20201231 Ver 1_USACE Permit_20201211

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action ID. SAW-2020-01907 County: Buncombe
GENERAL PERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Permittee: City of Asheville / Attn: Amy Denton
Address: 161 South Charlotte Street
Asheville, NC 28801
Telephone Number: 828-259-5547
Location description: The site is located on Pebble Creek Drive, in Asheville, NC.
Description of projects area and activity: This permit authorizes bank stabilization activities. Impacts authorized by
this permit total 291 linear feet of permanent impacts and 47 linear feet of temporary/dewatering impacts. Attached
are recommendations from the North Carolina Wildlife Resource Commission for your consideration.
Applicable Law: ® Section 404 (Clean Water Act, 33 USC 1344)
❑ Section 10 (Rivers and Harbors Act, 33 USC 403)
Authorization: Regional General Permit Number or Nationwide Permit Number: 27
SEE ATTACHED RGP or NWP GENERAL, REGIONAL AND SPECIAL CONDITIONS
Your work is authorized by the above referenced permit provided it is accomplished in strict accordance with the
attached conditions, above noted special conditions, and your submitted application and attached information dated
October 29, 2020. Any violation of the attached conditions or deviation from your submitted plans may subject the
permittee to a stop work order, a restoration order, a Class I administrative penalty, and/or appropriate legal action.
This verification will remain valid until the expiration date identified below unless the nationwide/regional authorization is
modified, suspended or revoked. If, prior to the expiration date identified below, the nationwide/regional permit authorization
is reissued and/or modified, this verification will remain valid until the expiration date identified below, provided it complies
with all requirements of the modified nationwide/regional permit. If the nationwide/regional permit authorization expires or is
suspended, revoked, or is modified, such that the activity would no longer comply with the terms and conditions of the
nationwide/regional permit, activities which have commenced (i.e., are under construction) or are under contract to commence
in reliance upon the nationwide/regional permit, will remain authorized provided the activity is completed within twelve months
of the date of the nationwide/regional permit's expiration, modification or revocation, unless discretionary authority has been
exercised on a case -by -case basis to modify, suspend or revoke the authorization.
Activities subject to Section 404 (as indicated above) may also require an individual Section 401 Water Quality Certification.
You should contact the NC Division of Water Resources (telephone [phone]) to determine Section 401 requirements.
For activities occurring within the twenty coastal counties subject to regulation under the Coastal Area Management Act
(LAMA), prior to beginning work you must contact the N.C. Division of Coastal Management.
This Department of the Army verification does not relieve the permittee of the responsibility to obtain any other required
Federal, State or local approvals/permits.
If there are any questions regarding this verification, any of the conditions of the Permit, or the Corps of Engineers regulatory
program, please contact Amanda Jones at 828-271-7980, ext. 4225 or [e-mail].
FUEMMELER.AMAN Digitally signed by
DA.JONES.1242835 FUEMMELER.AMANDAJONE5.124
28351190
Corps Regulatory Official: 090 Date: 2020.12.1111:28.449-05'00' Date: December 11, 2020
Amanda Jones
Expiration Date of Verification: March 18, 2022
CF: McAdams Company / Attn: Amanda Bloom (via email)

Action ID Number: SAW-2020-01907 County: Buncombe
Permittee: City of Asheville / Attn: Amy Deyton
Project Name: Pebble Creek Stabilization / NWP #27
Date Verification Issued: December 11, 2020
Project Manager: Amanda Jones
Upon completion of the activity authorized by this permit and any mitigation required by the permit,
sign this certification and return it to the following address:
US ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Attn.: Amanda Jones
151 Patton Avenue, Room 208
Asheville, North Carolina 28801-5006
Please note that your permitted activity is subject to a compliance inspection by a U. S. Army Corps of
Engineers representative. Failure to comply with any terms or conditions of this authorization may
result in the Corps suspending, modifying or revoking the authorization and/or issuing a Class I
administrative penalty, or initiating other appropriate legal action.
I hereby certify that the work authorized by the above referenced permit has been completed in
accordance with the terms and condition of the said permit, and required mitigation was completed in
accordance with the permit conditions.
Signature of Permittee
Date

0 North Carolina Wildlife Resources Commission 0
Gordon Myers, Executive Director
November 23, 2020
Ms. Amanda Fuemmeler
U.S. Army Corps of Engineers, Regulatory Branch
151 Patton Avenue, Room 208
Asheville, North Carolina 28801-5006
SUBJECT: Pebble Creek Restoration
Dingle Creek, Buncombe County
Dear Ms. Fuemmeler:
Biologists with the North Carolina Wildlife Resources Commission (NCWRC) reviewed an
application to stabilize 291 ft of Dingle Creek in Buncombe County. Our comments on this
application are offered for your consideration under provisions of the Clean Water Act of 1977
(33 U.S.C. 466 et. seq.) and Fish and Wildlife Coordination Act (48 Stat. 401, as amended; 16
U.S.C. 661-667d).
Wild trout reproduction should not be impacted by project activities, and a trout moratorium is
not required for this project.
The project involves stabilizing erosion on Dingle Creek, much of which was previously
armored with gabion baskets, which are now failing. The design proposes to remove the gabion
baskets and replace them with gravity retaining walls (essentially concrete blocks), install a
boulder cross vane, harden the channel, and clean sediment out of existing culverts. Work will
be done in the dry. It appears that Dingle Creek is highly constrained by a sewer line and
infrastructure, with roads and building 10-40 ft from the stream. Although a limited set of
instream structures may be appropriate, we recommend against hardening the channel as
designed. In addition, we recommend alternative options to using concrete blocks to stabilize the
channel, such as geolifts.
We offer the following recommendations to minimize impacts to the aquatic community:
1. Work should be accomplished as quickly as possible and vigilance used in sediment and
erosion control during site preparation, construction, and clean up. Disturbed areas should be
seeded, mulched and/or matted as soon as possible, preferably at the end of each workday.
Mailing Address: Habitat Conservation • 1721 Mail Service Center • Raleigh, NC 27699-1721
Telephone: [phone] • Fax: [phone]

Pebble Creek Restoration
Dingle Cr, Buncombe County
November 23, 2020
2. Any erosion control matting used should be free of plastic or nylon mesh, as this type of
mesh netting frequently entangles wildlife and is slow to degrade, resulting in a hazard that
may last for years.
3. We recommend against hardening the channel and banks with rock and concrete. We
recommend limiting the amount of in -stream structures to those only needed for channel
stability and exploring bioengineering alternatives to gravity retaining walls.
4. Channel work should ensure that stream channel elevation allows substrate retention within
the culverts to ensure aquatic organism passage.
5. We support the permanent riparian seed mix. In addition, we recommend planting as many
native woody shrubs and trees as possible to provide bank stability, shade Dingle Creek, treat
stormwater driven pollutants, and benefit wildlife.
Thank you for the opportunity to review and comment on this project. Please contact me at
[phone] if you have any questions about these comments.
Sincerely,
Andrea Leslie
Mountain Region Coordinator, Habitat Conservation Program
ec: Amy Bloom, McAdams Company
Andrew Moore, NC Division of Water Resources

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LEGEND: - GRAVITY RETAINING WALL LOCATION
REFERENCE
WALL LOCATION PLAN COPIED FROM "GRADING & EROSION CONTROL"
PLAN (SHEET C3.00) AND ASSOCIATED AUTOCAD FILE (2020-09-04
COA19000x.DWG) PREPARED BY MCADAMS ON SEPTEMBER 4, 2020.
NOTE
WALL LOCATION PLAN IS SHOWN FOR REFERENCE ONLY, DO NOT USE FOR
WALL LAYOUT OR CONSTRUCTION.
LEGEND
FINISHED GRADE BEHIND WALL (FGB)
FINISHED GRADE IN FRONT OF WALL (FGF)
❑
46"Lx28"Wx18"H SOLID GRAVITY UNITS
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SUITE C-3
ARDEN, NC 28704
(828)-687-9080
ENGINEERING FIRM
LICENSE NUMBER: F-0176
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1441-19-021
DRAWING NUMBER
R2 I of 3

FENCE OR HANDRAILS - (SHOWN FOR INSTALLATION ONLY)
FENCE OR HANDRAIL POSTS SHALL BE INSTALLED IN SONOTUBES
(PLACED DURING WALL CONSTRUCTION) AND BACKFILLED WITH
CONCRETE OR GROUT, DRIVEN AFTER WALL CONSTRUCTION OR
INSTALLED IN HAND DUG POST HOLES. POSTS SHALL BE INSTALLED NO
CLOSER THAN 28 INCHES FROM FACE OF UPPER GRAVITY UNIT.
AUGERING BEHIND WALL IS NOT ALLOWED.
DETAIL SHOWN FOR INSTALLATION ONLY. ACTUAL DESIGN OF FENCE
POST SUPPORT SHOULD BE PERFORMED BY MANUFACTURER AND/OR
STRUCTURAL ENGINEER.
SETBACK = 1 s"±
5° WALL BATTER
28" TOP UNIT
TOW (TOP OF WALL) MOVE UNITS FORWARD
DURING INSTALLTION TO
ENGAGE SHEAR KNOBS (TYPICAL)
7.5' (MAX.)
(SEE ELEVATIONS ON R2
FOR GRAVITY UNIT LAYOUT)
BOW (BOTTOM OF WALL)
28" MIDDLE UNITS (TYP.)
41" MIDDLE UNITS (TYP.)
STREAM BANK STABILIZATION -
SEE CIVIL PLANS
(DESIGN BY OTHERS)
FINISHED GRADE IN
FRONT OF WALL - VARIES
VARIES 41" BOTTOM U eIT11
(18" MIN.) /I///,i,%//
12" (MIN.)
UNDERCUT/STABILIZATION PER
FIELD ENGINEER EVALUATION AND
RECOMMENDATIONS
30" (MIN.)
FENCE POST (TYP.)
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EVALUATED AND APPROVED
SUBGRADE SOILS SUITABLE TO
SUPPORT A DESIGN CONTACT
PRESSURE OF 2,000 PSF (MINIMUM)
LOW PERMEABILITY SOIL OR
CONCRETE
FINISHED GRADE
BEHIND WALL - VARIES
(SLOPE AWAY FROM BACK OF WALL)
CLASS 3000 CONCRETE
OR GROUT - 1
DRAINAGE AGGREGATE
(NC DOT
NO. 57 STONE)
------ W__NON-WOVEN FILTER FABRIC
4"0 PERFORATED
DRAINAGE PIPE CONNECTED
TO WEEP HOLES (SEE DETAIL 3 ON R3)
� A RETAINED BACKFILL ZONE
VA\VA�VA�VA�VA� SLOPE INCLINATIONS SHALL BE IN
ACCORDANCE WITH LOCAL, STATE
1b o 0 0 \\ \\ \\ \\ AND OSHA REGULATIONS
(DO NOT UNDERMINE EXISTING
BUILDING FOOTINGS)
CRUSHENE LEVELING PAD
(NCDOTDNO. 057 STONE WRAPPED
\ \ WITH NON -WOVEN FILTER FABRIC)
\ \ //x /
1 TYPICAL GRAVITY RETAINING WALL SECTION
R3� SCALE: Not to Scale
NOTE: PVC drainage weep hole not shown for clarity. (See Detail 3 on Sheet R3)
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6" (MINIMUM)
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CRUSHED STONE
FOOTING
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BOTTOM HALF UNIT
12" MIN.
HDPE DRAIN PIPE THROUGH
NOTCHED HOLE AND GROUT
PIPE IN PLAC
DRAIN PIPE THROUGH
NOTCHED HOLE
=GRATED
SPECIFICATIONS
1.0 GENERAL
CONSTRUCTION AND INSPECTION OF THE GRAVITY RETAINING WALL SHALL BE IN ACCORDANCE
WITH THE RECOMMENDATIONS OF THE BLOCK MANUFACTURER, THE ELEVATION VIEWS,
DETAIL(S), AND THESE SPECIFICATIONS.
2.0 MATERIALS
2.1 SOIL INSTALLED IN THE RETAINED ZONE SHALL BE FREE OF ORGANIC OR OTHER DELETERIOUS
MATERIALS MEETING THE FOLLOWING CRITERIA:
• USCS MATERIAL TYPE: SM, SC, SW
• AASHTO MATERIAL TYPE: A-1, A-2, A-3
• EFFECTIVE ANGLE OF INTERNAL FRICTION, �' = 28'
• MAXIMUM PARTICLE SIZE = 3/4"
• PERCENT PASSING NO. 200 SIEVE < 35
• LIQUID LIMIT, LL<40
• PLASTIC INDEX, PI <_ 10
• ORGANIC MATERIAL < 0.5%
• 3<pH<9
REPRESENTATIVE SAMPLES SHALL BE SUBJECTED TO THE FOLLOWING TESTING:
• GRAIN SIZE DISTRIBUTION - ASTM D-422
• ATTERBERG LIMITS - ASTM D-4318
• STANDARD PROCTOR COMPACTION - ASTM D-698
• DIRECT SHEAR - ASTM D-3080
THE WALL CONTRACTOR SHALL SUBMIT LABORATORY TEST RESULTS TO THE WALL
ENGINEER FOR APPROVAL AND TO CONFIRM THAT SOIL INSTALLED IN THE RETAINED ZONE
MEETS THE REQUIREMENTS OF SECTION 2.1.
2.2 GRAVITY UNITS - GRAVITY UNITS SHALL CONSIST OF WET -CAST PRECAST "SOLID" MODULAR
UNITS (CONFORMING TO ASTM C1776) IN A SOUND CONDITION FREE OF CRACKS OR OTHER
DEFECTS. CASTING CONCRETE SHALL CONFORM TO ASTM C94 FOR SEVERE FREEZE THAW
EXPOSURE CLASS WITH A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 4,000 PSI AND AIR
CONTENT OF 6% ±1.5%.
INDIVIDUAL FULL UNITS SHALL HAVE THE FOLLOWING NOMINAL VALUES (±):
46"Lx41"Wx18"H BOTTOM UNITS
46"Lx28"Wx18"H MIDDLE AND TOP UNITS
UNITS SHALL BE CAST WITH 2 SHEAR KNOBS TO CREATE A 5± DEGREE FACE BATTER, AND A
MINIMUM PEAK INTERLOCK SHEAR CAPACITY OF 6,500 LB/FT AT A MINIMUM NOMINAL LOAD
OF 500 LB/FT AND MINIMUM ULTIMATE PEAK SHEAR CAPACITY OF 11,000 LB/FT.
FACE TEXTURE AND COLOR TO BE DETERMINED BY THE OWNER. GRAVITY UNITS MUST BE
APPROVED BY S&ME, INC. AND OWNER PRIOR TO CONSTRUCTION.
2.3 FILTER FABRIC - GEOTEXTILE FILTER FABRIC SHALL CONSIST OF NEEDLE PUNCHED NON -WOVEN
POLYPROPYLENE MATERIAL WHICH MEETS THE AASHTO M 288-2000 CLASS 3 STRENGTH
CRITERIA. IT SHALL ALSO HAVE A MAXIMUM AVERAGE ROLL VALUE OF 0.25 MM FOR ITS
APPARENT OPENING SIZE AND PERMITIVITY OF AT LEAST 0.2/SEC. PRE -APPROVED NONWOVEN
GEOTEXTILES INCLUDE GEOTEX 801 AND TC MIRAFI 180N, OR APPROVED EQUAL.
2.4 HIGH PERFORMANCE (HP) GEOTEXTILE (IF RQD FOR UNDERCUT/STABLIZATION) - HP
GEOTEXTILE SHALL CONSIST OF HIGH TENACITY MONOFILAMENT POLYPROPYLENE YARNS,
WOVEN AND RESISTANT TO BIOLOGICAL DEGRADATION AND NATURALLY OCCURRING
CHEMICALS. THE HP GEOTEXTILE SHALL HAVE A MINIMUM ULTIMATE TENSILE STRENGTH OF
3200 LB/FT AND MINIMUM TENSILE STRENGTH AT 5% STRAIN OF 1500 LB/FT. PRE -APPROVED
HP GEOTEXTILES INCLUDE TC MIRAFI HP 370 AND CARTHAGE MILLS FX-370MF, OR APPROVED
EQUAL.
2.5 DRAINAGE/ LEVELING PAD AGGREGATE - SHALL MEET ASTM C-33 CRITERIA FOR SIZE NO. 57
STONE. DRAINAGE STONE SHALL BE COMPACTED WITH THE USE OF A VIBRATORY PLATE
COMPACTOR.
2.6 DRAINAGE PIPE - DRAINAGE PIPE SHALL CONSIST OF 4-INCH DIAMETER SCHEDULE 40 PVC OR
HDPE.
3.0 FOUNDATION AND EXCAVATION PRACTICES
3.1 THE CONTRACTOR SHALL VERIFY THE LOCATION AND DEPTHS OF THE EXISTING BUILDING
FOOTINGS BY MEASUREMENTS IN THE FIELD PRIOR TO EXCAVATION FOR THE WALLS.
3.2 CARE WILL BE NEEDED NOT TO UNDERMINE THE EXISTING BUILDINGS DURING CONSTRUCTION
AND EXCAVATION.
3.3 THE CONTRACTOR SHALL EXCAVATE TO THE LINES AND GRADES SHOWN ON THE
CONSTRUCTION DRAWINGS, EXCAVATIONS SHALL BE MAINTAINED IN ACCORDANCE WITH
OSHA, STATE AND LOCAL REGULATIONS. TOP OF LEVELING PAD (BOTTOM OF WALL) SHALL BE
INSTALLED WITHIN 1" OF ELEVATION 2175.5 FEET.
3.4 EXCAVATION SHOULD NOT OCCUR WITHIN AN IMAGINARY PLANE EXTENDING DOWNWARD
AND OUTWARD FROM THE BOTTOM LEADING EDGE OF THE BUILDING'S FOOTINGS ON A 1:1
(HORIZONTAL TO VERTICAL) INCLINATION, AND PREFERABLY FURTHER. IF THIS ZONE MUST BE
ENCROACHED UPON, THE AREA WILL NEED TO BE EVALUATED AND DETERMINED IF SHORING OR
UNDERPINNING OF THE BUILDING IS NECESSARY.
3.5 SMALL AREAS CAN BE WORKED AND REMEDIATED AT A TIME, RATHER THAN EXPOSING THE
ENTIRE LENGTH OF THE BUILDINGS/BUILDING FOUNDATIONS ALONG THE CREEK FOR THE
DURATION OF CONSTRUCTION.
3.6 FOUNDATION AND RETAINED SOIL AREAS SHALL BE EVALUATED WITH HAND AUGER BORINGS,
DCP TESTING AND/OR PROOFROLLING BY THE GEOTECHNICAL ENGINEER TO VERIFY THAT THE
WALL AREA IS DIRECTLY UNDERLAIN BY SUITABLE BEARING MATERIALS TO SUPPORT THE
RETAINING WALL SYSTEM.
3.7 UNDERCUTTING AND STABILIZATION USING CRUSHED STONE, GEOTEXTILE FABRIC AND/OR HP
GEOTEXTILE COULD BE REQUIRED TO PROVIDE SUITABLE BEARING. THE REQUIREMENT FOR
UNDERCUTTING AND/OR STABILIZATION SHALL BE AS DETERMINED BY THE GEOTECHNICAL
ENGINEER.
3.8 DEWATERING WILL BE REQUIRED TO PERFORM NECESSARY UNDERCUTTING/STABILIZATION AND
TO INSTALL THE LOWER PORTION OF THE WALL. DEWATERING MEANS AND METHODS SHALL BE
THE RESPONSIBILITY OF THE CONTRACTOR WITH THE PROVISION THAT THE EXCAVATION IS KEPT
DRY UNTIL CONSTRUCTION HAS ACHIEVED A SUITABLE LEVEL ABOVE GROUNDWATER.
PERFORATED
DRAINAGE PIPE
PERFORATED
DRAINAGE PIPE
4.0 LEVELING PAD PREPARATION AND CONSTRUCTION
4.1 THE LEVELING PAD SHALL BE CONSTRUCTED WITH COMPACTED CRUSHED AGGREGATE THAT
MEETS THE CRITERIA IN SECTION 2.0.
4.2 THE LEVELING PAD SHALL BE AT LEAST 7 INCHES IN FRONT OF AND 12 INCHES BEHIND BOTTOM
UNIT, AT LEAST 12 INCHES THICK AND COMPLETELY WRAPPED WITH GEOTEXTILE FILTER FABRIC.
4.3 THE LEVELING PAD SHALL BE CONSTRUCTED SO AS TO PROVIDE A LEVEL, HARD SURFACE UPON
WHICH TO PLACE THE FIRST COURSE OF GRAVITY UNITS.
4.4 CRUSHED AGGREGATE USED FOR THE LEVELING PAD SHALL BE COMPACTED USING A VIBRATORY
SLED TO THE SATISFACTION OF THE OWNER'S ENGINEER.
4.5 THE LEVELING PAD SHALL BE PREPARED TO ENSURE FULL CONTACT BETWEEN THE PAD AND THE
FIRST COURSE OF GRAVITY UNITS.
5.0 WALL CONSTRUCTION
5.1 THE WALL SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE GRAVITY UNIT
MANUFACTURER'S RECOMMENDATIONS AND THESE REQUIREMENTS.
5.2 THE DRAINAGE PIPE SHALL BE CONNECTED TO A SOLID COLLECTOR PIPE AND DISCHARGED
THROUGH THE FACE OF THE WALL USING WEEP HOLES AS DETAILED ON SHEET R3.
5.3 INSTALL BACKFILL IN RETAINED ZONE IN COMPACTED LIFTS NO GREATER THAN 8 INCHES IN
THICKNESS AND IN ACCORDANCE WITH THE REQUIREMENTS IN SECTION 6.
5.4 INSTALL DRAINAGE AGGREGATE IN 8 INCH LIFTS AND DENSIFY USING VIBRATORY EQUIPMENT.
GEOTEXTILE FILTER FABRIC SHALL BE INSTALLED BETWEEN DRAINAGE AGGREGATE AND
RETAINED BACKFILL.
6.0 SOIL COMPACTION
6.1 THE OWNER'S ENGINEER SHALL EVALUATE AND DOCUMENT COMPACTION OF BACKFILL IN THE
RETAINED ZONE IN ACCORDANCE WITH THESE REQUIREMENTS. ALL FILL MATERIAL SHALL MEET
THE REQUIREMENTS OF SECTION 2.0 AND SHALL BE PLACED IN MAXIMUM 8-INCH THICK LIFTS
(LOOSE MEASURE) AND UNIFORMLY COMPACTED WITH APPROPRIATE COMPACTION
EQUIPMENT TO AT LEAST 95 PERCENT OF THE STANDARD PROCTOR (ASTM D698) MAXIMUM
DRY DENSITY AND WITHIN 3 PERCENT OF ITS OPTIMUM MOISTURE CONTENT.
6.2 HEAVY COMPACTION EQUIPMENT OR OTHER HEAVY CONSTRUCTION EQUIPMENT MAY NOT BE
OPERATED WITHIN 3 FEET OF THE BACK OF THE GRAVITY UNITS.
6.3 WITHIN 3 FEET OF THE BACK OF THE GRAVITY UNITS, ONLY HAND -OPERATED COMPACTION MAY
BE USED.
7.0 DRAINAGE AND EROSION PROTECTION
7.1 AT THE END OF EACH WORK DAY, THE CONTRACTOR SHALL GRADE THE SURFACE OF THE LAST
LIFT OF RETAINED SOIL AWAY FROM THE WALL FACE AND COMPACT.
7.2 THE CONTRACTOR SHALL INSTALL TEMPORARY SOIL BERMS AND DRAINAGE DITCHES AS
NECESSARY TO PREVENT THE SURFACE FLOW OF WATER TOWARD THE RETAINED SOIL ZONE.
7.3 THE PONDING OF WATER ABOVE OR WITHIN 20 FEET BEHIND THE RETAINED SOIL ZONE DURING
OR AFTER WALL CONSTRUCTION SHALL NOT BE PERMITTED.
7.4 EROSION PROTECTION SHALL BE INSTALLED IN FRONT OF THE WALL TO PROTECT AGAINST
SCOUR AND UNDERMINING OF THE RETAINING WALL SYSTEM. UNDERMINING COULD RESULT
IN WALL FAILURE.
8.0 WALL DESIGN
8.1 THE DESIGN WAS PERFORMED IN ACCORDANCE WITH NCMA GUIDELINES FOR MODULAR WALL
DESIGN BASED ON S&ME'S EXPERIENCE WITH SOILS COMMON TO THE ASHEVILLE, NORTH
CAROLINA AREA AND SUBSURFACE DATA OBTAINED BY S&ME AT THE PROJECT SITE AND
PRESENTED IN A REPORT ON SEPTEMBER 27, 2019. THE FOLLOWING DESIGN PROPERTIES USED
FOR DESIGN SHALL BE VERIFIED PRIOR TO WALL CONSTRUCTION:
8.2 DESIGN SOIL PROPERTIES
ZONE CYm
RETAINED SOIL 30' 0 PSF 120 PCF
FOUNDATION SOIL 26' 0 PSF 105 PCF
LEVELING PAD 40° 0 PSF 105 PCF
8.3 DESIGN PARAMETERS
FS SLIDING = 1.5
SF OVERTURNING = 2.0
SF BEARING = 2.0
8.4 EXTERNAL LOADING
NONE
8.5 ADDITIONAL LOADS
ANY UTILITIES SUCH AS LIGHT POLES, HAND RAILS, GUARDRAILS, OR DRAINAGE STRUCTURES TO
BE INSTALLED IN THE VICINITY OF THE WALLS MUST BE DESIGNED AND CONSTRUCTED SO THAT
THEY DO NOT ADD LATERAL FORCES TO BE RESISTED BY THE WALL SYSTEM. IN ADDITION, ANY
EXCAVATION (I.E., INSTALLATION OF CONCRETE GUTTERS, SHRUB AND TREE PLANTING, ETC.)
CONDUCTED IN THE VICINITY OF THE WALL MUST BE DONE WITHOUT DAMAGING THE WALL.
PLEASE CONTACT THE WALL DESIGN ENGINEER IF THERE ARE ANY QUESTIONS.
9.0 ENGINEER INSPECTION
9.1 A LETTER FROM THE ON -SITE GEOTECHNICAL ENGINEER SHALL BE PROVIDED TO THE OWNER
AND/OR OWNER'S REPRESENTATIVE STATING THAT THE FOUNDATION MATERIALS ARE
ACCEPTABLE FOR WALL SUPPORT, AND THAT THE BACKFILL MATERIALS HAVE BEEN PROPERLY
COMPACTED AND HAVE MET THESE SPECIFICATIONS. THIS LETTER SHALL BE SIGNED BY A
REGISTERED ENGINEER IN NORTH CAROLINA.
44 BUCK SHOALS RD,
SUITE C-3
ARDEN, NC 28704
(828)-687-9080
ENGINEERING FIRM
LICENSE NUMBER: F-0176
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2� TYPICAL LEVELING PAD STEP DETAIL 3 TYPICAL PVC DRAINAGE WEEP HOLE DETAIL
R3 SCALE: Not to Scale R3 SCALE: Not to Scale
- PROJECT NUMBER
NOTE: Information provided by Others NOTES: 1. Weep hole to be field installed as shown.
2. See Elevations on Sheet R2 for locations (25' maximum 1441-19-021
center -to -center spacing). DRAWING NUMBER
3. Field adjust Weep Hole as required to provide 6"± to
8"± invert above finished grade. 4. Information provided by Others. R3 1 Ol

Know what's below.
Call before you dig.
STABILIZED RIPRAP OUTLET
SEE DETAIL SHEET C3.03
IMPERVIOUS DIKE (TYP.)-
SEE DETAIL SHEET C3.03
CONTRACTOR SHALL NOTIFY "NC811" (811) OR (1-800-632-4949) AT
LEAST 3 FULL BUSINESS DAYS PRIOR TO BEGINNING CONSTRUCTION
OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED.
CONTRACTOR SHALL CONTACT ANY LOCAL UTILITIES THAT PROVIDE
THEIR OWN LOCATOR SERVICES INDEPENDENT OF "NC811 ".
REPORT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY.
�� TREE / `\
SEDIMENT FILL E$ BAG \
SEE DETAIL SHEET\C3.03
^� \ DEWATERING PUMJ? I
LD
\TYP.) � I
a / \ L4 _ _ `vtNT
TOE OF BANK I (TYP.) - I- -
INV. 2174-1
40" -
-_- WILLO a EXISTING STREAM C/L 27>s EXISTING
TCE -'�_ 27)6 CMP BOTTOMLESS
rcE - _ Z2� _ LNftVERT
EXISTING CITY OF � /
ASHEVILLE STORM �o /
DRAINAGE EASEMENT /
MB 1, PG 231 LIMITS OF
/ DISTURBANCE
(TYP.)
/
TEMPORARY /
CONSTRUCTION
'�oi EASEMENT (TYP.)
sow ICE/
0001cf/
_TCE
rslow
C
GRADING LEGEND
250.50 TOP & BOTTOM CURB ELEVATIONS
250.00
\TW=223.00 TOP OF WALL ELEVATION
BW=213.00 BOTTOM OF WALL ELEVATION
(NOTE: BOTTOM OF WALL IS GROUND
ELEVATION NOT WALL FOUNDATION)
+ 250.60 SPOT ELEVATION
LID LID LIMITS OF DISTURBANCE
WOODED AREA
250 MAJOR CONTOUR
252 MINOR CONTOUR
250 ______ EXISTING MAJOR CONTOUR
252______ EXISTING MINOR CONTOUR
PROPOSED STREAM CENTERLINE
BOULDER CROSS VANE
CONSTRUCTED RIFFLE
ie �F
/A\� \lCF
I �_
FILE
- CLE
- - _ H0!
2
LIMIT`S OF DISTURBANCE (TYP.)
SEE CONSTRUCTION SEQUENCE
NOTE #8 SHEET C3.00 (TYP.)
1
lCF /
CREPE1 ' �- 179
\\ l -21
YRTL T` - --
�� \ BW = 2177.00.00
TEMPORARY GRAVEL\ a - �.
CONSTRUCTION ENTRANCE
ACCESS LOCATION.
SET DETAIL SHEET C3.02 - \ A
EROSION CONTROL LEGEND
SILT FENCE OUTLET
IMPERVIOUS DIKE
-SF-SF-SF- SILT FENCE
- TP - TP - TP - TREE PROTECTION FENCE
STAGING AREA
STOCKPILING AREA
CONSTRUCTION ENTRANCE/EXIT
TOTAL DISTURBED AREA = 0.22 AC.
ray
/ TCF
POTENTIAL STAGING AREA I -
EADDITIONAL
STAGING
EAS ON SHEET
00)
T
EJ.
t-
\ _
TPF TEMPORARY �cE�
\r STAGING/STOCKPILE AREA �CE�
�L nF (TO BE ENCOMPASSED WITH a�. FLEXIBLE CLEANWATER
\ DOUBLE ROW SILT FENCE) ` \ HOSE (TYP.)
\
�\ 4A \
%\d \
EXISTING CONCRETE
SIDEWALK TO BE
REPLACED IN KIND.
EXISTING 18" VCP SANITARY SEWER (TYP.)
CONTRACTOR TO TAKE EXTRA PRECAUTION
NOT TO DISTURB EXISTING SANITARY SEWER
I IWITC !1C DDn OnCCn /`DA\/ITV
I
1
j�
J
I I I ILj
^5 ~ 1 \
= 10
C
Ld
a z
EXISTING 6" CPP 15';
INV. 2182.37SS
, Y
SS - __ _ � T BOULDER CROSS VANE (TYP.)
ss - d� \ (o rcE SE DET L SHEET C8.00 z '
ice_ - �_ \ E 2
TW = 2181.00 I
BW = 2179.00
BOULDERS
ss �- Te (TYP.)
L-��_-
\ SSMH
RIM 2181.81
O T INV. 2175.64
e5,7 `�.I 24 TC TCE-TCE-TCE-TC
loll
_ 1
., HOLLY
HOLLY -2181- - -
2+80
\ \ EXISTING 4" IRON
--__ PIPE: TELEPHONE
LINE
TOP OF PIPE:
CONCRETE T�j - ��- 01 2178.24
< TO BE _ 2.5" PLASTIC
D IN KIND. CONDUIT: CABLE
TW = 2183.00 TV LINE
TW = 2183.00 BW = 2178.00 m TOP OF PIPE:
BW = 2178.00 \
EXISTING PEBBLE I � \ � \ 2177.9
CREEK CONDOS TW = 2182.00 >�-$
FIFE = 2183.10 BW = 2179.00 EXISTING 6" PVC_ fMPERVIOUS DIKE
INV. 2179.93TW _P )
_ - SEE DETAIL
L BW = 21
PROPOSED STREAM C = 217 .00
/ BW 79.00 L � SHEET C3.03
PROPOSED GRAVITY 2.5" PVC: POWER LINE
RETAINING WALLS TOP OF PIPE: 2177.3 ce EXISTING 6" CPP PUMP AROUND 'a
(SEE SHEETS R1 THRU R3) (INV. 2179.82 PUMP
_ 2+83-
1 301 � 3CI1 3�1 �iJ
CONTRACTOR TO TAKE EXTRA PRECAUTION I I
HEC-RAS NOT TO DISTURB EXISTING UTILITIES
CROSS-SECTION CROSSING DINGLE CREEK (TYP.) 14"
166.05
TEMPORARY
CONSTRUCTION
EASEMENT (TYP.)
I
N
NC GRID (NAD83)
GRAPHIC SCALE
0 5 10 20
1 inch = to ft.
'J
McADAMS
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
CITY OF ASHEVILLE, PUBLIC WORKS DEPT.
161 SOUTH CHARLOTTE STREET
ASHEVILLE, NC 28801
PHONE: [phone].
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REVISIONS
NO. DATE
PLAN INFORMATION
PROJECT NO. COA-19000
FILENAME
COA19000-G1
CHECKED BY
RAS
DRAWN BY
KEG
SCALE
AS NOTED
DATE
10.26.2020
SHEET
GRADING &
EROSION CONTROL PLAN
C 601
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION

FORM
OVERLOOK CIR
PFeBI CRFEK OR � � • � \ �' \ .
\.�•�
LEGEND
Q Project Area
— — Streams
— Roads
2-ft contours
Upland Data Point
UPLAND DATA POINT
S1 (PERENNIAL)
+/- 80 LF
0 25 50
FIGURE 4. JURISDICTIONAL AND ISOLATED WATERS DELINEATION MAP N Feet
PEBBLE CREEK STREAM STABILIZATION 1 inch = 50 feet
ASHEVILLE, BUNCOMBE COUNTY, NC VERSION: 1
DATE: 7/17/2020
McADAMS JOB NO: COA-19000
DRAWN BY: pierzga