location.
9. Remove leavings from the washout when at approximately 75% capacity to limit
overflow events. Replace the tarp, sand bags or other temporary structural
components when no longer functional. When utilizing alternative or proprietary
products, follow manufacturer's instructions.
10. At the completion of the concrete work, remove remaining leavings and dispose of in
an approved disposal facility. Fill pit, if applicable, and stabilize any disturbance caused
by removal of washout.
HERBICIDES, PESTICIDES AND RODENTICIDES
1. Store and apply herbicides, pesticides and rodenticides in accordance with label
restrictions.
2. Store herbicides, pesticides and rodenticides in their original containers with the label,
which lists directions for use, ingredients and first aid steps in case of accidental
poisoning.
3. Do not store herbicides, pesticides and rodenticides in areas where flooding is possible
or where they may spill or leak into wells, stormwater drains, ground water or surface
water. If a spill occurs, clean area immediately.
4. Do not stockpile these materials onsite.
HAZARDOUS AND TOXIC WASTE
1. Create designated hazardous waste collection areas on -site.
2. Place hazardous waste containers under cover or in secondary containment.
3. Do not store hazardous chemicals, drums or bagged materials directly on the ground.
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DATE: 9/6/2023
SHEET NUMBER
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PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION A: SELF -INSPECTION
Self -inspections are required during normal business hours in accordance with the
table below. When adverse weather or site conditions would cause the safety of the
inspection personnel to be in jeopardy, the inspection may be delayed until the next
business day on which it is safe to perform the inspection. In addition, when a storm
event of equal to or greater than 1.0 inch occurs outside of normal business hours,
the self -inspection shall be performed upon the commencement of the next
business day. Any time when inspections were delayed shall be noted in the
Inspection Record.
Frequency
Inspect
(during normal
Inspection records must include:
business hours)
(1) Rain gauge
Daily
Daily rainfall amounts.
maintained in
If no daily rain gauge observations are made during weekend or
good working
holiday periods, and no individual -day rainfall information is
order
available, record the cumulative rain measurement for those un-
attended days (and this will determine if a site inspection is
needed). Days on which no rainfall occurred shall be recorded as
"zero." The permittee may use another rain -monitoring device
approved by the Division.
(2) E&SC
At least once per
1. Identification of the measures inspected,
Measures
7 calendar days
2. Date and time of the inspection,
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Indication of whether the measures were operating
event > 1.0 inch in
properly,
24 hours
S. Description of maintenance needs for the measure,
6. Description, evidence, and date of corrective actions taken.
(3) Stormwater
At least once per
1. Identification of the discharge outfalls inspected,
discharge
7 calendar days
2. Date and time of the inspection,
outfalls (SDOs)
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Evidence of indicators of Stormwater pollution such as oil
event > 1.0 inch in
sheen, floating or suspended solids or discoloration,
24 hours
5. Indication of visible sediment leaving the site,
6. Description, evidence, and date of corrective actions taken.
(4) Perimeter of
At least once per
If visible sedimentation is found outside site limits, then a record
site
7 calendar days
of the following shall be made:
and within 24
1. Actions taken to clean up or stabilize the sediment that has left
hours of a rain
the site limits,
event > 1.0 inch in
2. Description, evidence, and date of corrective actions taken, and
24 hours
3. An explanation as to the actions taken to control future
releases.
(5) Streams or
At least once per
If the stream or wetland has increased visible sedimentation or a
wetlands onsite
7 calendar days
stream has visible increased turbidity from the construction
or offsite
and within 24
activity, then a record of the following shall be made:
(where
hours of a rain
1. Description, evidence and date of corrective actions taken, and
accessible)
event > 1.0 inch in
2. Records of the required reports to the appropriate Division
24 hours
Regional Office per Part III, Section C, Item (2)(a) of this permit.
(6) Ground
After each phase
1. The phase of grading (installation of perimeter E&SC
stabilization
of grading
measures, clearing and grubbing, installation of storm
measures
drainage facilities, completion of all land -disturbing
activity, construction or redevelopment, permanent
ground cover).
2. Documentation that the required ground stabilization
measures have been provided within the required
timeframe or an assurance that they will be provided as
soon as possible.
NOTE: The rain inspection resets the required 7 calendar day inspection
requirement.
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION B: RECORDKEEPING
1. E&SC Plan Documentation
The approved E&SC plan as well as any approved deviation shall be kept on the site. The
approved E&SC plan must be kept up-to-date throughout the coverage under this permit.
The following items pertaining to the E&SC plan shall be kept on site and available for
inspection at all times during normal business hours.
Item to Document
Documentation Requirements
(a) Each E&SC measure has been installed
Initial and date each E&SC measure on a copy
and does not significantly deviate from the
of the approved E&SC plan or complete, date
locations, dimensions and relative elevations
and sign an inspection report that lists each
shown on the approved E&SC plan.
E&SC measure shown on the approved E&SC
plan. This documentation is required upon the
initial installation of the E&SC measures or if
the E&SC measures are modified after initial
installation.
(b) A phase of grading has been completed.
Initial and date a copy of the approved E&SC
plan or complete, date and sign an inspection
report to indicate completion of the
construction phase.
(c) Ground cover is located and installed
Initial and date a copy of the approved E&SC
in accordance with the approved E&SC
plan or complete, date and sign an inspection
plan.
report to indicate compliance with approved
ground cover specifications.
(d) The maintenance and repair
Complete, date and sign an inspection report.
requirements for all E&SC measures
have been performed.
(e) Corrective actions have been taken
Initial and date a copy of the approved E&SC
to E&SC measures.
plan or complete, date and sign an inspection
report to indicate the completion of the
corrective action.
2. Additional Documentation to be Kept on Site
In addition to the E&SC plan documents above, the following items shall be kept on
the site and available for inspectors at all times during normal business hours, unless
the Division provides a site -specific exemption based on unique site conditions that
make this requirement not practical:
(a) This General Permit as well as the Certificate of Coverage, after it is received.
(b) Records of inspections made during the previous twelve months. The permittee
shall record the required observations on the Inspection Record Form provided by
the Division or a similar inspection form that includes all the required elements.
Use of electronically -available records in lieu of the required paper copies will be
allowed if shown to provide equal access and utility as the hard -copy records.
3. Documentation to be Retained for Three Years
All data used to complete the e-NOI and all inspection records shall be maintained for
a period of three years after project completion and made available upon request. [40
CFR 122.41]
PART II, SECTION G. ITEM (4)
DRAW DOWN OF SEDIMENT BASINS FOR MAINTENANCE OR CLOSE OUT
Sediment basins and traps that receive runoff from drainage areas of one acre or more shall use outlet structures that withdraw water from the surface when these devices need to
be drawn down for maintenance or close out unless this is infeasible. The circumstances in which it is not feasible to withdraw water from the surface shall be rare (for example,
times with extended cold weather). Non -surface withdrawals from sediment basins shall be allowed only when all of the following criteria have been met:
(a) The E&SC plan authority has been provided with documentation of the non -surface withdrawal and the specific time periods or conditions in which it will occur. The
non -surface withdrawal shall not commence until the E&SC plan authority has approved these items,
(b) The non -surface withdrawal has been reported as an anticipated bypass in accordance with Part III, Section C, Item (2)(c) and (d) of this permit,
(c) Dewatering discharges are treated with controls to minimize discharges of pollutants from stormwater that is removed from the sediment basin. Examples of appropriate
controls include properly sited, designed and maintained dewatering tanks, weir tanks, and filtration systems,
(d) Vegetated, upland areas of the sites or a properly designed stone pad is used to the extent feasible at the outlet of the dewatering treatment devices described in Item (c)
above,
(e) Velocity dissipation devices such as check dams, sediment traps, and riprap are provided at the discharge points of all dewatering devices, and
(f) Sediment removed from the dewatering treatment devices described in Item (c) above is disposed of in a manner that does not cause deposition of sediment into waters of the
United States.
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION C: REPORTING
1. Occurrences that Must be Reported
Permittees shall report the following occurrences:
(a) Visible sediment deposition in a stream or wetland.
(b) Oil spills if:
• They are 25 gallons or more,
• They are less than 25 gallons but cannot be cleaned up within 24 hours,
• They cause sheen on surface waters (regardless of volume), or
• They are within 100 feet of surface waters (regardless of volume).
(c) Releases of hazardous substances in excess of reportable quantities under Section
311 of the Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Section 102
of CERCLA (Ref: 40 CFR 302.4) or G.S. 143-215.85.
(d) Anticipated bypasses and unanticipated bypasses.
(e) Noncompliance with the conditions of this permit that may endanger health or
the environment.
2. Reporting Timeframes and Other Requirements
After a permittee becomes aware of an occurrence that must be reported, he shall
contact the appropriate Division regional office within the tmeframes and in
accordance with the other requirements listed below. Occurrences outside normal
business hours may also be reported to the Department's Environmental Emergency
Center personnel at [phone].
Occurrence
Reporting Timeframes (After Discovery) and Other Requirements
(a) Visible sediment
■
Within 24 hours, an oral or electronic notification.
deposition in a
.
Within 7 calendar days, a report that contains a description of the
stream or wetland
sediment and actions taken to address the cause of the deposition.
Division staff may waive the requirement for a written report on a
case -by -case basis.
■
If the stream is named on the NC 303(d) list as impaired for sediment -
related causes, the permittee may be required to perform additional
monitoring, inspections or apply more stringent practices if staff
determine that additional requirements are needed to assure compliance
with the federal or state impaired -waters conditions.
(b) Oil spills and
.
Within 24 hours, an oral or electronic notification. The notification
release of
shall include information about the date, time, nature, volume and
hazardous
location of the spill or release.
substances per Item
1(b)-(c) above
(c) Anticipated
w
A report at least ten days before the date of the bypass, if possible.
bypasses [40 CFR
The report shall include an evaluation of the anticipated quality and
122.41(m)(3)]
effect of the bypass.
(d) Unanticipated
■
Within 24 hours, an oral or electronic notification.
bypasses [40 CFR
*
Within 7 calendar days, a report that includes an evaluation of the
122.41(m)(3)]
quality and effect of the bypass.
(e) Noncompliance
■
Within 24 hours, an oral or electronic notification.
with the conditions
■
Within 7 calendar days, a report that contains a description of the
of this permit that
noncompliance, and its causes; the period of noncompliance,
may endanger
including exact dates and times, and if the noncompliance has not
health or the
been corrected, the anticipated time noncompliance is expected to
environment[40
continue; and steps taken or planned to reduce, eliminate, and
CFR 122.41(I)(7)]
prevent reoccurrence of the noncompliance. [40 CFR 12_2.41(1)(6).
■
Division staff may waive the requirement for a written report on a
case -by -case basis.
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DATE: 9/6/2023
SHEET NUMBER
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WORK QUANTITIES & NRCS PRACTICE CODES
LIST OF MATERIALS
ITEM #
DESCRIPTION
CITY
UNIT
EROSION AND SEDIMENTATION CONTROL
1
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT
5
EA
2
TEMPORARY SILT FENCE
450
LF
3
TEMPORARY STREAM CROSSING
4
EA
BANK STABILIZATION
4
STREAM BANK GRADING
41104
LF
5
WOOD TOE PROTECTION WITH SOIL LIFTS
1,105
LF
6
BOULDER TOE
125
LF
7
BED AND BANK GRADING - EXCAVATION
N/A
CY
8
BED AND BANK GRADING - FILL
N/A
CY
9
SOIL SPREADING
5,000
CY
STREAM RESTORATION STRUCTURES
10
LOG VANE - UT1 & UT2 (15 - 20 FT)
13
EA
11
LOG VANE-ASHWORTH CR (40 FT)
16
EA
12
BOULDER J-HOOK (ASHWORTH CR)
11
EA
13
BOULDER J-HOOK (UT1 & UT2)
6
EA
14
BOULDER RIFFLE (ASHWORTH CR)
4
EA
15
HABITAT STRUCTURE BOULDER
22
EA
16
ISTREAM CROSSING - 30' OF 54" CULVERT
1
EA
RE -VEGETATION
17
LIMITS OF DISTURBANCE
11.33
AC
18
PERMANENT SEEDING - ZONE 1 AND ZONE 2
5.31
AC
19
ZONE 1- LIVE STAKES
1.65
AC
20
ZONE 2 - BAREROOT SEEDLINGS
3.66
AC
PLAN LEGEND
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DESIGN STREAM CENTERLINE
DESIGN BANKFULL
DESIGN MAJOR CONTOUR
DESIGN MINOR CONTOUR
EXISTING STREAM CENTERLINE
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
EXISTING TOP OF BANK
PROPERTY LINE
BUILDING FOOTPRINT
ROAD CENTERLINE
RIGHT OF WAY
IRRIGATION LINE
OVERHEAD COMMUNICATIONS
BRIDGE OUTLINE
EXISTING CULVERT
MORPHOLOGIC CHARACTERISTICS TABLE
Drainage Area: 4 sq mi = 2,560 ac
Existing
Proposed
Proposed Ranges e/
1. Stream Type
G4c
C4
C4
2. Bankfull Area - Sq Ft aj
50 - 8❑
49
46 - 52
3. Bankfull Width - Ft a/
28 - 42
30
28 - 32
4. Avg Bankfull Depth -- Ft a�
1.5 - 2.5
1.7
1.5 - 1.8
5. Maximum depth - Ft a/
2.5 - 3.5
2.8
2.5 - 3.2
6. Estimated Bankfull Velocity (ft/sec) `/
3.2 - 4.2
3.1
2.8 - 3.4
7. Estimated Bankfull Discharge (cu.ft%sec)
150 - 220
150
140 - 160
8. Width/Depth Ratio - Range
16-19
17.6
16-19
9. Floodprone Width - ft
30 - 45
90
80 - 120
10. Entrenchment Ratio e/
1.1 - 1.6
3.0
2.5 - 4.0
11. Bank Height Ratio
12. Sinuosity
1.8 - 2.5
1.10
1.0
1.10
1.0
1.10
13. Avg Water Surface Slope - Ft/Ft
0.0033
0.0033
0.0033
14. Riffle Slope - Ft/Ft
0.004 - 0.008
0.005
0.004 - 0.007
15. Riffle Length (Range) - Ft
22 - 55
45 - 6❑
3-4
45 - 60
16.Max depth pool -Ftb/
3.5-5.7
3-4
17. Pool to Pool Spacing (Range) - Ft
100 - 240
120 - 180
120 - 180
18. Pool Length (Range) - Ft
45 - 9❑
80 - 120
80 - 120
19. Inner Berm Area - Sq Ft a�
12 - 22
15
12-18
20. Inner Berm Width - Ft a/
10 - 25
14
11-17
21. Avg Inner Berm Depth - Ft a�
1.0 - 1.5
11
0.9 - 1.3
22. Inner Berm maximum depth - Ft a�
1.1 - 2.0
1.3
1.1 - 1.5
a/ Measured at typical riffle
el Measu red at typical pool
`/ Attach velocity and discharge calculations
d/ Bank height divided by Bankfull ❑epth measured at same section
e/ Channel width measured at two times the Max. Bankfull Depth divided by the Bankfull width
Velocity Calculation using Manning Equation, v = 1.486 R2/3S1/2/ n with n = 0.04
Discharge Calculation using Continuity Equation, Ct = v A
STRUCTURE LEGEND
f&M TOE WOOD PROTECTION
STREAMBANK GRADING
BOULDER TOE PROTECTION
PROFILE LEGEND
LEGEND
DESIGN STREAM THALWEG
DESIGN BANKFULL
EXISTING GROUND
LOG J-HOOK VANE
DESIGN RIFFLE i LOG VANE
LOG VANE
CULVERT STREAM CROSSING
0' LOG J-HOOK VANE
BOULDER) -HOOK
CONSTRUCTED BOULDER RIFFLE
HABITAT STRUCTURE
CULVERT STREAM CROSSING
OUTFALL STILLING BASM
SEDIMENT COMPETENCE CALCULATION TO ASSESS BED STABILITY
Stream:
Ashworth Creek
-Reach:
Perl.111"011
Observers:
Greg Jennings
Date:
12/2/2022
Enter Required Information
10
D5t,
Riffle bed material D50 (mm)
5
D ,
Bar sample D50 (mm)
0.10
D=„.,\
Largest particle from bar sample ( tt)
30
mm
304.8 mm/foot
0.0033
S
Bankl'ull water sttrf'ace slope (ftlft)
1.7
d
Bankfull mean depth (ft)
1.65
,�s
Submerged specific weight of sediment
Select the appropriate equation and calculate critical dimensionless shear stress
2.0
D7c,ID';�r
Range 3-7 Use Equation l : z* = 0.0834(D5(y1D',t))-«.s7'
3.0
DIT13N/D,n
Range 1.3-3.0 Use Equation 2: z = 0.0384(D„,9,.IDs0 )-().997
0.014
T"
Bankfull Dimensionless Shear Stress
Equation used:
?
Calculate bankfull mean depth required for entrainment of largest particle in bar sample
0.71
d
Required bankfull mean depth (tt) d = z* ys D„,,,x / S
Stable Aggrading Degrading -
Calculate bankfull water surface slope required for entrainment of largest particle in bar sample
0.0014
S
Required bank -full water surface slope (ft/ft) S = c* ys Dlna.1 d
Stable Aggrading Degrading
Sediment competence using dimensional shear stress
0.35
Bankfull Shear Stress T = y d S 0blft2 )
20
Moveable particle size (min) at bank -full shear stress (Shields Diagram)
0.5
Predicted shear stress required to initiate movement of D,,,\ (mm) (Shields Diagram)
2.4
Predicted mean depth required to initiate movement ofDi13x (mtn) d = T 1 y S
0.0047
Predicted slope required to initiate movement of D(mm) S = z /7 d
EROSION AND SEDIMENTATION CONTROL LEGEND
goo LIMITS OF DISTURBANCE
SF SILT FENCE
TD TEMPORARY IN -STREAM DIVERSION
STAGING AND STORAGE AREA
STABILIZED CONSTRUCTION ENTRANCE
CONSTRUCTION ACCESS ROUTE
TEMPORARY STREAM CROSSING
WORKAREA� TEMPORARY PUMP AROUND
P
RE -VEGETATION PLAN LEGEND
ZONE 1 - STREAMBANKS
00000000 ZONE 2-RIPARIAN BUFFER
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M-11 CHANNEL PLUG
SHEET NUMBER
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FILL DISPOSAL AREA.
2.9 ACRES TO BE GRADED 1.1' ABOVE
EXISTING GROUND SURFACE.
APPROX 5,000 CU. YDS. OF FILL.
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7 SAMUEL ASHE DRIVE
ASHEVILLE, NC 28805
Quo SEAL
024A5
%� R IN
DATE: 9/6/2023
SCALE (34"X22"): 1 " = 150'
SCALE (17" X11 "): 1 " = 300'
0 150 300
SCALE IN FEET
SHEET NUMBER
1
2.1

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Y
2265 0+00
2260
2255
2250
2245
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CAMERON BETTY
9695650831
i
NOTES:
• 580 BIO - STREAMBANK GRADING.
SEE DETAIL, SHEET 4.1
•
` ° III 580 WOOD _
584 VANE 584 RIFFLE
580 BIO
�"
J
k0ram-r-
j _ ——_. _ / �� �+ v
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580 BIO
2+5
REED BRANCH.
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SEE SHEET 2.8
395 ROCK
580 WOOD
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CHANNEL PLUG j
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2265
1.6
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225
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PR ASHWORTH CREEK - SCALE: HOR 1" =30'; VERT 1"= 3'
o+uu
2260
2255
2250
2245
580 WOOD - TOE WOOD.
SEE DETAIL, SHEET 4.1
580 STRUCTURAL - BOULDER TOE.
SEE DETAIL, SHEET 4.1
584 J-HOOK - LOG J-HOOK VANE.
SEE DETAIL, SHEET 4.2
584 VANE - LOG VANE.
SEE DETAIL, SHEET 4.2
584 RIFFLE - CONSTRUCTED RIFFLE.
SEE DETAIL, SHEET 4.2
584 BLDR RIFFLE - BOULDER RIFFLE.
SEE DETAIL, SHEET 4.2
578 CULVERT - CULVERT CROSSING.
SEE DETAIL, SHEET 4.3
395 ROCK - STREAM HABITAT IMPROVEMENT
CHANNEL PLUG - CHANNEL PLUG.
SEE DETAIL, SHEET 4.3
U
Q
m
z
Q
0
X z
0
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7 SAMUEL ASHE DRIVE
ASHEVILLE, NC 28805
Q ,
SEAL
0215
DATE: 9/6/2023
SCALE (34"X22"): 1 " = 30'
SCALE (17"X11"): 1" = 60'
0 30 60
SCALE IN FEET
SHEET NUMBER
NOT TO
SCALE 2.2

J — NOTES:
7
J� c \\ • 580 BIO - STREAMBANK GRADING.
SEE DETAIL, SHEET 4.1
� c\
c �1 L N' CA T rIE
- 580 B I O
MAINTAIN EX.
FORD CROSSING—
, 584 J-HOOK 580 WOOD 584 RIFFLE
584 RIFFLE
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5810 -� 1 �`- 395 ROCK
s 580 WOOD 1 — _ - _ - ���i�� — ` 3 ROCK - _ _ � a' •
L - _
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CAN BE REPLACED WITH;a-
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PR ASHWORTH CREEK - SCALE: HOR 1" =30'; VERT 1"= 3'
2260
2255
2250
2245
2240
I
580 WOOD - TOE WOOD.
SEE DETAIL, SHEET 4.1
580 STRUCTURAL - BOULDER TOE.
SEE DETAIL, SHEET 4.1
584 J-HOOK - LOG J-HOOK VANE.
SEE DETAIL, SHEET 4.2
584 VANE - LOG VANE.
SEE DETAIL, SHEET 4.2
584 RIFFLE - CONSTRUCTED RIFFLE.
SEE DETAIL, SHEET 4.2
584 BLDR RIFFLE - BOULDER RIFFLE.
SEE DETAIL, SHEET 4.2
578 CULVERT - CULVERT CROSSING.
SEE DETAIL, SHEET 4.3
395 ROCK - STREAM HABITAT IMPROVEMENT
CHANNEL PLUG - CHANNEL PLUG.
SEE DETAIL, SHEET 4.3
a
U
Q
m
z
Q
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o
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n
7 SAMUEL ASHE DRIVE
ASHEVILLE, NC 28805
Q ,
SEAL
02�5
DATE: 9/6/2023
SCALE (34"X22"): ill = 30'
SCALE (17"X11"): 1" = 60'
0 30 60
SCALE IN FEET
SHEET NUMBER
NOT TO
SCALE 2.3

i
LYNCH WILLIAM M;
LYNCH CATHERINE E
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2250
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NOTES:
• 580 BIO - STREAMBANK GRADING.
SEE DETAIL, SHEET 4.1
• 580 WOOD - TOE WOOD.
SEE DETAIL, SHEET 4.1
• 580 STRUCTURAL - BOULDER TOE.
SEE DETAIL, SHEET 4.1
• 584 J-HOOK - LOG J-HOOK VANE.
SEE DETAIL, SHEET 4.2
U
Q
m
z
Q
0
X z
0
UJ
m a
o ;
w w
U �
• 584 VANE - LOG VANE. X
SEE DETAIL, SHEET 4.2 m
w
• 584 RIFFLE - CONSTRUCTED RIFFLE.
SEE DETAIL, SHEET 4.2
• 584 BLDR RIFFLE - BOULDER RIFFLE.
SEE DETAIL, SHEET 4.2
• 578 CULVERT - CULVERT CROSSING.
SEE DETAIL, SHEET 4.3
• 395 ROCK - STREAM HABITAT IMPROVEMENT
• CHANNEL PLUG - CHANNEL PLUG.
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ASHEVILLE, NC 28805
,�IIII1111IL.,,,,,
Q ,
SEAL
02�5
DATE: 9/6/2023
SCALE (34"X22"): ill = 30'
SCALE (17"X11"): 1" = 60'
0 30 60
SCALE IN FEET
SHEET NUMBER
NOT TO
SCALE 2.4

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2250
2245
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18+00
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LL+UU
L,S+UU
0
2255
2250
2245
2240
2235
24+00
NOTES:
• 580 BIO - STREAMBANK GRADING.
SEE DETAIL, SHEET 4.1
• 580 WOOD - TOE WOOD.
SEE DETAIL, SHEET 4.1
• 580 STRUCTURAL - BOULDER TOE.
SEE DETAIL, SHEET 4.1
• 584 J-HOOK - LOG J-HOOK VANE.
SEE DETAIL, SHEET 4.2
a
U
a
Q
m
z
Q
0
X z
0
m
W
= o
U
• X
584 VANE -LOG VANE.
SEE DETAIL, SHEET 4.2 m
W
• 584 RIFFLE - CONSTRUCTED RIFFLE.
SEE DETAIL, SHEET 4.2
• 584 BLDR RIFFLE - BOULDER RIFFLE.
SEE DETAIL, SHEET 4.2
• 578 CULVERT - CULVERT CROSSING.
SEE DETAIL, SHEET 4.3
• 395 ROCK - STREAM HABITAT IMPROVEMENT
CHANNEL PLUG - CHANNEL PLUG.
SEE DETAIL, SHEET 4.3
o
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7 SAMUEL ASHE DRIVE
ASHEVILLE, NC 28805
H C A R O
c N
�OF ESS�
SEAL
024A 5
GINE
CRY D
nn iiiui
DATE: 9/6/2023
SCALE (34"X22"): ill = 30'
SCALE (17"X11"): 1" = 60'
0 30 60
SCALE IN FEET
SHEET NUMBER
NOT TO
SCALE 2.5

580 WOOD
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2250
2245
2240
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NOTES:
_-
-� - -_7i -__ - - - - -
- - - - _ _ =� —_
-
• 580 BIO - STREAMBANK GRADING.
_�
__
_-
SEE DETAIL, SHEET 4.1
-�-
-
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}
_ _ _ --
- - - - _
SEE DETAIL, SHEET 4.1
r
J
S
• 580 STRUCTURAL - BOULDER TOE.
✓
SEE DETAIL, SHEET 4.1
580 BIO
584 J-HOOK
580 WOOD
. 584 J-HOOK - LOG J-HOOK VANE.
584 VANE
395
ROCK
SEE DETAIL, SHEET 4.2
580 B I O
580 WOOD
584---
395 ROCK RIFFLE
BIO � CHANNEL PLUG
_-580
_ _
----------------------------
------
584 VANE -LOG VANE.
SEE DETAIL, SHEET 4.2
584 VANE
580 WOOD 584 RIFFLE
4�1584 RIFFLE - CONSTRUCTED RIFFLE.
SEE DETAIL, SHEET 4.2
e
584 BLDR RIFFLE - BOULDER RIFFLE.
p�
I SEE DETAIL, SHEET 4.2
578 CULVERT - CULVERT CROSSING.
SEE DETAIL, SHEET 4.3
7p NOR �1100_
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SEE SHEET 2.10
HAMILTON WILLIAM G;
HAMILTON SUSIE S C
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7 SAMUEL ASHE DRIVE
ASHEVILLE, NC 28805
,�11111111IL.,,,,,
Quo SEAL
0215
GINS`
DATE: 9/6/2023
SCALE (34"X22"): ill = 30'
SCALE (17"X11"): 1" = 60'
0 30 60
SCALE IN FEET
SHEET NUMBER
NOT TO
SCALE 2.6

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NOTES:
• 580 BIO - STREAMBANK GRADING.
SEE DETAIL, SHEET 4.1
• 580 WOOD - TOE WOOD.
SEE DETAIL, SHEET 4.1
• 580 STRUCTURAL - BOULDER TOE.
SEE DETAIL, SHEET 4.1
• 584 J-HOOK - LOG J-HOOK VANE.
SEE DETAIL, SHEET 4.2
U
Q
m
z
Q
X z
O
UJ
m a
w w
U �
• X
584 VANE -LOG VANE.
SEE DETAIL, SHEET 4.2 m
w
• 584 RIFFLE - CONSTRUCTED RIFFLE.
SEE DETAIL, SHEET 4.2
• 584 BLDR RIFFLE - BOULDER RIFFLE.
SEE DETAIL, SHEET 4.2
• 578 CULVERT - CULVERT CROSSING.
SEE DETAIL, SHEET 4.3
• 395 ROCK - STREAM HABITAT IMPROVEMENT
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7 SAMUEL ASHE DRIVE
ASHEVILLE, NC 28805
DATE: 9/6/2023
SCALE (34"X22"): ill = 30'
SCALE (17"X11"): 1" = 60'
0 30 60
SCALE IN FEET
SHEET NUMBER
NOT TO
SCALE 2.7

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v
Q
m
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-tom
SEE DETAIL, SHEET 4.1
fr
` \ _ J� 3Xp�z` \,- -�- 1 J�
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580 WOOD - TOE WOOD.
SEE DETAIL, SHEET 4.1
o
` I / ' / \��� �=
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580 STRUCTURAL - BOULDER TOE.
m
0
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SEE DETAIL SHEET 4.1LLJ
a
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w
SEE SHEET 2.2 �
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•
584 J-HOOK - LOG J-HOOK VANE.
SEE DETAIL, SHEET 4.2
w
�
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X
1 \ \ -
j / S / / -- ` �`� `� v \
• 584 VANE - LOG VANE.
_ o -
580 BIO \
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co
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0
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CL
Q
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> v' _ / pp ==r ��
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584 BLDR RIFFLE - BOULDER RIFFLE.
c-\ \
SEE DETAIL, SHEET 4.2
/ �� / ��- ��� /� << ���/ ` I ' 1 _ - ((1 V�
\ �\\�
•
578 CULVERT - CULVERT CROSSING.
SEE DETAIL, SHEET 4.3
kjf
580 BIO �— ��
7+ _ _
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•
-
395 ROCK STREAM HABITAT IMPROVEMENT
0LO
+
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CHANNEL PLUG = v — v� -
= ��
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•
CHANNEL PLUG - CHANNEL PLUG.
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2260
2260
7 SAMUEL ASHE DRIVE
ASHEVILLE, NC 28805
2255
2255
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/o
Q ky
<
SEAL
= 025
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BRE
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A =
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A =
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251.
01
�������niDiin
DATE:
9/6/2023
SCALE
(34"X22"): ill = 30'
0+00
SCALE
(17"X11 "): 1" = 60'
1 +00
2+00
3+00
REED
BRANCH
-
SCALE:
HOR
1"
=30';
VERT
1"=
3'
0
30
60
SCALE IN FEET
SHEET NUMBER
NOT TO
2.8
SCALE

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580 BIO - STREAMBANK GRADING.
Q
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HAMILTON WILLIAM G , __/
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9695472179
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o
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m
584 RIFFLE
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Environmental
7 SAMUEL ASHE DRIVE
ASHEVILLE, NC 28805
2245
2245
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EX. 6' X 6' BOX CULVERT.
INVERT ELEVATIONS ARE APPROXIMATE
YO
2240
2240
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O
2235
2235
GRADE
BREAK
TA
1+9
.15
EL
V =
2237
828
Co
N
N
N
co
N
CN N
N
N
M
N
DATE: 9/6/2023
RA
E BREAK
TA
2+0
.53
EL
V =
2239.618
w
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w
w
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W
SCALE
(34"X22"): 1 "
-
- 30'
w
N
W
w
w
w
o
w
SCALE
(17"X11"): 1"
= 60'
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0 30
60
a
0
a
a
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2+00
3+00
3+50
SCALE IN FEET
p+pp 1 +pp
PR
UT2
TO
ASHWORK
CR
-
SCALE:
HOR
1"
=301; VERT
1"= 3'
SHEET NUMBER
NOT TO
2.11
SCALE

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NOTES:
a
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580 BIO - STREAMBANK GRADING.
C
Q
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SEE DETAIL, SHEET 4.1
•
580 WOOD -TOE WOOD.
SEE DETAIL SHEET 4.1
•
580 STRUCTURAL - BOULDER TOE.
0
SEE DETAIL SHEET 4.1LLJ
a
•
584 J-HOOK - LOG J-HOOK VANE.
z
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SEE DETAIL, SHEET 4.2
OUTFALL STILLING /
'�\ �� c
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_ _ —
— _
584 VANE - LOG VANE.
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SEE DETAIL, SHEET 4.2
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•
584 RIFFLE - CONSTRUCTED RIFFLE.
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SEE DETAIL, SHEET 4.2
Q
1
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�— _
_
584 BLDR RIFFLE - BOULDER RIFFLE.
— J�o�
/
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SEE DETAIL, SHEET 4.2
/���
l /
/� J _ , —
— _ — _ / — — _
•
578 CULVERT - CULVERT CROSSING.
TYP. 12' WIDTH //� %
/
— _ _ . —
—' / �' _ _
_
SEE DETAIL, SHEET 4.3
Z
\ / ( CULVERT CROSSING. SEE SHEET
r 2.9 AND DETAIL SHEET 4.3
395 ROCK - STREAM HABITAT IMPROVEMENT
UT1
SEE
TO ASHWORTH CREEK.
SHEET 2.9
_ _
_ — —
•
CHANNEL PLUG - CHANNEL PLUG.
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SEE DETAIL SHEET 4.3
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7 SAMUEL ASHE DRIVE
ASHEVILLE, NC 28805
2255
2255
4.5' CORRUGATED PE CULVERT.
SEE SHEET 2.9
o���yq'-%
,.��°��`�oFEss
Q
,
SEAL
2250
2250
025
12" OF RIFFLE MATERIAL
INSTALL BEDDING PER
MANUFACTURERS SPECIFICATIONS
DATE:
9/6/2023
0+00
1 +00 1 +26
SCALE
(34"X22"): ill = 30'
PR UT1 CROSSING - SCALE: HOR
1" =30'; VERT 1'= 3'
SCALE
(17"X11"): 1" = 60'
0
30
60
SCALE IN FEET
SHEET NUMBER
NOT TO
2.12
SCALE

a
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FLOODPLAIN WIDTH VARIES PER PLAN
TIE TO EXISTING W
BKF PER GRADING PLAN
/ PROPOSED EROSION I
i/ FLOODPLAIN TYP. CONTROL MATTING INNER
( 20.1) _ SEE DETAIL, SHEET 4.1 DMAX BERM FLOODPLAIN (TYP. 20:1)
/ - /
BKF WSE I
01 WIB
----- - - - - - - -
IB WSE /
RIFFLE CROSS-SECTION SUMMARY
PROPOSED GRADE
DMAX-IB MAX DEPTH AT CENTER OF
RIFFLE CROSS-SECTION
PROPOSED CENTERLINE ALIGNMENT
TYPICAL ASHWORTH CREEK RIFFLE CROSS-SECTION
PARAMETER
PARAMETER
ABKF (FT2)
48.8
AIB (FT2)
15.4
WBKF (FT)
29.6
WIB (FT)
13.8
DBKF (FT)
1.7
DIB (FT)
1.1
DMAX (FT)
2.8
DMAX-IB (FT)
1.5
W/D
17.9
WIB/DIB
1.4
DMAX/DBKF
1•7
DMAX-IB/DIB
1.3
So (FT/FT)
.006
AIB/ABKF
.32
NOT TO SCALE
TYPICAL CROSS-SECTION NOTES
1. CONSTRUCT CROSS -SECTIONS TO THE LINES, ELEVATIONS AND GRADES SHOWN ON THE PLAN,
PROFILE, AND DETAILS.
2. INSTALL STREAM RESTORATION STRUCTURES IN PROPOSED CHANNEL TO THE ELEVATIONS
AND GRADES SHOWN ON THE PLAN, PROFILE AND DETAILS. RE -DRESSING OF CHANNEL AND
BANKFULL BENCH/FLOODPLAIN WILL LIKELY BE REQUIRED FOLLOWING INSTALLATION OF
IN -STREAM STRUCTURES AND SHALL BE CONSIDERED INCIDENTAL TO CONSTRUCTION.
3. INSTALL EROSION CONTROL MATTING ON ALL GRADED OR DISTURBED STREAMBANKS.
OR
It
24
I I I I I I I I I I I I i
FLOODPLAIN WIDTH VARIES PER PLAN
tij I TIE TO EXISTING z
WPOOL PER GRADING PLAN 0
/ I PROPOSED EROSION / _
CONTROL MATTING
(TYP. 20:1) FLOODPLAIN (TYP• 20'1)
/ FLOODPLAIN SEE DETAIL, SHEET 4.1 Q
/
• �/ / / / // BKF WSE _ - / 0� � Z
0 Q (�
POINT BAR ' I POOL CROSS-SECTION SUMMARY
U) Z z �
2 40 �
DMPOOL PARAMETER ui J z U
AAPOOL 84.2 0 0 U
2.8' 3.2' / WPOOL 35.5 Q Lu
16.4' DPOOL 2.4 LLJ m U U)
DMPOOL 5.2 ^/ J z
/ ApOOL/ABKF 1.72 �„j�r< 0
4.1' (,
WPOOL/WBKF 1.20 v 0 < �J
DMPOOL/DBKF 3.15 = U z_ U
�
PROPOSED CENTER LINE ALIGNMENT z0
m z LL >_
— 0
TYPICAL ASHWORTH CREEK POOL CROSS-SECTION NOT TO SCALE 0
FLOODPLAIN WIDTH VARIES PER PLAN
PROPOSED 700 GRAM COIR
EROSION CONTROL MATTING TIE TO EXISTING
SEE DETAIL, SHEET 4.1 WBKF PER GRADING PLAN �,LL
FLOODPLAIN (TYP. 20:1 FLOODPLAIN (TYP. 20:1)
/ DMAX ) BKF WSE /
PROPOSED GRADE
MAX DEPTH AT CENTER OF
RIFFLE CROSS-SECTION
PROPOSED CENTERLINE ALIGNMENT
TRIBUTARY CROSS-SECTION SUMMARY
PARAMETER
ABKF (FT 2)
4.9
WBKF (FT)
8.1
DBKF(FT)
0.6
DMAX (FT)
0.9
W/D
13.5
DMAX/DBKF
1.5
So (FT/FT)
.015
TYPICAL UT1 TO ASHWORTH CREEK RIFFLE CROSS-SECTION NOT TO SCALE
FLOODPLAIN WIDTH VARIES PER PLAN
PROPOSED 700 GRAM COIR
EROSION CONTROL MATTING TIE TO EXISTING
SEE DETAIL, SHEET 4.1 I WBKF PER GRADING PLAN
FLOODPLAIN (TYP. 20:1) BKF WSE DMAX FLOODPLAIN (TYP. 20:1)
PROPOSED GRADE
MAX DEPTH AT CENTER OF
RIFFLE CROSS-SECTION
PROPOSED CENTERLINE ALIGNMENT
TRIBUTARY CROSS-SECTION SUMMARY
PARAMETER
ABKF (FT2)
19.0
WBKF (FT)
17.2
DBKF(FT)
1.1
DMAX (FT)
1.5
W/D
15.6
DMAX/DBKF
1.4
So (FT/FT)
.008
PROPOSED 700 GRAM COIR
EROSION CONTROL MATTING
SEE DETAIL, SHEET 4.1
FLOODPLAIN WIDTH VARIES PER PLAN
TIE TO EXISTING /
WPOOL PER GRADING PLAN o•L:y
FLOODPLAIN (TYP. 20:1) BKF WSE I FLOODPLAIN (TYP. 20:1)
/ //6,1 / /• /
/ / DMPOOL
POINT BAR / I / / TRIBUTARY CROSS-SECTION SUMMARY
PROPOSED CENTER LINE ALIGNMENT
TYPICAL UT1 TO ASHWORTH CREEK POOL CROSS-SECTION
PARAMETER
APOOL
8.3
WPOOL
10.1
DPOOL
0•8
DMPOOL
1.8
APOOL/ABKF
1.7
WPOOL/WBKF
1.25
DMPOOL/DBKF
2•0
_ FLOODPLAIN WIDTH VARIES PER PLAN
PROPOSED 700 GRAM COIR
EROSION CONTROL MATTING TIE TO EXISTING
SEE DETAIL, SHEET 4.1 WPOOL PER GRADING PLAN
/ FLOODPLAIN (TYP. 20-1 I FLOODPLAIN (TYP. 20:1)
) BKF WSE / 77
/// /
$ Z \ DMPOOL
POINT BAR / / / I TRIBUTARY CROSS-SECTION SUMMARY
NOT TO SCALE
PROPOSED CENTER LINE ALIGNMENT
PARAMETER
APOOL
29.2
WPOOL
20.7
DPOOL
1.4
DMPOOL
3•0
APOOL/ABKF
1.54
WPOOL/WBKF
1.20
DMPOOL/DBKF
2•0
7 SAMUEL ASHE DRIVE
ASHEVILLE, NC 28805
ESS�
SEAL
02�5
IN
0 D
DATE: 9/6/2023
TYPICAL UT2 TO ASHWORTH CREEK RIFFLE CROSS-SECTION
NOT TO SCALE
TYPICAL UT2 TO ASHWORTH CREEK POOL CROSS-SECTION
NOT TO SCALE
SHEET NUMBER
3.1

7
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TOE WOOD (TW) PROTECTION WITH SOIL LIFT SPECIFICATIONS
EROSION CONTROL MATTING SPECIFICATIONS2i
tY
LIVE STAKES AND BARE
-
U
0-
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ROOT PLANTINGS
1. WOODY MATERIAL USED IN THE BRUSH TOE SHALL CONSIST OF LOGS, LARGE BRANCHES AND WOODY DEBRIS RANGING
IN DIAMETER FROM 1" TO 12". LARGE VOIDS SHALL BE FILLED WITH FINE WOODY MATERIAL AND DEBRIS. ALL MATERIALS
1. EROSION CONTROL MATTING IS USED TO PROTECT RECENTLY CONSTRUCTED STREAM BANKS FROM EROSION.
}
m
ARE TO BE APPROVED BY THE ENGINEER. WOODY MATERIAL SHALL BE INSTALLED IN 1.0' LIFTS. EACH LIFT SHALL BE
THE MATTING WILL REMAIN INTACT WHILE THE BANK AND RIPARIAN VEGETATION MATURES, PROVIDING
CRITICAL BANK PROTECTION.
y
COMPACTED WITH THE EXCAVATOR BUCKET AND COVERED WITH A LAYER OF ALLUVIUM OR MIXED SOIL AND GRAVEL
TO FORM A DENSE LAYER OF WOODY MATERIAL AND ALLUVIAL TO LINES, ELEVATIONS AND GRADES IN THE DRAWINGS.
A A'
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2. STREAM BANK EROSION CONTROL MATTING MATERIAL SPECIFICATIONS:
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2. TOE WOOD SHALL EXTEND INTO THE DOWNSTREAM RIFFLE MIN. 10.0' BEYOND THE P.T.
2.1. MACHINE DIRECTION TENSILE STRENGTH: 77 LB/IN
p
2.0' MAX
3. UNCONSOLIDATED GRAVEL AND TOPSOIL SHALL BE INSTALLED ABOVE WOODY MATERIAL BEFORE THE LIVE CUTTINGS
2.2. CROSS MATCH DIRECTION TENSILE STRENGTH: 86 LB/IN
2.3. APPARENT OPENING SIZE: 0.59" x 0.67"
AND SOIL LIFTS ARE INSTALLED.
4. PLACE LAYER OF LIVE CUTTINGS (MIN. 4' LENGTH) A 2.0' O.C. ON THE GRAVEL AND TOPSOIL LEVELING COURSE SUCH
BANKFULL
2.4. PERCENT OPENING: 49%
X
r� -L 'J'r�
THAT APPROXIMATELY 6 INCHES TO 1 FOOT OF EACH LIVE BRANCH WILL BE EXPOSED AND THE REMAINDER (2' TO 4') OF
2.5. MASS: 700 G/M2
X
Z
EACH LIVE BRANCH WILL BE COVERED BY THE SOIL LIFT. LIVE BRANCHES SHALL BE AN EQUAL FRACTION OF BLACK
INNER BERM
O/
SOIL GEOLIFTS TO
BANKFULL STAGE
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WILLOW (SALIX NIGR T SILKY WILLOW (SALIX SERICEA) AND SILKY DOGWOOD (CORNUS AMOMUM) AND APPROVED BY
THE ENGINEER PRIOR TO INSTALLATION.
_
3. BEFORE INSTALLING EROSION CONTROL MATTING, RAKE SOIL LEVEL, ADD TEMPORARY AND PERMANENT SEED,
SOIL PREPARATION AND MULCH.
00
p
W
H
d
�` sa LIVE CUTTINGS
5. INSTALL A SOIL LIFT ABOVE THE LIVE CUTTINGS. THE SOIL LIFT SHALL NOT EXCEED 1.0' THICKNESS. LIFTS SHALL INCLUDE
4. EROSION CONTROL MATTING SHALL BE PLACED ALONG THE LENGTH OF THE NEW CHANNEL FROM THE TOE OF
Y
U
U
ALL SOIL PREPARATION, TEMPORARY AND PERMANENT SEEDING AND MULCH. SOIL LIFTS SHALL USE TWO LAYERS OF
BIODEGRADABLE MATTING: 700 G/M2 COIR MATTING (OUTER) AND 320 G/M2 EROSION CONTROL BLANKET (INNER).
EROSION CONTROL PRODUCTS USED FOR SOIL LIFTS SHALL BE MADE OF 100% NATURAL FIBERS AND MATERIALS AND BE
TOE OF SLOPE
/
SLOPE AT THE INNER BERM TO THE BANKFULL STAGE.
W
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BIODEGRADABLE UNDER NORMAL CLIMATE CONDITIONS. EROSION CONTROL MATTING CONTAINING PLASTICS OR
5. SECURE MATTING IN PLACE BY STAKING AND OVERLAPPING AT THE SEEMS WITH A SHINGLE -TYPE METHOD
PLASTIC BASED MATERIALS SHALL NOT BE USED.
_�
SUCH THAT THE OVERLAPPING PIECE IS IN THE SAME DIRECTION AS THE STREAM FLOW AS SHOWN IN THE
/
DETAIL. ADDITIONAL STAKING SHALL BE APPLIED BY THE CONTRACTOR AT NO ADDITIONAL COST IF THE
WOODY
6. LIVE TRANSPLANTS AVAILABLE ON THE SITE MAY REPLACE SOIL LIFTS AS DIRECTED BY THE ENGINEER.
MATTING SEPARATES FROM THE SOIL MORE THAN ONE INCH UNDER A REASONABLE PULL.
MATERIAL
7. GRADE THE RIVER BANK AT 3:1 TO THE EXISTING GROUND. SEE BANK GRADING DETAIL ON THIS SHEET.
6. EROSION CONTROL MATTING USED ON ALL STREAM BANKS SHALL BE MADE OF 100% NATURAL FIBERS AND
X
8. KEY EROSION CONTROL MATTING IN BENEATH BANK GRADING AREA AND INSTALL MATTING ON ALL DISTURBED RIVER
BANKS.
MATERIALS AND BE BIODEGRADABLE UNDER NORMAL CLIMATE CONDITIONS. EROSION CONTROL MATTING
CONTAINING PLASTICS OR PLASTIC BASED MATERIALS SHALL NOT BE USED.
m
p
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9. THE SURFACE OF THIS STRUCTURE SHALL BE FINISHED TO A SMOOTH AND COMPACT SURFACE IN ACCORDANCE WITH
THE LINESGRADESAND CROSS -SECTIONS OR ELEVATIONS SHOWN ON THE DRAWINGS. THE DEGREE OF FINISH FOR
W
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POINT BAR ON INSIDE BEND
, ,
ELEVATIONS SHALL BE WITHIN 0.1 FT OF THE GRADES AND ELEVATIONS INDICATED OR APPROVED BY THE ENGINEER.
>
- -
C °
EROSION CONTROL MATTING FROM TOE OF
d
W
10. RE -DRESSING OF CHANNEL AND BANKFULL BENCH/FLOODPLAIN WILL LIKELY BE REQUIRED FOLLOWING INSTALLATION
OF IN STRUCTURES AND SHALL BE CONSIDERED INCIDENTALTO CONSTRUCTION.
SLOPE AT INNER BERM TO BANKFULL STAGE
Q
BANKFULL
-STREAM
DETAILED PLAN
NOT TO SCALE
DETAILED PLAN
NOT TO SCALE
Z
VERTICAL OVERLAP MIN. 6" WITH
O
LIVE STAKES AND BARE ROOT PLANTINGS
DOUBLE ECO-STAKES OR A SINGULAR
2' LONG 2" x 2" WOOD STAKES.
SECURE MATTING WITH 6" OVERLAP AND
BANKFULL STAGE
DOUBLED ECO-STAKES, OR A SINGULAR 2' LONG
2"
2" x WOOD STAKES WITH 3" GALVANIZED
SOIL LIFTS SHALL USE TWO LAYERS OF
2,
ROOFING NAIL AT THE TOP TO SECURE MATTING
0/
Z
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BIODEGRADABLE MATTING: 700 G/MZ
EDGE OVERLAP MIN. 6" WITH
EROSION CONTROL MATTING BANKFULL STAGE
<
'^
V,
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EXCAVATION LIMITS
COIR MATTING (OUTER) AND 320 G/MZ
EROSION CONTROL BLANKET (INNER).
DOUBLE ECO-STAKES AT 2' O.C.
OR 2' LONG 2" x 2" WOOD STAKES.
BANKFULL STAGE
/ // // // // / / / / /
INNER BERM / // ////////////////////j//%
7 7
L L
2" X 2" X 18" - 36"
WOOD STAKE 7W/
LIVE CUTTINGS
MATTING
i ///
/// / EXISTING GROUND//
OUNCONSOLIDATED
GRAVEL AND TOPSOIL
/
i// ECO-STAKE MIN 12" LENGTH, OR 2' LONG 2" x 2"
U [).
LIJ
COMPACTED BACKFILLTOP
OF WOODY MATERIAL = +0.5'����ABOVE
WOOD STAKES WITH 3" GALVANIZED ROOFING
NAIL AT THE TOP TO SECURE MATTING
W
DOWNSTREAM PT ELEV.
- _
SINGLE 12" ECO STAKES
w
WOODY MATERIAL(
INSTALLED IN 1.0' LIFTS
•\�-�_`
L�� -`_ `_ - "i.- ,^ -,
APPROXIMATE DOWNSTREAM PT ELEV.
OFFSET ROWS AT
- 2'3' O.C.
KEY IN MATTING WITH STAKES
OR BY TUCKING UNDERNEATH
ui
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/ WIDTH OF WOODY MATERIAL / STREAM BED AT
DETAILED STAKING PLAN
'
DETAILED SECTION A - A
2
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MAX POOL DEPTH
Y3 WBKF OR GREATER
NOT TO SCALE
NOT TO SCALE
�
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DETAILED SECTION A - A
O
NOT TO SCALE
TOE WOOD PROTECTION
WITH SOIL LIFT
EROSION MATTIN CONTROL CO O G
l/=^/
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LIVE STAKES AND BAREROOT PLANTINGS PER
RE -VEGETATION PLAN, DETAILS, AND SCHEDULES
MIN. 8.0'
LIVE STAKES AND BARE
BOULDER TOE NOTES
STREAMBANK GRADING SPECIFICATIONS
ROOT PLANTINGS
1.
ALL BOULDERS SHALL BE STRUCTURAL STONE, CUBICAL OR RECTANGULAR IN SHAPE. BOULDERS AVAILABLE
1. ALL BANK GRADING WORK SHALL TAKE PLACE DURING DRY WORKING CONDITIONS. THE CONTRACTOR SHALL
9
ONSITE MAY BE USED IF APPROVED BY THE ENGINEER. BOULDERS SHALL BE 3.0' X 5.0' X 2.5' (W X L X H) +/- 0.5'.
MINIMUZE THE EXPORT OF SEDIMENT TO ADJACENT SURFACE WATERS TO THE MAXIMUM EXTENT PRACTICABLE
THE MINIMUM ACCEPTABLE BOULDER THICKNESS (H) IS 2.0'. BOULDERS LONGER (L) THAN 5.5' WILL BE
BY USING ADDITIONAL EROSION AND SEDIMENTATION CONTROL MEASURES AS NEEDED OR AS DIRECTED BY THE
ACCEPTED.
ENGINEER ONSITE.
A
A'
2.0' MAX 2.
A BEDDING COURSE CONSISTING OF 70% NCDOT CLASS B AND 30% NCDOT CLASS A SHALL BE INSTALLED BELOW
2. FOR IMPLEMENTATION, THE CONTRACTOR SHALL GRADE THE RIVER BANK FROM THE EXISTING TOE OF SLOPE AT
THE FIRST ROW OF BOULDERS. IF BEDROCK IS ENCOUNTERED ONSITE, THE FIRST LIFT OF BOULDERS SHALL BE
3:1 TRANSITIONING TO A 10:1 SLOPE (OR FLATTER) TO THE ELEVATIONS AND GRADES MATCHING THE
PLACED DIRECTLY ON THE BEDROCK. ALL BOULDERS SHALL FIT TIGHTLY TOGETHER. INSTALL EACH LIFT OF
SURROUNDING AREA. ALL EXCAVATED MATERIAL SHALL BE HAULED AND PLACED IN DESIGNATED AREAS ONSITE.
BOULDERS WITH A 1.0' SETBACK FROM THE FRONT EDGE OF THE PREVIOUS LIFT OF BOULDERS.
3. IF STREAMBANK MATERIAL IS NOT SUITABLE FOR PLANTING AND RE -VEGETATION, INSTALL LIVE TRANSPLANTS AS
SOIL GEOLIFTS TO
3.
UNCONSOLIDATED GRAVEL AND TOPSOIL SHALL BE INSTALLED ABOVE WOODY MATERIAL BEFORE THE LIVE
OFFSET ROWS OF LIVE STAKES AND BAREROOT
DIRECTED BY THE ENGINEER ONSITE.
BANKFULL STAGE
CUTTINGS AND SOIL LIFTS ARE INSTALLED.
PLANTINGS PER RE -VEGETATION PLAN AND DETAILS
4. TRANSPLANTS AVAILABLE ONSITE MAY BE INSTALLED IN THE TOPSOIL AS DIRECTED BY THE ENGINEER ONSITE.
Jennings
LIVE CUTTINGS 4.
PLACE LAYER OF LIVE BRANCHES (MIN. 4' LENGTH) ON THE GRAVEL AND TOPSOIL SUCH THAT APPROXIMATELY
I
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6 INCHES TO 1 FOOT OF EACH LIVE BRANCH WILL BE EXPOSED AND THE REMAINDER (2, TO 4') OF EACH LIVE
o a
5. THE SURFACE OF THIS FEATURE SHALL BE FINISHED TO A SMOOTH AND COMPACT SURFACE IN ACCORDANCE
y,
BRANCH WILL BE COVERED BY THE SOIL LIFT. LIVE BRANCHES SHALL BE OF THE SPECIES SPECIFIED FOR LIVE
a
WITH THE LINES, GRADES, AND CROSS -SECTIONS OR ELEVATIONS SHOWN ON THE DRAWINGS.
a
STAKES OR APPROVED BY THE ENGINEER.
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6. STABILIZATION OF THE WORK AREA WITH TEMPORARY AND PERMANENT SEEDING AND MULCHING IS REQUIRED
5.
INSTALL SOIL LIFTS FROM THE LIVE CUTTINGS UP TO THE BANKFULL STAGE. LIFTS SHALL NOT EXCEED 1.0'
U
coa
FOLLOWING GRADING OF THE STREAMBANK. INSTALL WOODY PLANTING AND VEGETATION AS SHOWN ON THE
BOULDER TOE
THICKNESS. LIFTS SHALL INCLUDE ALL SOIL PREPARATION, TEMPORARY AND PERMANENT SEEDING AND
O
a =
APPROVED RE -VEGETATION PLAN.
PROTECTION
MULCH. SOIL LIFTS SHALL USE 2 LAYERS OF MATTING: 260Z. / YDZ COIR MATTING (OUTER) AND 11.2 OZ/YDZ
w (
COCONUT FIBER BLANKET (INNER).
M
"w
7 SAMUEL ASHE DRIVE
e 6.
LIVE TRANSPLANTS AVAILABLE ON THE SITE MAY REPLACE SOIL LIFTS AS DIRECTED BY THE ENGINEER.
ASH EVI LLE, NC 28805
7.
PLACE SOIL BACKFILL UP TO THE LIFT HEIGHT SPECIFIED OF NO GREATER THAN 1.0 FT BEING CAREFUL NOT TO
POINT BAR ON INSIDE BEND
PUSH/PULL OR TEAR THE FABRIC PREVIOUSLY PLACED.
,A
BANKFULL 8.
THE SURFACE OF THIS STRUCTURE SHALL BE FINISHED TO A SMOOTH AND COMPACT SURFACE IN ACCORDANCE
WITH THE LINES, GRADES, AND CROSS -SECTIONS OR ELEVATIONS SHOWN ON THE DRAWINGS. THE DEGREE OF
FINISH FOR ELEVATIONS SHALL BE WITHIN 0.1 FT OF THE GRADES AND ELEVATIONS INDICATED OR APPROVED
BY THE ENGINEER.
9.
DETAILED PLAN
RE -DRESSING OF CHANNEL AND BANKFULL BENCH/FLOODPLAIN WILL LIKELY BE REQUIRED FOLLOWING
INSTALLATION OF IN -STREAM STRUCTURES AND SHALL BE CONSIDERED INCIDENTAL TO CONSTRUCTION.
NOT TO SCALE
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LIVE STAKES AND BARE ROOT PLANTINGS
TOE OF SLOPE I I GRADE AT 10:1
INSTALL EROSION CONTROL MATTING
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ON ALL DISTURBED STREAM BANKS
BANKFULL STAGE
=
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DETAILED PLAN
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SOIL LIFTS SHALL USE TWO LAYERS OF
BIODEGRADABLE MATTING: 700 G/M2
NOT TO SCALE
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COIR MATTING (OUTER) AND 320 G/Mz
C
EXCAVATION LIMITS
EROSION CONTROL BLANKET (INNER).
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MATTING
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1.0' MAX
TRANSPLANTS AS D BY ENGINEER
WOOD STAKE
2" - 4" LAYER OF LIVE CUTTINGS
ON ALL DISTURBED STREAMBANKS.
BLEND GRADING TO EXISTING
2" X 2" X 18" - 36"
GROUND AT 10:1 SLOPE (OR FLATTER)
COMPACTED BACKFILL
UNCONSOLIDATED GRAVEL AND TOPSOIL
EXISTING GRADE 10:1
��
TOP OF BOULDERS =+0.5'
ABOVE DOWNSTREAM PT ELV.
............................
LOW FLOW WSEL
PREPARE THE SOIL SURFACE BY LOOSENING 2 -
RIVER BANKIS NOT
DATE: 9/6/2023
NCDOT CLASS A
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SUITABLE RE-VEGETATION AND
PLANTING, INSTALL LIVE TRANSPLANTS AS
ROCK BACKFILLAND
APPROXIMATE DOWNSTREAM PT ELV.
BEDDING COURSE
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NON -WOVEN
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GRADE EXISTING
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2 BOULDER WIDTHS
EXISTIINGLOW FLOW WATER SURFACE
AT 3:1
NTS
PLACE BOUNDERS ON ROCK BEDDING AND
DETAILED SECTION A - A LEVELING COURSE
NOT TO SCALE
DETAILED SECTION A - A'
SHEET NUMBER
BOULDER TOE
NOT TO SCALE STREAMBANK GRADING
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LOG VANE (LV) SPECIFICATIONS
LOG J-HOOK VANE SPECIFICATIONS
BURY LOGS INTO STREAMBED
1.
ALL LOGS SHALL BE RELATIVELY STRAIGHT AND LIMBS AND BRANCHES SHALL BE TRIMMED FLUSH. LOGS SHALL
BURY LOGS INTO °7
1. ALL LOGS SHALL BE RELATIVELY STRAIGHT AND LIMBS AND BRANCHES SHALL BE TRIMMED FLUSH. LOGS SHALL
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MIN. 5.0' AND ANCHOR IN PLACE
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HAVE MINIMUM DIAMETER OF 1.5'. VANE LENGTH SHALL BE AS FOLLOWS: ASHWORTH CREEK - 40 FEET, UT1 - 15
STREAMBED MIN. 5.0'.
HAVE MINIMUM DIAMETER OF 1.5'. VANE LENGTH SHALL BE AS FOLLOWS: ASHWORTH CREEK - 40 FEET, UT1 -
}
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WITH BOULDERS U/S AND D/S.
FT, UT2 - 20 FT. HEADER LOGS SHALL BE UNDERLAIN BY FOOTER LOGS TO PROVIDE A SILL UNLESS OTHERWISE
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15 FEET. HEADER LOGS SHALL BE UNDERLAIN BY FOOTER LOGS TO PROVIDE A SILL UNLESS OTHERWISE
15 20°
DIRECTED THE ENGINEER. HEADER LOGS SHALL BE OFFSET SLIGHTLY DOWNSTREAM OF THE FOOTER THE
DIRECTED BY THE ENGINEER. HEADER LOGS SHALL BE OFFSET SLIGHTLY DOWNSTREAM OF THE FOOTER LOG.
1z/3
Z
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HEADER LOG OF THE VANE ARE SHALL TIE INTO THE STREAMBANK AT %z TO z/3 BANKFULL STAGE. THE LOG VANE
SELECT BACKFILL 20 - 300 FIT BOULDERS TIGHTLYTOGETHER
THE HEADER LOG BANKFULL STAGE. THE LOG
THE VANE ARE SHALL TIE INTO THE STREAMBANKTEND
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ARM SHALL EXTEND INTO THE OUTSIDE STREAMBANK AND STREAMBED A MINIMUM OF 10.0 FT ON EACH END.
BEHIND STRUCTURE
VANE ARM SHALL EXTEND INTO THE OUTSIDE STREAMBANK AND STREAMMBEED A MINIMUM OF 5.0 FT ON EACH
A
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ALL GAPS/VOIDS LARGER THAN 1 INCHES BETWEEN THE HEADER AND FOOTER LOGS SHALL BE CHINKED WITH
I
END. ALL GAPS/VOIDS LARGER THAN 1 INCHES BETWEEN THE HEADER AND FOOTER LOGS SHALL BE CHINKED
0
LIMBS AND/OR BRUSH ON THE UPSTREAM SIDE PRIOR TO PLACEMENT OF THE GEOTEXTILE.
WITH LIMBS AND/OR BRUSH ON THE UPSTREAM SIDE PRIOR TO PLACEMENT OF THE GEOTEXTILE.
EXTEND BOULDER SILL INTO
GRAVEL AND COBBLE BACKFILL
2.
ALL BOULDERS USED FOR THE STRUCTURE SHALL BE STRUCTURAL STONE, CUBICAL OR RECTANGULAR IN SHAPE.
THE ENGINEER MUST APPROVE THE USE OF BOULDERS THAT MAY BE AVAILABLE ONSITE. BOULDERS DIMENSIONS
STREAMBANK MIN 10.0' OR THREE
FULL (3) BOULDER LENGTHS
2. ALL BOULDERS USED FOR THE STRUCTURE SHALL BE STRUCTURAL STONE, CUBICAL OR RECTANGULAR IN SHAPE.
THE ENGINEER MUST APPROVE THE USE OF BOULDERS THAT MAY BE AVAILABLE ONSITE. BOULDERS SHALL BE
X
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BEHIND LOG
SHALL BE 3.0' X 5.0' X 2.0' (W X L X H) ± 0.5 FT. THE MINIMUM ACCEPTABLE BOULDER THICKNESS (H) IS 1.5'.
0 0
3.0' X 5.0' X 2.5' (W X L X H) +/- 0.5'. THE MINIMUM ACCEPTABLE BOULDER THICKNESS (H) IS 2.0'. BOULDERS
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BOULDERS LONGER (L) THAN 5.5' WILL BE ACCEPTED. GAPS BETWEEN BOULDERS SHALL BE MINIMIZED BY
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LONGER (L) THAN 5.5' WILL BE ACCEPTED. GAPS BETWEEN BOULDERS SHALL BE MINIMIZED BY FITTING
00
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FITTING BOULDERS TOGETHER AND PLUGGING WITH NC DOT CLASS A ROCK OR CHINKING STONE APPROVED BY
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ENGINEER. HEADER BOULDERS SHALL BE UNDERLAIN BY FOOTER BOULDERS TO PROVIDE A FOUNDATION UNLESS
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ENGINEER. HEADER BOULDERS SHALL BE UNDERLAIN BY FOOTER BOULDERS TO PROVIDE A FOUNDATION
Y
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OTHERWISE DIRECTED BY THE ENGINEER. HEADER BOULDERS SHALL BE OFFSET 1.0 FT UPSTREAM OF THE
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UNLESS OTHERWISE DIRECTED BY THE ENGINEER. HEADER BOULDERS SHALL BE OFFSET 1.0 FT UPSTREAM OF
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THE FOOTER.
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HIGH DENSITY 0 POOL
PLANTING
3.
SET BOULDER INVERTS AT ELEVATION SHOWN ON THE PLAN AND PROFILE SHEETS. NO ELEVATIONS OF THE
BOULDERS MAY VARY FROM THE PLAN SHEETS WITHOUT DIRECTION FROM THE ENGINEER.
O SCOUR
0 POOL O °
HIGH DENSITY
3. SET BOULDER INVERTS AT ELEVATION SHOWN ON THE PLAN AND PROFILE SHEETS. NO ELEVATIONS OF THE
BOULDERS MAY VARY FROM THE PLAN SHEETS WITHOUT DIRECTION FROM THE ENGINEER.
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4.
ON THE UPSTREAM SIDE OF THE STRUCTURE A LAYER OF NON -WOVEN GEOTEXTILE FABRIC SHALL BE PLACED AS
PLANTING 1 0 0
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4. ON THE UPSTREAM SIDE OF THE STRUCTURE A LAYER OF NON -WOVEN GEOTEXTILE FABRIC SHALL BE PLACED AS
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SHOWN IN THE DETAIL ALONG THE ENTIRE LENGTH OF THE LOG VANE AND BOULDER J-HOOK. SECURE ALL
0 0
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SHOWN IN THE DETAIL ALONG THE ENTIRE LENGTH OF THE LOG VANE AND BOULDER J-HOOK. SECURE ALL
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GEOTEXTILE FABRIC ON TOP OF FOOTER LOG USING 3 INCH 10D GALVANIZED COMMON NAIL ON 12 IN SPACING
GEOTEXTILE FABRIC ON TOP OF FOOTER LOG USING 3 INCH 10D GALVANIZED COMMON NAIL ON 12 IN SPACING
ALONG LOG. NAIL NON -WOVEN GEOTEXTILE TO EDGE OF HEADER LOG AND BACKFILL.
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ALONG LOG. NAIL NON -WOVEN GEOTEXTILE TO EDGE OF HEADER LOG AND BACKFILL.
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GRAVEL MATERIAL CONSISTING OF A WELL -GRADED BLEND OF NCDOT CLASS A RIP -RAP AND ASTM #57 ROCK
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5. GRAVEL MATERIAL CONSISTING OF A WELL -GRADED BLEND OF SURGE STONE AND ASTM #57 ROCK MIXED
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MIXED WITH EARTH SHALL BE USED TO BACKFILL THE STRUCTURE. BACKFILL MATERIAL SHALL BE COMPACTED
PLANTING
WITH EARTH SHALL BE USED TO BACKFILL THE STRUCTURE. BACKFILL MATERIAL SHALL BE COMPACTED SUCH
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SUCH THAT FUTURE SETTLEMENT OF THE MATERIAL IS KEPT TO A MINIMUM.
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THAT FUTURE SETTLEMENT OF THE MATERIAL IS KEPT TO A MINIMUM.
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6.
PLACE BOULDERS UPSTREAM AND DOWNSTREAM OF THE LOG VANE ARM IN THE STREAMBANK. THE FINISHED
INTO STREAMBANK
6. PLACE BOULDERS UPSTREAM AND DOWNSTREAM OF THE LOG VANE ARM IN THE STREAMBANK. THE FINISHED
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ELEVATION OF THE BOULDERS SHALL BE BELOW THE FINISHED GRADE OF THE ADJACENT FLOODPLAIN AND
MIN. 5.0'
ELEVATION OF THE BOULDERS SHALL BE BELOW THE FINISHED GRADE OF THE ADJACENT FLOODPLAIN AND
SHALL NOT PROTRUDE OUT OF THE STREAMBANK.
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SHALL NOT PROTRUDE OUT OF THE STREAMBANK.
BANKFULL
ANCHOR LOGS IN -PLACE
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7.
DIMENSIONS AND SLOPES OF STRUCTURES DESCRIBED IN THE DETAIL MAY BE ADJUSTED BY DESIGN ENGINEER
BANKFULL
7. DIMENSIONS AND SLOPES OF STRUCTURES DESCRIBED IN THE DETAIL MAY BE ADJUSTED BY DESIGN ENGINEER
WITH ROOT WAD
TO FIT CONDITIONS ONSITE.
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TO FIT CONDITIONS ONSITE.
O ° DETAILED PLAN
8.
THE SURFACE OF THIS STRUCTURE SHALL BE FINISHED TO A SMOOTH AND COMPACT SURFACE IN ACCORDANCE
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8. THE SURFACE OF THIS STRUCTURE SHALL BE FINISHED TO A SMOOTH AND COMPACT SURFACE IN ACCORDANCE
0 0 NOT TO SCALE
WITH THE LINES, GRADES, AND CROSS -SECTIONS OR ELEVATIONS SHOWN ON THE DRAWINGS. THE DEGREE OF
WITH THE LINES, GRADES, AND CROSS -SECTIONS OR ELEVATIONS SHOWN ON THE DRAWINGS. THE DEGREE OF
EXTEND VANE ARM
FINISH FOR INVERT ELEVATIONS SHALL BE WITHIN 0.1 FT OF THE GRADES AND ELEVATIONS INDICATED.
ANCHOR LOGS IN -PLACE 0 ( DETAILED PLAN
FINISH FOR INVERT ELEVATIONS SHALL BE WITHIN 0.1 FT OF THE GRADES AND ELEVATIONS INDICATED.
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INTO STREAMBANK
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9.
RE -DRESSING OF CHANNEL AND BANKFULL BENCH/FLOODPLAIN WILL LIKELY BE REQUIRED FOLLOWING
WITH BOULDERS U/S AND D/S 0 0 0 NOT TO SCALE
9. RE -DRESSING OF CHANNEL AND BANKFULL BENCH/FLOODPLAIN WILL LIKELY BE REQUIRED FOLLOWING
INSTALLATION OF IN -STREAM STRUCTURES AND SHALL BE CONSIDERED INCIDENTALTO CONSTRUCTION.
CIOINSTALLATION
OF IN -STREAM STRUCTURES AND SHALL BE CONSIDERED INCIDENTAL TO CONSTRUCTION.
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DETAILED SECTION A - A
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LOG VANE
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CONSTRUCTED RIFFLE SPECIFICATIONS
BOULDER RIFFLE SPECIFICATIONS
1.
FOR INSTALLATION, THE CONTRACTOR SHALL OVER EXCAVATE THE LENGTH OF THE RIFFLE AND BACKFILL THE
1.
ALL BOULDERS USED FOR THE BOULDER CASCADE SHALL BE STRUCTURAL STONE, CUBICAL OR RECTANGULAR IN
TRENCH WITH THE SPECIFIED RIFFLE SUBSTRATE MATERIAL TO THE ELEVATIONS SHOWN ON THE PROPOSED
SHAPE. BOULDERS SHALL BE 3.0' X 5.0' X 2.5' (W X L X H) +/- 0.5'. THE MINIMUM ACCEPTABLE BOULDER
PROFILE.
EXTEND BOULDER SILL INTO
THICKNESS (H) IS 2.0'. BOULDERS LONGER (L) THAN 5.5' WILL BE ACCEPTED. DIMENSIONS AND SLOPES OF
2.
RIFFLE MATERIAL SHALL EXTEND A MINIMUM OF 3 WBKF U/S OF THE P.T. INTO THE GLIDE AND A MINIMUM OF
STREAMBANK MIN 10.0' OR THREE
(3) FULL
STRUCTURES DESCRIBED IN THE DETAIL MAY BE ADJUSTED BY THE ENGINEER TO FIT CONDITIONS ONSITE.
W
3
WBKF D/S OF THE P.C. INTO THE RUN.
p7 BOULDER LENGTHS 2.
CONTRACTOR WILL BE REQUIRED TO FIT BOULDERS TOGETHER TIGHTLY. GAPS BETWEEN BOULDERS SHALL BE
MINIMIZED BY FITTING BOULDERS TOGETHER AND PLUGGING WITH NC DOT CLASS A ROCK OR CHINKING
3.
THE RIFFLE MATERIAL SHALL BE PLACED AT A UNIFORM THICKNESS SUCH THAT, IN CROSS-SECTION, ITS LOWEST
STONE APPROVED BY ENGINEER. HEADER BOULDERS SHALL BE UNDERLAIN BY FOOTER BOULDERS TO PROVIDE
RIFFLE LENGTH VARIES
ELEVATION OCCURS IN THE CENTER OF THE CHANNEL.
BOULDER
A FOUNDATION UNLESS OTHERWISE DIRECTED BY THE ENGINEER. HEADER BOULDERS SHALL BE OFFSET 1 FT
PER PLAN
STEP
UPSTREAM OF THE FOOTER BOULDERS WHERE MICROPOOLS ARE ANTICIPATED TO FORM AS SHOWN IN THE
EXTEND RIFFLE
4.
EXTEND RIFFLE
RIFFLE MATERIAL SHALL BE COMPACTED USING AN EXCAVATOR BUCKET SUCH THE DEEPEST POINT OF THE
CHANNEL IS ALONG THE CENTERLINE AND THAT FUTURE SETTLEMENT OF THE MATERIAL IS KEPT TO A
EXTEND RIFFLE EXTEND RIFFLE
DETAIL.
SUBSTRATE INTO
SUBSTRATE INTO
MINIMUM.
MATERIAL INTO - MATERIAL INTO RUN 3.
SET BOULDER INVERTS AT ELEVATION SHOWN ON THE PLAN AND PROFILE SHEETS. NO ELEVATIONS OF THE
GLIDE MIN. 3 WBKF
RUN MIN.3 WBKF
GLIDE MIN. 3 WBKF MIN. 3 WBKF
BOULDERS MAY VARY FROM THE PLAN SHEETS WITHOUT DIRECTION FROM THE ENGINEER. THE BOULDER
5.
CONSTRUCTED RIFFLES SHALL BE BACKFILLED WITH RIFFLE MATERIAL CONSISTING OF QUARRIED STONE. RIFFLE
ARMS SHALL EXTEND UP TO THE STREAMBANK AT A 1% - 2% SLOPE AND INTO THE STREAMBANK A MINIMUM
A
A'
MATERIAL SHALL BE PLACED AT A UNIFORM THICKNESS SUCH THAT, IN CROSS-SECTION, ITS LOWEST ELEVATION
A \F`''A'
OF 10.0' OR TWO FULL BOULDER LENGTHS. MAXIMUM ELEVATION DROP OVER EACH BOULDER IS STEP IS 0.3' -
OCCURS IN THE CENTER OF THE CHANNEL. RIFFLE MATERIAL SHALL BE COMPACTED USING AN EXCAVATOR
aW `ow
05.
Jennings
BUCKET SUCH THAT FUTURE SETTLEMENT OF THE MATERIAL IS KEPT TO A MINIMUM.
;
P.T. STATION FLOW
P.C. STATION
4.
ON THE UPSTREAM SIDE OF THE BOULDERS, NON -WOVEN GEOTEXTILE FABRIC SHALL BE PLACED ON THE
PER PLAN
PER PLAN 6.
CONSTRUCTED RIFFLE MATERIAL SPECIFICATIONS:
ENTIRE LENGTH OF THE STRUCTURE. FILTER FABRIC SHALL EXTEND FROM THE BOTTOM OF THE FOOTER
• NCDOT CLASS 1 - 70%
BOULDER TO THE FINISHED GRADE ELEVATION AND SHALL BE PLACED THE ENTIRE LENGTH OF THE STRUCTURE.
Environmental
• NCDOT CLASS B - 30%
RIFFLE MATERIAL SHALL BE USED AS BACKFILL MATERIAL AROUND THE OFFSET BOULDER STEPS AND
STREAMBANK TOE OF SLOPE
7.
THE SURFACE OF THIS STRUCTURE SHALL BE FINISHED TO A SMOOTH AND COMPACT SURFACE IN ACCORDANCE
TOE OF SLOPE o
30- 40
MICROPOOLS SHALL BE ESTABLISHED BELOW EACH STEP.
WITH THE LINES, GRADES, AND CROSS -SECTIONS OR ELEVATIONS SHOWN ON THE DRAWINGS. THE DEGREE OF
5.
BOULDER RIFFLES SHALL BE BACKFILLED WITH RIFFLE MATERIAL CONSISTING OF QUARRIED STONE. RIFFLE
BANKFULL STAGE
FINISH FOR INVERT ELEVATIONS SHALL BE WITHIN 0.1 FT OF THE GRADES AND ELEVATIONS INDICATED.
BANKFULL
MATERIAL SHALL BE PLACED AT A UNIFORM THICKNESS SUCH THAT, IN CROSS-SECTION, ITS LOWEST ELEVATION
7 SAMUEL
ASHE DRIVE
OCCURS IN THE CENTER OF THE CHANNEL. RIFFLE MATERIAL SHALL BE COMPACTED USING AN EXCAVATOR
W
8RE-DRESSING
OF CHANNEL AND BANKFULL /OLOWING
w
BUCKET SUCH THAT FUTURE SETTLEMENT OF THE MATERIAL IS KEPT TO A MINIMUM.
ASH EVI LLE,
NC 28805
INSTALLATIONOF IN -STREAM STRUCTURES ANDS HALL BECONSIDERED INCIDENTAL TO CONSTRUCTION
9.
CONSTRUCTED RIFFLE CAN BE REPLACED WITH WOODY RIFFLE PER ON -SITE ENGINEER RECOMMENDATION.
MOST DOWN STREAM STRUCTURE AT 8.
BOULDER RIFFLE MATERIAL SPECIFICATIONS:
NCDOT CLASS 1 - 100%
PC MAY BE BOULDER J-HOOK VANE OR
BOULDER CROSSVANE PER PLAN AND
DETAILS 9.
RIFFLE MATERIAL SHALL EXTEND A MINIMUM OF'3 WBKF U/S OF THE P.T. INTO THE GLIDE AND A MINIMUM OF 3
WBKF D/S OF THE P.C. INTO THE RUN.
DETAILED PLAN
10.
THE SURFACE OF THIS STRUCTURE SHALL BE FINISHED TO A SMOOTH AND COMPACT SURFACE IN ACCORDANCE
DETAILED PLAN
WITH THE LINES, GRADES, AND CROSS -SECTIONS OR ELEVATIONS SHOWN ON THE DRAWINGS. THE DEGREE OF
NOT TO SCALE
FINISH FOR INVERT ELEVATIONS SHALL BE WITHIN 0.1 FT OF THE GRADES AND ELEVATIONS INDICATED.
NOT TO SCALE
RE -DRESSING OF CHANNEL AND BANKFULL BENCH/FLOODPLAIN WILL LIKELY BE REQUIRED FOLLOWING
INSTALLATION OF IN -STREAM STRUCTURES AND SHALL BE CONSIDERED INCIDENTAL TO CONSTRUCTION.
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BANKFULL
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EROSION CONTROL MATTING
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BOULDER RIFFLE SLOPE VARIES
RIFFLE SLOPE VAR
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GLIDE
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/ / �/,
DATE:
9/6/2023
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RIFFLE MATERIAL RIFFLE MATERIAL
PER NOTES
RIFFLE MATERIAL STREAMBED
RIFFLE MATERIAL RIFFLE
MIN. 2.0'
BELOW RIFFLE SUBSTRATE / /� ' '/i/ j j ji
MIN. 2.0' BOULDER SILL
PER NOTES MATERIAL
STEP RIFFLE DEPTH MIN. = 2.0' EXTEND INTO STREAMBANK MIN
PER NOTES
MATERIAL
10.0' OR THREE (3) FULL BOULDER
LENGTHS
NTS
DETAILED SECTION A - A'
DETAILED SECTION B - B'
DETAILED SECTION A - A'
DETAILED SECTION B - B'
NOT TO SCALE
NOT TO SCALE
NOT TO SCALE
NOT TO SCALE
SHEET NUMBER
CONSTRUCTED
RIFFLE
BOULDER RIFFLE
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EXTEND RIFFLE
MATERIAL INTO
GLIDE MIN.3 WeKF \\\\
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RIFFLE LENGTH VARIES
PER PLAN
EXTEND RIFFLE
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PER PLAN
PER PLAN / ��
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STREAMBANK TOE OF SLOPE
BANKFULL STAGE
DETAILED PLAN
NOT TO SCALE
WOODY RIFFLE SPECIFICATIONS
1. FOR INSTALLATION, THE CONTRACTOR SHALL OVER EXCAVATE THE LENGTH OF THE RIFFLE AND BACKFILL THE
TRENCH WITH THE SPECIFIED RIFFLE SUBSTRATE MATERIAL TO THE ELEVATIONS SHOWN ON THE PROPOSED
PROFILE.
2. RIFFLE MATERIAL SHALL EXTEND A MINIMUM OF 3 WeKF U/S OF THE P.T. INTO THE GLIDE AND A MINIMUM OF3'
WeKF D/S OF THE P.C. INTO THE RUN.
3. THE RIFFLE MATERIAL SHALL BE PLACED AT A UNIFORM THICKNESS SUCH THAT, IN CROSS-SECTION, ITS LOWEST
ELEVATION OCCURS IN THE CENTER OF THE CHANNEL.
4. WOODY RIFFLES SHALL BE BACKFILLED WITH RIFFLE MATERIAL CONSISTING OF QUARRIED STONE. RIFFLE
MATERIAL SHALL BE PLACED AT A UNIFORM THICKNESS SUCH THAT, IN CROSS-SECTION, ITS LOWEST ELEVATION
OCCURS IN THE CENTER OF THE CHANNEL. RIFFLE MATERIAL SHALL BE COMPACTED USING AN EXCAVATOR
BUCKET SUCH THAT FUTURE SETTLEMENT OF THE MATERIAL IS KEPT TO A MINIMUM.
5. CONSTRUCTED RIFFLE MATERIAL SPECIFICATIONS:
• NCDOT CLASS 1 - 70%
• NCDOT CLASS B - 30%
6. WOODY MATERIAL 3" - 6" IN SIZE SHALL BE INTEGRATED INTO THE RIFFLE SUBSTRATE TO ENHANCE FLOW
DIVERSITY AND HYPORHEIC EXCHANGE. WOODY MATERIAL SHALL PROTRUDE 1" - 3" ABOVE THE FINISHED
RIFFLE SUBSTRATE.
7. RIFFLE MATERIAL SHALL BE COMPACTED USING AN EXCAVATOR BUCKET SUCH THE DEEPEST POINT OF THE
CHANNEL IS ALONG THE CENTERLINE AND THAT FUTURE SETTLEMENT OF THE MATERIAL IS KEPT TO A
MINIMUM.
8. THE SURFACE OF THIS STRUCTURE SHALL BE FINISHED TO A SMOOTH AND COMPACT SURFACE IN ACCORDANCE
WITH THE LINES, GRADES, AND CROSS -SECTIONS OR ELEVATIONS SHOWN ON THE DRAWINGS. THE DEGREE OF
FINISH FOR INVERT ELEVATIONS SHALL BE WITHIN 0.1 FT OF THE GRADES AND ELEVATIONS INDICATED.
9. RE -DRESSING OF CHANNEL AND BANKFULL BENCH/FLOODPLAIN WILL LIKELY BE REQUIRED FOLLOWING
INSTALLATION OF IN -STREAM STRUCTURES AND SHALL BE CONSIDERED INCIDENTAL TO CONSTRUCTION.
A
LENGTH VARIES PER PLAN
_ 14 I I I -
COMPACTED _
FILL MATERIAL
111-111=111- 1 11-111=
'OLD CHANNEL TOP OF BANK
OLD CHANNEL TOE OF SLOPE
DETAILED PLAN
NOT TO SCALE
CHANNEL PLUG NOTES
1. ALL CHANNEL WORK SHALL TAKE PLACE DURING DRY WORKING CONDITIONS. THE CONTRACTOR SHALL
MINIMIZE THE EXPORT OF SEDIMENT TO ADJACENT SURFACE WATERS TO THE MAXIMUM EXTENT PRACTICABLE
BY USING E&SC MEASURES AS NEEDED.
2. FOR INSTALLATION, THE CONTRACTOR SHALL PLACE SUITABLE CLAY FILL MATERIAL IN THE EXISTING CHANNEL
UP TO THE TOP OF BANK. FILL MATERIAL SHOULD BE LOCATED WITHIN THE SITE AND APPROVED FOR USE BY
THE ENGINEER. THE CHANNEL PLUG SHALL BE COMPACTED AS DIRECTED AND UNTIL APPROVED BY THE
ENGINEER ON SITE.
3. TOP SOIL SUITABLE FOR ESTABLISHING NATIVE VEGETATION SHALL BE INSTALLED ON TOP OF THE COMPACTED
FILL MATERIAL TO A MINIMUM DEPTH OF 0.5' ABOVE THE COMPACTED FILL MATERIAL.
4. TRANSPLANTS AVAILABLE ONSITE MAY BE INSTALL IN THE TOP SOIL AS DIRECTED BY THE ENGINEER ON SITE.
5. THE SURFACE OF THIS STRUCTURE SHALL BE FINISHED TO A SMOOTH AND COMPACT SURFACE IN ACCORDANCE
WITH THE LINES, GRADES, AND CROSS -SECTIONS OR ELEVATIONS SHOWN ON THE DRAWINGS.
6. RE -DRESSING AND STABILIZATION OF THE SURROUNDING WORK AREA WITH TEMPORARY AND PERMANENT
SEEDING AND MULCHING WILL LIKELY BE REQUIRED FOLLOWING INSTALLATION OF THE DITCH PLUG AND
SHALL BE CONSIDERED INCIDENTALTO CONSTRUCTION.
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DETAILED PLAN
NOT TO SCALE
SEE PLAN AND
PROFILE SHEET
SEE PROFILE FOR EXIT
STRUCTURE
CULVERT CROSSING SPECIFICATIONS
1. ALL CULVERT INSTALLATION WORK SHALL TAKE PLACE DURING DRY WORKING CONDITIONS. THE CONTRACTOR
SHALL MINIMIZE THE EXPORT OF SEDIMENT TO ADJACENT SURFACE WATERS TO THE MAXIMUM EXTENT
PRACTICABLE BY USING E&SC MEASURES AS NEEDED.
2. THE BOTTOM OF THE 54" CORRUGATED PE CULVERT SHALL BE BURIED 1.0' WITH A SLOPE OF 0.01 FT/FT TO
SUPPORT ECOSYSTEM CONNECTIVITY AND AQUATIC ORGANISM PASSAGE.
3. THE SURFACE OF THIS STRUCTURE SHALL BE FINISHED TO A SMOOTH AND COMPACT SURFACE IN ACCORDANCE
WITH THE LINES, GRADES, AND CROSS -SECTIONS OR ELEVATIONS SHOWN ON THE DRAWINGS.
4. RE -DRESSING AND STABILIZATION OF THE SURROUNDING WORK AREA WITH TEMPORARY AND PERMANENT
SEEDING AND MULCHING WILL LIKELY BE REQUIRED FOLLOWING INSTALLATION OF CULVERT CROSSING AND
SHALL BE CONSIDERED INCIDENTAL TO CONSTRUCTION.
5. INSPECT THE STREAM CROSSING, APPURTENANCES, APPROACHES, AND ASSOCIATED FENCE AND EXCLUSION
6. GATES AT LEAST ANNUALLY AND AFTER EACH MAJOR STORM EVENT. MAKE REPAIRS, IF NEEDED.
7. REMOVE ACCUMULATED ORGANIC MATERIAL, WOODY MATERIAL, OR EXCESS SEDIMENT.
8. REPLACE SURFACING STONE FOR LIVESTOCK CROSSING AS NEEDED.
CROSSING CREST
ELEVATION PER PLAN
o 54" CULVERTvOo NC DOT CLASS 1 RIPRAP
INV. ELV=2252.34' FSSTABILIZATION
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54" CULVERT
INV. ELV = 2252.04'
THALWEG / CULVERTSLOPE=0.01FT/FT-
54"
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PE CULVERT
NC DOT CLASS 1 RIPRAP
54" CORRUGATED PE CULVERT BURY BOTTOM OF 60" CONSTRUCTED RIFFLE AT STABILIZATION
INV. ELV = 2251.34' CULVERT 1.5' CULVERT ENTRANCE AND SEE
PROFILE FOR EXIT
54" CORRUGATED PE CULVERT
DETAILED SECTION A - A' INV. ELV=2251.04' DETAILED SECTION B - B'
NOT TO SCALE NOT TO SCALE
7 SAMUEL ASHE DRIVE
ASHEVILLE, NC 28805
DATE: 9/6/2023
NTS
SHEET NUMBER
4.3
CULVERT CROSSING

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7 SAMUEL ASHE DRIVE
ASHEVILLE, NC 28805
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SEAL
02445
GINE
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DATE: 9/6/2023
SCALE (34"X22"): 1 " = 50'
SCALE (17"X11"): 1" = 100'
0 50 100
SCALE IN FEET
SHEET NUMBER
5.2

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EROSION AND SEDIMENTATION CONTROL NOTES
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AND SPECIFICATIONS CONSTRUCTION SEQUENCE
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1. ALL CONSTRUCTION ACTIVITIES SHALL ADHERE TO THE CONDITIONS AND 1. OBTAIN AND REVIEW THE ASHWORTH CREEK RESTORATION EROSION AND
REQUIREMENTS OF NCDEMLR'S NG01 CONSTRUCTION GENERAL PERMIT. SEDIMENTATION CONTROL PLAN AND ALL OTHER APPLICABLE PERMITS.
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2. ALL TREES, UTILITIES AND OTHER SITE FEATURES SHALL BE PROTECTED UNLESS 2. FLAG THE WORK LIMITS AND STAKE OUT THE LIMITS OF DISTURBANCE (LOD)
MARKED FOR REMOVAL OR RELOCATION. OF THE PROJECT. THE TOTAL PROJECT LOD IS 11.33 AC.
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CONSTRUCTION AREA ON THE PROJECT SITE SHALL BE CLEARLY MARKED 4. NOTIFY INSPECTOR FROM DEQ REGIONAL OFFICE PRIOR TO DISTURBANCE.
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ACTIVITIES AND MUST BE MAINTAINED ON THE PROPERTY UNTIL THE PROJECT 6. INSTALL RAIN GAUGE AND PREPARE INSPECTION FORMS.
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NOT BE EXCEEDED AS DESCRIBED IN 15A NCAC 02B .0200. APPROPRIATE 8. INSTALL ALL AND CONTROL AS
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SEDIMENT AND EROSION CONTROL PRACTICES MUST BE USED TO MEET THIS THE DRAWINGSOANON
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STANDARD. [15A NCAC 02B .0211 (21)] STREAM CROSSINGS AT THE DESIGNATED CONSTRUCTION ACCESS POINTS ASLu
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5. EQUIPMENT SHALL BE WELL -MAINTAINED, CLEANED PRIOR TO MOBILIZATION, SHOWN ON SHEETS 5.1 AND 5.2 AND IN THE DETAILS ON SHEETS 5.3 AND 5.4.
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AND CHECKED DAILY FOR LEAKS OF PETROLEUM PRODUCTS. FUELING, 9. INSTALL SILT FENCE ALONG THE DOWN SLOPE SIDE OF THE STAGING AREA AS
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PLACE WITHIN 50 FEET OF A WATERBODY OR WETLANDS TO PREVENT 10. INSPECT EROSION PREVENTION AND SEDIMENT CONTROL BMPS DAILY AND
CONTAMINATION BY FUEL AND OILS. [15A NCAC 02H .0506 (B)(3) AND 15A AFTER SIGNIFICANT RAINFALL EVENTS. MAKE NEEDED REPAIRS IMMEDIATELY.
NCAC 02B .0211(12)] KEEP ALL LOGS AND RECORDS UP-TO-DATE.
6" Min.
6. CONSTRUCTION SHALL BE TIMED TO OCCUR DURING TIMES OF LOW FLOW. 11. ACQUIRE AND STORE MATERIALS FOR SITE (E.G. ROCK, LOGS, EROSION
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IN -STREAM STRUCTURES. [15A NCAC 02H .0506(B)(1) AND (2)]. 12. CLEAR EXISTING VEGETATION REQUIRED TO COMPLETE THE WORK TAKING
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IN -STREAM STRUCTURES WHILE KEEPING HEAVY EQUIPMENT OUT OF THE RIVER 13. GRADE THE RIVER BANKS AND INSTALL BANK STABILIZATION STRUCTURES
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CHANNEL. ONLY EQUIPMENT THAT IS BEING USED TO INSTALL STRUCTURES OR ACCORDING TO THE PLANS AND DETAILS. WHEN POSSIBLE, PERFORM WORK
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REMOVE DEBRIS BLOCKAGES MAY ENTER THE RIVER CHANNEL. EQUIPMENT FROM THE RIVER BANKS TO MINIMIZE TIME SPENT WORKING IN THE
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SHALL ACCESS THE RIVER AT THE CLOSEST POINT POSSIBLE TO REDUCE IMPACTS CHANNEL.
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Construction: Maintenance:
TO THE RIVER BED. THE MAJORITY OF FLOW SHALL BE DIVERTED AROUND 14. WHEN WORKING IN AN ACTIVE STREAM CHANNEL, UTILIZE A TEMPORARY
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1. Clear the entrance and exit area of all vegetation, roots, and other objectionable 1. Per NCG-01 inspect at least once a week and after each 1 inch or greater rainfall;
WORK AREAS USING A TEMPORARY DIVERSION. ALL REASONABLE STEPS MUST DIVERSION.
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material and properly grade it. make any required repairs immediately.
BE TAKEN TO LIMIT THE AMOUNT OF DISTURBANCE IN THE CHANNEL AND TO 15. INSTALL TEMPORARY SEEDING, PERMANENT SEEDING AND EROSION CONTROL
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2. Place the gravel to the specific grade and dimensions shown on the plans, and 2. Maintain the gravel pad in a condition to prevent mud or sediment from leaving the
THEREFORE REDUCE DOWNSTREAM TURBIDITY DURING CONSTRUCTION. MATTING ON ALL DISTURBED RIVER BANKS AND GRADED SLOPES AS SHOWN
ON SHEET 5.3.
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smooth it. construction site. This may require periodic topdressing with 2 inch stone.
9. THE RIVERBANKS, IN -STREAM STRUCTURES AND WORK AREA MUST BE
16. ONCE THE WORK AREA IS STABILIZED AND CONSTRUCTION ACTIVITIES ARE
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STABILIZED AT THE END OF EACH DAY BEFORE THE TEMPORARY IN -STREAM
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DIVERSIONS ARE REMOVED AND FLOW IS RETURNED THE FULL CHANNEL. COMPLETED, REMOVE AND DISPOSE OF ALL NON -BIODEGRADABLE EROSION
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subject to seepage or high water table.
10. EROSION CONTROL MATTING THAT INCORPORATES PLASTIC MESH AND/OR AND SEDIMENTATION CONTROL BMPS.
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PLASTIC TWINE SHALL NOT BE USED ALONG STREAMBANKS OR WITHIN 17. NOTIFY PERMITEE AND THE ENGINEER FOR A FINAL INSPECTION AND WALK
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MATTED AS SOON AS POSSIBLE, PREFERABLY AT THE END OF EACH WORKDAY. 18. WHEN SEASONALLY APPROPRIATE, INSTALL PERMANENT PLANTINGS ON RIVER
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[15A NCAC 02B .0201] BANKS AND WITHIN THE RIPARIAN ZONES AS SHOWN ON SHEETS 6.1 AND 6.2.
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GRADING OPERATIONS, AN APPROVED EROSION AND SEDIMENT CONTROL
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6' Max. Extra strength fabric without wire fence Wire Fence and Compact
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thoroughly
Steel Post
Check Slots at 25'
intervals
Upslope
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with erosion control
Plastic or 18-24" 4ings
Wire ties 8" Min.
blankets or turf
Environmental
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Initial channel anchor trench Terminal slope and channel 6" Min.
24"
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anchor trench Intermittent check slot Longitudinal anchor trench
.......... Single -lap spliced ends or begin new
...........................
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24"
trench
6" Min. and staple at
Overlap 12 intervals Prepare soil and apply seed before FLOW
==--------
Filter Fabric
CROSS SECTION VIEW
................... installing blankets, mats or other
Construction:
Staple Overlaps
--�--�----------temporary channel liner systems
-----------------
.................................... .......
1. Construct the sediment barrier of standard strength or extra strength synthetic filter fabrics.
............................... Max. 5" spacing
................... ........
2. Ensure that the height of the sediment fence does not exceed 24 inches above the ground. (Higher fences may
........................... Bring material down to a level area,
turn the end under 4" and staple at
impound volumes of water sufficient to cause failure of the structure) Maintenance:
NOTES: 12" intervals.
3. Construct the filter fabric from a continuous roll cut to the length of the barrier to avoid joints. When joints are 1. Inspect sediment fences at least once a week and after each 1
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1. Lime, fertilize and seed before installation. Planting of shrubs, trees, etc. should occur after installation.
necessary, securely fasten the filter cloth only at a support post with 4 feet minimum overlap to the next post. inch or greater rainfall. Make any required repairs immediately.
2. Slope surface shall be smooth before placement for proper soil contact.
P p p P
4. Support standard strength filter fabric b wire mesh fastened secure) to the upslope side of the posts. Extend the 2. Should the fabric of a sediment fence collapse, tear,FESS/p'yy';;
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3. Design velocities exceeding 2 feet/second require temporary blankets, mats or similar liners to protect seed and soil until vegetation becomes
wire mesh support to the bottom of the trench. Fasten the wire reinforcement, then fabric on the upslope side of the decompose, or become ineffective, replace it promptly.
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established.
fence post. Wire or plastic zip ties should have a minimum 50 pound tensile strength. 3. Remove sediment deposits as necessary to provide adequate
= 0') 44 5
4. Terminal anchor trenches are required at RECP ends and intermittent check slots must be constructed across channels at 25 foot intervals. MAINTENANCE:
5. Terminal anchor trenches should be a minimum of 12 inches in depth and 6 inches in width. Intermittent check slots should be 6 inches deep 1. Inspect Rolled Erosion Control Products at least weekly and
5. When a wire mesh support fence is used, space posts a maximum of 8 feet apart. Supports should be driven securely storage volume for the next rain and reduce pressure on the
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and 6 inches wide. after each rain of 1 inch or greater; repair immediately.
into the round a minimum of 24 inches. fence. Take care to avoid undermining the fence during
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6. For installation on a slope, place RECP 2-3 feet over the top of the slope and into an excavated end trench measuring approximately 12 2. Good contact with the ground must be maintained, and
6. Extra strength filter fabric with 6 foot post spacing does not require a wire mesh support fence. Securely fasten the cleanouts.
D.
inches deep by 6 inches wide. Pin the RECP at 1 foot intervals along the bottom of the trench, Backfill and compact. Unroll the RECP down erosion must not occur beneath the RECP.
filter fabric directly to posts. Wire or plastic zip ties should have a minimum of 50 pound tensile strength. 4. Remove all fencing materials and unstable sediment deposits""
the slope maintaining direct contact between the soil and RECP. Pin using staples or pins in a 3 feet center -to -center pattern. 3. Any areas of the RECP that are damaged or not in close
7. Excavate the trench approximately 4 inches wide and 8 inches deep along the proposed line of the posts and upslope and bring the area to grade and stabilize it after the contributing
7. 11 gauge, at least 6 inch by 1 inch staples or 12 inch minimum length wooden stakes are recommended for anchoring. contact with the ground shall be repaired and stapled.
drainage area has been properly stabilized.
from the barrier. g p p Y
8. Grass -lined channels with design velocities exceeding 6 feet/second should include turf reinforcement mats 4. If erosion occurs due to poorly controlled drainage, the
9. Check slots to be constructed per manufacturers specifications. problem shall be fixed and the eroded area protected.
8. Place 12 inches of fabric along the bottom and side of the trench.
10. Staking or stapling layout per manufacturers specification. 5. Monitor and repair the RECP as necessary until ground cover
9. Backfill the trench with soil placed over the filter fabric and compact. Thorough compaction of the Backfill is critical to
DATE: 9/6/2023
11. If there is a berm at the top of slope, anchor upslope of the berm. is established.
silt fence performance.
12. Do not stretch blankets/matting tight, allow the rolls to conform to any irregularities.
10. Do not attach filter fabric to existing trees.
13. For slopes less than 3H:1 V, rolls may be placed in horizontal strips.
ROLLED EROSION CONTROL PRODUCTS (RECP)
TEMPORARY SILT FENCE
SHEET NUMBER
5.3

I
APPROVED SEDIMENT FILTERING DEVICE
(SEDIMENT FILTER BAG). PROVIDE POSITIVE
DRAINAGE FROM SEDIMENT FILTER BAG TO
STREAM.
DISCHARGE ONTO
STABLE RIPRAP PAD
TO PREVENT SCOUR
HOLE
FLOW— _
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EARTHERN
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TEMPORARY PUMP AROUND SEQUENCE
STREAM DIVERSION PUMP
DISCHARGE HOSES
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DEWATERING PUMP INTAKE HOSE
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WORK AREA LENGTH NOT TO EXCEED THAT _
WHICH CAN BE COMPLETED IN ONE DAY
1. SET UP PUMP WITH SUCTION AND DISCHARGE HOSE.
2. INSTALL UP -STREAM SANDBAG DAM.
3. INSTALL DOWN -STREAM SANDBAG DAM.
4. THE PUMP MUST RUN CONTINUOUSLY WHILE WORKING IN THE STREAM
5. STREAMBANKS MUST BE STABILIZED AT THE END OF EACH DAY.
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1 BERMS SHALL BE SITUATED AT THE UPSTREAM AND DOWNSTREAM ENDS OF THE WORK
AREA, AND STREAM FLOW SHALL BE PUMPED AROUND THE WORK AREA. THE PUMP
SHOULD DISCHARGE ONTO A STABLE VELOCITY DISSIPATER CONSTRUCTED OF RIPRAP OR
SANDBAGS. DIVERSION PUMP DISCHARGE SHALL NOT GENERATE SCOUR, EROSION, OR THE
EXPORT OF EXCESS SEDIMENT TO SURFACE WATERS.
2. WATER FROM THE WORK AREA SHALL BE PUMPED TO A SEDIMENT FILTERING MEASURE
SUCH AS A SEDIMENT BAG OR OTHER APPROVED DEVICE. THE MEASURE SHALL BE
LOCATED SUCH THAT THE WATER DRAINS BACK INTO THE CHANNEL BELOW THE
DOWNSTREAM SANDBAG DIKE WITHOUT CAUSING FURTHER EROSION BETWEEN THE SEDIMENT
FILTER BAG AND THE STREAMBANK.
3. THE CONTRACTOR SHALL SIZE THE PUMP AROUND SYSTEM SUFFICIENTLY FOR A RANGE OF
POSSIBLE BASEFLOW DISCHARGES AND THE SYSTEM SHALL RUN CONTINUOUSLY WHILE
WORKING IN THE STREAM.
4. THE STREAMBANKS AND WORK AREA MUST BE STABILIZED AT THE END OF EACH DAY
BEFORE THE PUMP AROUND
SYSTEM IS SHUT DOWN AND BEFORE FLOW IS RETURNED THE CHANNEL.
TEMPORARY PUMP AROUND
// �- ,
777777
TEMPORARY GRAVEL/COBBLE
FLOW, — BERM
RIVER BANK
WORK AREA
WORK AREA
LENGTH NOT TO EXCEED THAT WHICH CAN BE COMPLETED IN ONE DAY
DETAILED PLAN
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DIRECTS FLOW AROUND THE WORK AREA SUCH THAT FLOW DOES NOT INTERACT WITH
DISTURBED EARTH AND CONSTRUCTION MATERIALS.
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DETAILED CROSS-SECTION
SURFACE FLOW
1� DIVERSION
TEMPORARY FORD CROSSING NOTES AND SPECIFICATIONS
1, KEEP CLEARING AND EXCAVATION OF THE RIVER BANKS AND APPROACH SECTIONS TO A
MINIMUM.
2. DIVERT ALL SURFACE WATER FROM THE SITE ONTO UNDISTURBED AREAS NEXT TO THE
RIVER.
3. KEEP CROSSING AT A RIGHT ANGLE (PERPENDICULAR) TO THE RIVER.
4. ALIGN ROAD APPROACHES WITH THE CENTERLINE OF THE CROSSING FOR A MINIMUM
DISTANCE OF 30 FT.
5. STABILIZE ALL DISTURBED AREAS SUBJECT TO FLOWING WATER INCLUDING THE RIVER
BANKS AND PLANNED OVERFLOW AREAS.
6. ALL STREAMBANKS AND BED MATERIAL DISTURBED DURING INSTALLATION OF THE CROSSING
SHALL BE STABILIZED WITH TEMPORARY SEEDING AND EROSION CONTROL MATTING OR
RIPRAP. COIR EROSION CONTROL WATTLES SHALL BE INSTALLED AT ALL INGRESS AND
EGRESS POINTS AS SHOWN IN THE DRAWINGS.
7. REMOVE TEMPORARY STREAM CROSSINGS IMMEDIATELY WHEN THEY ARE NO LONGER
NEEDED. RESTORE THE STREAM CHANNEL TO IT ORIGINAL CROSS-SECTION, AND SMOOTH
AND APPROPRIATELY STABILIZE ALL DISTURBED AREAS.
S. RE -DRESSING OF CHANNEL AND BANKFULL BENCH/FLOODPLAIN WILL LIKELY BE REQUIRED
FOLLOWING REMOVAL OF THE CROSSING AND SHALL BE CONSIDERED INCIDENTAL TO
CONSTRUCTION.
9. SEE SECTION 6.70.1 OF NC DEMLR'S EROSION AND SEDIMENT CONTROL DESIGN MANUAL
(2013) FOR ADDITIONAL INFORMATION, NOTES, AND SPECIFICATIONS.
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6.2

GENERAL RE -VEGETATION AND PLANTING NOTES
1. FINAL VEGETATION SPECIES SELECTION MAY CHANGE
DUE TO REFINEMENT OR SPECIES AVAILABILITY AT THE
TIME OF PLANTING. SPECIES SUBSTITUTIONS WILL BE
COORDINATED BETWEEN THE BANK MANAGER,
ENGINEER AND PLANTING CONTRACTOR PRIOR TO THE
PROCUREMENT OF PLANT/SEED STOCK.
2. LARGER NATIVE TREE SPECIES TO BE PRESERVED WILL
BE FLAGGED BY THE ENGINEER PRIOR TO
CONSTRUCTION ACTIVITIES. ANY TREES HARVESTED FOR
WOODY MATERIAL WILL BE UTILIZED TO PROVIDE BED
AND BANK STABILIZATION AND COVER OR NESTING
HABITAT ON THE FLOODPLAIN. ANY EXCESS WOODY
MATERIALS MAY USED TO BACKFILL OLD CHANNELS.
3. ALL DISTURBED AREAS WILL BE STABILIZED USING
TEMPRORY AND PERMERMANET SEEDING AS DEFINED IN
THE SEEDING SCHEDULE AND THE APPROVED E&SC
PLANS.
4. SUPPLEMENTAL PLANTING ACTIVITIES MAY BE
REQUIRED WITHIN THE CONSERVATION EASEMENT.
TEMPORARY SEEDING AND MULCHING NOTES
5. TEMPORARY SEEDING AND MULCHING SHALL BE
APPLIED TO ALL AREAS AND ACCESS ROUTES DISTURBED
DURING CONSTRUCTION.
6. ALL SEED AND SEED VARIETIES MUST BE FREE OF
STATE AND FEDERALLY LISTED NOXIOUS WEED SEED
AND INVASIVE SPECIES.
7. ALL DISTURBED AREAS WILL BE SEEDED WITH
TEMPORARY SEED AND MULCHED WITH WHEAT STRAW.
SEEDING WILL BE
PERFORMED USING A BROADCAST SPREADER. OTHER
METHODS MAY BE USED BUT MUST BE APPROVED BY
ENGINEER IN ADVANCE OF INSTALLATION.
8. MAINTENANCE OF SEEDED AREAS SHALL CONSIST OF
WATERING, WEED AND PEST CONTROL, FERTILIZATION,
EROSION REPAIR, RESEEDING, AND INCIDENTAL
OPERATIONS AS NECESSARY TO ESTABLISH A HEALTHY,
VIGOROUS, WEED FREE AND DISEASE FEE UNIFORM
STAND OF GRASS. ALL AREAS WHICH FAIL TO SHOW A
UNIFORM STAND OF GRASS FOR ANY REASON SHALL BE
TREATED REPEATEDLY UNTIL A UNIFORM STAND OF AT
LEAST 90% COVERAGE IS ATTAINED WITH NO BARE AREA
GREATER THAN FIVE (5) SQUARE FEET.
PERMANENT SEEDING NOTES
9. PERMANENT SEEDING SHALL OCCUR IN CONJUNCTION
WITH
TEMPORARY SEEDING WHERE APPLICABLE. IDEALLY,
PERMANENT SEEDING SHALL OCCUR DURING THE
PLANTING SEASON FOR EACH SEED TYPE. AREAS
FERTILIZED FOR TEMPORARY SEEDING SHALL BE
SUFFICIENTLY FERTILIZED FOR PERMANENT SEEDING;
ADDITIONAL FERTILIZER IS NOT REQUIRED FOR
PERMANENT SEEDING.
10. ALL SEED AND SEED VARIETIES MUST BE FREE OF
STATE AND FEDERALLY LISTED NOXIOUS WEED SEED
AND INVASIVE SPECIES.
11. THE CONTRACTOR SHALL LOOSEN THE SOIL TO A
MINIMUM DEPTH OF 4-INCHES AND GRADE TO A
SMOOTH, EVEN SURFACE WITH A LOOSE, UNIFORMLY
FINE TEXTURE. THE AREAS TO BE SEEDED ARE THEN TO
BE ROLLED AND RAKED TO REMOVE RIDGES AND FILL
DEPRESSIONS TO MEET FINISH GRADES. THE
CONTRACTOR IS TO LIMIT SUB GRADE AND FINISH
GRADE PREPARATION TO AREAS THAT WILL BE PLANTED
IMMEDIATELY. PREPARED AREAS ARE TO BE RESTORED IF
ERODED OR OTHERWISE DISTURBED AFTER FINE
GRADING AND BEFORE PLANTING.
12. SEED SHALL BE SOWN WITH A SPREADER OR A
SEEDING MACHINE. SEED IS NOT TO BE BROADCAST OR
DROPPED WHEN WIND VELOCITY EXCEEDS 5 MPH. SEED
SHALL BE EVENLY DISTRIBUTED BY SOWING IN TWO
DIRECTIONS AT RIGHT ANGLES TO EACH OTHER. WET
SEED OR SEED THAT IS MOLDY OR OTHERWISE
DAMAGED IN TRANSIT OR STORAGE IS NOT TO BE USED.
AFTER BEGIN SOWN, THE SEED SHALL BE RAKED INTO
THE TOP 1/4 INCH OF THE TOPSOIL, LIGHTLY ROLLED,
AND WATERED WITH FINE SPRAY. SEEDED AREAS ON
STREAM BANKS SHALL BE PROTECTED WITH COIR FIBER
MATTING.
ZONE 1: STREAMBANK
13. LIVESTAKES AND HERBACEOUS PLUGS LISTED IN THE
PLANTING SCHEDULE SHALL BE PLANTED IN OFFSET
ROWS AT A DENSITY OF 4,840 STEMS PER ACRE (3.0'
O.C.) FROM TOE OF THE RESTORED CHANNEL TO 3.0'
OUTSIDE THE BANKFULL STAGE. HERBACEOUS PLUGS
SHALL BE PLANTED ALONG THE TOE OF THE CHANNEL IN
THE OUTSIDE OF THE POOL MEANDER BENDS.
ZONE 2: RIPARIAN BUFFER
14. WOODY SPECIES LISTED IN THE PLANTING SCHEDULE
SHALL BE PLANTED IN OFFSET ROWS AT A DENSITY OF
440 STEMS PER ACRE (10.0' O.C.) FROM 3.0' OUTSIDE
THE BANKFULL STAGE TO THE GRADING LIMITS. EXACT
PLACEMENT OF THE SPECIES SHALL BE DETERMINED BY
THE CONTRACTOR'S VEGETATION SPECIALIST PRIOR TO
SITE PLANTING AND BASED ON THE WETNESS
CONDITIONS OF PLANTING LOCATIONS.
SOIL SPREADING
15. AREAS OF SOIL SPREADING SHALL BE STABILIZED
USING TEMPORARY SEEDING AS DEFINED IN THE
SEEDING SCHEDULE AND THE APPROVED EROSION AND
SEDIMENTATION CONTROL PLANS.
SEEDING SCHEDULES
TEMPORARY SEEDING
DATE
TYPE
APP. RATE (LBS / AC)
JAN 1 - APR 30
RYE GRAIN (Secale cereale)
120
COMMON OATS (Avena sativ)
100
RED CLOVER (Trifolium incarnatum)
20
GROUND AG. LIMESTONE
2,000
10-10-10 FERTILIZER
750
STRAW MULCH
4,000
MAY 1 - JUL 31
GERMAN MILLET (Setaria italica)
50
COMMON OATS (Aveno sativ)
100
RED CLOVER (Trifolium incarnatum)
20
GROUND AG. LIMESTONE
2,000
10-10-10 FERTILIZER
750
STRAW MULCH
4,000
AUG 1- DEC 31
RYE GRAIN (Secale cereale)
120
WINTER WHEAT (Triticum aestivum)
100
RED CLOVER (Trifolium incarnatum)
20
GROUND AG. LIMESTONE
2,000
10-10-10 FERTILIZER
750
STRAW MULCH
4,000
PERMANENT RIPARIAN SEEDING - 25 LBS / AC
SPECIES
COMMON NAME
PERCENT
Juncus effusus
COMMON RUSH
5%
Coreopsis lanceolato
LANCE LEAF TICKSEED
10%
Agrostis perennons
AUTUMN BENTGRASS
5%
Elymus virginicus
VIRGINIA WILDRYE
10%
Andropogon gerardi
BIG BLUESTEM
10%
Schizachyrium scoparium
LITTLE BLUESTEM
5%
Ponicum virgatum
SWITCH GRASS
15%
Tripsocum doctyloides
EASTERN GAMAGRASS
5%
Sorghastrum nutans
INDIAN GRASS
5%
Rudbeckia hirta
BLACK-EYED SUSAN
10%
Chamaecristo (Cassia) fasciculata
SHOWY PARTRIDGE PEA
10%
Bidens aristosa
SHOWY BIDENS
5%
Helianthus angustifolius
SWAMP SUNFLOWER
5%
TOTAL
r 100%
ZONE 1: STREAMBANKS
ZONE 1 - STREAMBANK - 3' O.C. (4,840 STEMS / AC)
SPECIES
COMMON NAME
% OF STEMS
LIVE STAKES
Cornus amomum
SILKY DOGWOOD
40%
Salixsericea
SILKY WILLOW
30%
Sambucus canadensis
ELDERBERRY
15%
Physocarpus opulifolius
NINEBARK
15%
TOTAL
100%
HERBACEOUS PLUGS
Juncus effusus
COMMON RUSH
60%
Carex alata
BROADWING SEDGE
40%
TOTAL
100%
ZONE 2: BUFFER RE-ESTABLISHMENT
SPECIES
COMMON NAME
% OF STEMS
OVERSTORY
Platanus occidentalis
SYCAMORE
15%
Acer rubrum
RED MAPLE
15%
Nyssa s yl vatica
BLACK GUM
10%
Liriodendron tulipifera
YELLOW POPLAR
10%
Betula nigra
RIVER BIRCH
5%
Quercus stellata
POST OAK
5%
Quercus alba
WHITE OAK
5%
UNDERSTORY
Carpinus caroliniana
IRONWOOD
10%
Prunus serotina
BLACK CHERRY
5%
Asimina triloba
PAWPAW
5%
Hamamelis virginiana
WITCH HAZEL
5%
Lindera benzoin
SPICEBUSH
5%
Alnus serrulata
HAZEL ALDER
5%
TOTAL
100%
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9/6/2023
SHEET NUMBER
6.3