NCC215012_Site Plan or Location Map_20210907

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PIN# 5642 83 5586
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TRACT 2
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CHARLES TIMOTHY WALKER ET UX
DO 414 PG 213
\ PIN# 5642 811083
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NUM
DISTANCE
BEARING
L1
194.70'
S0030'53"W
L2
58.27'
N68018'12"W
L3
76.48'
N67049'31 "W
L4
32.42'
S85008'08"E
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S 10° 17'53"E
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PLAN NOTES
A. ALL WORK TO BE DONE IN ACCORDANCE WITH
CITY OF CONCORD, WSACC, NCDOT, NCDE&NR
STANDARD SPECIFICATIONS AND PROJECT
SPECIFICATIONS. WHEN SPECIFICATIONS ARE IN
CONFLICT THE STRICTER SHALL BE HELD.
B. ALL BENCHMARK LOCATIONS AND ELEVATIONS
ARE TO BE VERIFIED BY THE CONTRACTOR
PRIOR TO BEGINNING CONSTRUCTION.
C. EXISTING UTILITIES ARE SHOWN IN THEIR
APPROXIMATE LOCATIONS ONLY. ANY DAMAGE
DONE TO EXISTING UTILITIES, WHETHER SHOWN
OR NOT ON THIS PLAN, SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR. THE
CONTRACTOR SHALL VERIFY THE LOCATION OF
ALL UTILITIES, SHOWN OR NOT SHOWN ON THE
PLAN, PRIOR TO BEGINNING CONSTRUCTION. TO
ENSURE PROPER LOCATION OF UTILITIES, THE
CONTRACTOR SHALL CONTACT NCOCC (NC ONE
CALL CENTER) AT 1-800-632-4949 AT LEAST
48 HOURS PRIOR TO CONSTRUCTION.
alley, willams,
carmen & king, inc.
CONSULTING ENGINEERS,
SURVEYING & INSPECTION
Firm License No. F-0203
120 S. MAIN STREET
PO BOX 1248
KANNAPOLIS, NC 28081
704.938.1515
www.awck.com
D. CONTRACTOR SHALL VERIFY ALL SITE �``•�`Nq'RO�,''
CONDITIONS PRIOR TO CONSTRUCTION. ANY �.`��
SIGNIFICANT VARIATIONS SHALL BE REPORTED O °°°FESS/o
IMMEDIATELY TO THE ENGINEER.
° Q SEAL °
E. THE ENGINEER HAS MADE NO EXAMINATION TO = 0448&Jdby:
DETERMINE WHETHER ANY HAZARDOUS OR �
TOXIC MATERIALS ARE PRESENT OR CONTAINED
IN, UNDER, OR ON THE SUBJECT PROPERTY OR 'ag�A;69�$es...
ITS WATERS; OR IF ANY HAZARDOUS OR TOXIC
MATERIALS HAVE CONTAMINATED THIS OR
OTHER PROPERTIES OR ITS WATERS IN ANY 10/15/20
WAY WHATSOEVER. NO SUBSURFACE This drawing is the property of Alley, Williams,
EXAMINATION OF ANY TYPE HAS BEEN MADE Carmen & King, Inc. It is not to be reproduced,
BY THE ENGINEER AND ACCORDINGLY, NO copied, or used on any other project without
OPINION EXPRESSED OR INFERRED ON ALL written permission.
SUCH MATTERS. FURTHER, NO OPINION IS
RENDERED AS TO ANY VIOLATION OF ANY Prepared for:
ENVIRONMENTAL LAWS OR REGULATIONS, EITHER
FEDERAL, STATE OR LOCAL, RELATED TO THE
INFORMATION SHOWN ON THIS PLAN AND THE
ENGINEER IS IN NO WAY LIABLE FOR ANY A iA
VIOLATION OF SUCH ENVIRONMENTAL LAWS [ err
SHOULD THEY EXIST. PREMIER
F. BOUNDARY, TOPOGRAPHIC, AND UTILITY SURVEY _TE.
��40 INFORMATION AS SHOWN TAKEN FROM SURVEY
I �i Qom' 6 TITLED 4.733 AC —DAVIDSON DRIVE, PREPARED
13 FOR JR CONSTRUCTION & REMODELING, INC., Premier Real Estate, Inc.
�4� N/F BY NORSTAR LAND SURVEYING INC, R. SCOTT 77 McCachern Blvd SE, STE 2
I s'c,J YAILI SANDOVAL DYER, PLS #4444, DATED 3/31 /17. Concord, NC 28025
DO 12-317 PG 40 704-792-1900
PIN# 5652 02 ggO9
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Firm License No. F-0203
120 S. MAIN STREET
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copied, or used on any other project without
written permission.
Prepared for:
725
725
\
PREMIER
\
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Premier Real Estate, Inc.
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77 McCachern Blvd SE, STE 2
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DATE: 08-14-20
100
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JOB # 20547
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( IN FEET )
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=1:5 1+00
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2+00
2+50
3+00
3+50
4+00
4+50
5+00
5+50
6+00
6+50
7+00
7+50
8+00
8+50
9+00
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1 Horiz. Scale: 1 "=50'; Vert. Scale: 1 11=5'
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1 50 0 25 50 100 200
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1 ( IN FEET )
650 I 1 inch = 50 ft.
15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 11 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 24+00 24+50 25+00 25+50 26+00 26+50 27+00 27+50 28+00
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730
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720
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710
705
700
695
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685
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675
670
665
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alley, willams,
carmen & king, inc.
CONSULTING ENGINEERS,
SURVEYING & INSPECTION
Firm License No. F-0203
120 S. MAIN STREET
PO BOX 1248
KANNAPOLIS, NC 28081
704.938.1515
www.awck.com
ARo
SEAL �e>
ed by: e
i v ad �a6 4E,",
10/15/20
This drawing is the property of Alley, Williams,
Carmen & King, Inc. It is not to be reproduced,
copied, or used on any other project without
written permission.
Prepared for:
And
NIA,
PREMIER
—TEAM-
Premier Real Estate, Inc.
77 McCachern Blvd SE, STE 2
Concord, NC 28025
704-792-1900
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SCALE: 1" = 50'
DATE: 08-14-20
JOB # 20547
C - 1.2

PLAN NOTES
A. ALL WORK TO BE DONE IN ACCORDANCE WITH
CITY OF CONCORD, WSACC, NCDOT, NCDE&NR
AO
IPIASTANDARD SPECIFICATIONS AND PROJECT
�� ZONED• r ' SPECIFICATIONS. WHEN SPECIFICATIONS ARE IN
L5 123■89 S10 17 53 ECONFLICT THE STRICTER SHALL BE HELD.
TACT 2. B. ALL BENCHMARK LOCATIONS AND ELEVATIONS
ARE TO BE VERIFIED BY THE CONTRACTOR
PRIOR TO BEGINNING CONSTRUCTION.
\ _ L M13 33 PG q 4 C. EXISTING UTILITIES ARE SHOWN IN THEIR
APPROXIMATE LOCATIONS ONLY. ANY DAMAGE
DONE TO EXISTING UTILITIES, WHETHER SHOWN
OR NOT ON THIS PLAN, SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR. THE
i I CONTRACTOR SHALL VERIFY THE LOCATION OF
ALL UTILITIES, SHOWN OR NOT SHOWN ON THE
— \ \ � // / / I PLAN, PRIOR TO BEGINNING CONSTRUCTION. TO
�� ENSURE PROPER LOCATION OF UTILITIES THE
it \ \ \ \ \ J �/ / �� _ — \ \ —>zo �� �, \ , CONTRACTOR SHALL CONTACT NCOCC (NC ONE
� — �
RR SPIKE IN
CALL CENTER) AT 1-800-632-4949 AT LEAST
A SPHA L T 48 HOURS PRIOR TO CONSTRUCTION.
D.CONTRACTOR SHALL VERIFY ALL SITE
CONDITIONS PRIOR TO CONSTRUCTION. ANY
SIGNIFICANT VARIATIONS SHALL BE REPORTED
a r \ \ \ \ \ IMMEDIATELY TO THE ENGINEER.
r� \\\ \\ 76�0-26 I \ \ \ \ \ \ E. THE ENGINEER HAS MADE NO EXAMINATION TO
\ \ \ \ \ \ \ DETERMINE WHETHER ANY HAZARDOUS OR
/� / TOXIC MATERIALS ARE PRESENT OR CONTAINED
EX�lV�1 /L 11 V IN, UNDER, OR ON THE SUBJECT PROPERTY OR
ITS WATERS; OR IF ANY HAZARDOUS OR TOXIC
A SPHA L T MATERIALS HAVE CONTAMINATED THIS OR
OTHER PROPERTIES OR ITS WATERS IN ANY
WAY WHATSOEVER. NO SUBSURFACE
EXAMINATION OF ANY TYPE HAS BEEN MADE
\ \ BY THE ENGINEER AND ACCORDINGLY, NO
OPINION
EXPRESSED OR INFERRED
NO OPINION
SUCH
/ / RENDERED AS TO ANY VIOLATION OF ANY
ENVIRONMENTAL LAWS OR REGULATIONS, EITHER
J L4 \ / FEDERAL, STATE OR LOCAL, RELATED TO THE
\ / INFORMATION WNTHE
ENGINEERIIS IN
LIABLE ABLE FOR ANY
VIOLATION OF SUCH ENVIRONMENTAL LAWS
SHOULD THEY EXIST.
F. BOUNDARY, TOPOGRAPHIC, AND UTILITY SURVEY
I / INFORMATION AS SHOWN TAKEN FROM SURVEY TEMP. CONSTRUCTION ENTRANCE / TITLED 4.733 AC —
DAVIDSON DRIVE, PREPARED
BOYRJR NORSTARSLANDTIOURVEYINGOIDNC,I RG SCOTT
i
DITCH-2' / / / \ \ DYER, PLS #4444, DATED 3/31/17.
STA. 0+40 to 3+70
I \ / VEGETATED WEE" DITCH / r \
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/ j — , / ♦; // / // / VEGETATED WEE" DITCH / \ I \ / C y� �� 1 VEGETATED WEE" DITCH l I \
� / / ♦ - � / / / STA. 6+50 to 11 +70 /
/ POROUS BAFFLES (TYP) / / / / EMERG. SPILLWAY (TYP) 07--o.
CLASS 1 RIPRAP WEE" DITCH l I \ ` / \ ` _ R \
LIMITS OFDISE / 4
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1STURBAN 1 J / / / / / _ / �— \
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{ _ EROSION CONTROL LEGEND
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TEMP. SILFENCE (TYP)
TEMP. SEDIMENT FENCE STONE OUTLET\ \ \ \ \ _ / _ / / \ 00
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IJ 1 I \ \ \ \ \ \ \ \ \ \ \ STA. 5+60 to 6+50
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\ NIF TOTAL DISTURBED
730 AREA - 9.2 ACRES
\ \\ I �• PAN E. JOHNSON ET UX
D 13 434 P6 1 S2
Scale: 1 "=60'
GRAPHIC SCALE
so 0 30 60 120
V / F ( IN FEET )
1 inch = 60 ft.
240
IT
7
IC
GRAVEL CONSTRUCTION ENTRANCE
TEMP. SILT FENCE
TEMP. SEDIMENT FENCE STONE OUTLET ffo SO
TEMP. CHECK DAM '
CLEAN WATER DIVERSION DITCH CWD
TEMP. DIVERSION DITCH TD
POROUS BAFFLES
FAIRCLOTH SKIMMER
EMERGENCY SPILLWAY
L--J
LIMITS OF DISTURBANCE — —
Know what's below.
Call before you dig.
alley, willams,
carmen & king, inc.
CONSULTING ENGINEERS,
SURVEYING & INSPECTION
Firm License No. F-0203
120 S. MAIN STREET
PO BOX 1248
KANNAPOLIS, NC 28081
704.938.1515
www.awck.com
//
O
ESS/0
Q� SEAL
i C49=d by:
S�RSQ2+.�E6
//// /////III I 1 0 0 \ ``\\\\,\,
This drawing is the property of Alley, Williams,
Carmen & King, Inc. It is not to be reproduced,
copied, or used on any other project without
written permission.
Prepared for:
rnAN4,
PREMIER
—TEAM
Premier Real Estate, Inc.
77 McCachern Blvd SE, STE 2
Concord, NC 28025
704-792-1900
MOOR
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SCALE: 1" = 60'
DATE: 08-14-20
JOB # 20547

PLAN NOTES
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/ / / / / / �, •, �, / L3
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OF \ TEMP. CLEAN DIVERSION DITCH/ ,/ //1 W DISTURBANCE \ / //
DITCH-8 26+40
STA. 27+50 to VEGETATED 'VEE" DITCH
STA. 26+40 to 22+35
/CLASS 2 RIPRAP "VEE" DITCH
///
/ TEMP. SEDIMENT FENCE STONE OUTLET \ \�/,/ , / STREAM BASE FLOW TO BE
_ SO PUMPED AROUND WORK AREA
TEM . SKIMMER
SEDIMENT BASIN SKB-3
\
TEMP. SEDIMENT FENCE (TYP
- —� � ) / F / / / / / / ♦, i ///' J \ _ _ _ _ _ � � .\ \ � \ \ � � • , // // / // / /� ♦ ♦,. ♦ ,, I I TEMP. SEDI� E �IT
TRAP ST-2 I I I I I I I I I I I I I I \
\ 1
—
\ \ \ \ ♦ / / / / ♦♦/ j ♦ \ EMERG. SPILLWAY (TYP)W�
l `
/♦ %� /! EMERG. 1 I I I \ \ \ —
/ DITCH-7 / / �/ / SPILLWAY / TEMP. CLEAN WATER DIVERSION DITCH \ _
STA. 26+15 to 21+65 / _ �� / ' I RVIOUS DIK (T,P)
CLASS 1 RIPRAP "VEE" DITCH-
- 1__'
-TEMP. SEDIMENT FENCE STONE OUTLET /� / / r — / t �I III I� 1 / / I ( \ \ STA.ITC 14+30 to 17+70 —
/ / - / / / / / i - / ,/ J I III IEX�N` 1 I I I I I ( I \LIMITS OF DISTURBANCE LASS 1 RIPRAP "VEE" DITCH1
TEMP. CHECK DAM (TYP) / G�' / / o + I '/INVIIN: 64
OF 439�34 f\-.-/ / // / / // /P".00
EA
♦ -17 ♦ � L � / R�.P _8
OF
POROUS BAFFLES (TYP) /V OUt: 6.5 + �- - -
/ /A0 S IMMER (T ) ` ` 1 _ _ — _ + \ — +
O \ DITCH-5
,SPSTA. 16+45 to 17+60
EME ILLWAY ( � _
�• / / \ ` TS
VEGETATED "VEE" DITCH L MI
` OF DISTURBANCE _
/� STEMP. SKIMMER
EDIMENT BASIN SKB 4/ I TEMP. SEDIMENT FENCE STONE OUTLET
/ IMPERVIOUS DIKE INV Ol 1 671.0
SILT BAG STIL 1L 1G BASIN. SILT BAG SHALL
, REST ON A MIN. 8 tft OF #57 SEDIMENT
S
CONTROL STONE AND SI LL BE LOCATED ON ��� ` / � • � _ I
A LEVEL AREA. TEMP. DIVERWXtE ANDS/
THE SILT BAG 12" SLOPE DRAIN
PROTECT THE STREAM BANK./ `�
Al
TOTAL DISTURBED
AREA -9.2ACRES
,'oo)
�O_F 4 ..........
\I 43Ac. / /
ale,1-601-4/ // 9 7/0'r S f
\ \\\S�i��o o�° s�/ \\ \ \
\
\
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/ // // \ \\ IN E \ \ \ \ \ \ \
A. ALL WORK TO BE DONE IN ACCORDANCE WITH
1
CITY OF CONCORD, WSACC, NCDOT, NCDE&NR
STANDARD SPECIFICATIONS AND PROJECT
SPECIFICATIONS. WHEN SPECIFICATIONS ARE IN
CONFLICT THE STRICTER SHALL BE HELD.
B. ALL BENCHMARK LOCATIONS AND ELEVATIONS
ARE TO BE VERIFIED BY THE CONTRACTOR
alley, i 11 a m s ,
PRIOR TO BEGINNING CONSTRUCTION.
ppw
Carmen king, inc.
CX.
C. EXISTING UTILITIES ARE SHOWN IN THEIR
CONSULTING ENGINEERS,
APPROXIMATE LOCATIONS ONLY. ANY DAMAGE
DONE TO EXISTING UTILITIES, WHETHER SHOWN
SURVEYING & INSPECTION
OR NOT ON THIS PLAN, SHALL BE THE
Firm License No.F-0203
RESPONSIBILITY OF THE CONTRACTOR. THE
120 S. MAIN STREET
CONTRACTOR SHALL VERIFY THE LOCATION OF
PO BOX 1248
ALL UTILITIES, SHOWN OR NOT SHOWN ON THE
KANNAPOLIS, NC 28081
PLAN, PRIOR TO BEGINNING CONSTRUCTION. TO
ENSURE PROPER LOCATION OF UTILITIES, THE
704.938.1515
CONTRACTOR SHALL CONTACT NCOCC (NC ONE
www.awck.com
CALL CENTER) AT 1-800-632-4949 AT LEAST
48 HOURS PRIOR TO CONSTRUCTION.
D. CONTRACTOR SHALL VERIFY ALL SITE
CONDITIONS PRIOR TO CONSTRUCTION. ANY
�``•�`NCq'RO�,''
�.`�\
SIGNIFICANT VARIATIONS SHALL BE REPORTED
O ESS/p
IMMEDIATELY TO THE ENGINEER.
�`Zo°��
SEAL
E. THE ENGINEER HAS MADE NO EXAMINATION TO
= °b"
DETERMINE WHETHER ANY HAZARDOUS OR
TOXIC MATERIALS ARE PRESENT OR CONTAINED�4E
IN, UNDER, OR ON THE SUBJECT PROPERTY OR
ITS WATERS; OR IF ANY HAZARDOUS OR TOXIC
MATERIALS HAVE CONTAMINATED THIS OR
��i11111 i"`\�
OTHER PROPERTIES OR ITS WATERS IN ANY
10/15/20
WAY WHATSOEVER. NO SUBSURFACE
This drawing is the property of Alley, Williams,
EXAMINATION OF ANY TYPE HAS BEEN MADE
Carmen & King, Inc. It is not to be reproduced,
BY THE ENGINEER AND ACCORDINGLY, NO
copied, or used on any other project without
OPINION EXPRESSED OR INFERRED ON ALL
written permission.
SUCH MATTERS. FURTHER, NO OPINION IS
RENDERED AS TO ANY VIOLATION OF ANY
Prepared for:
ENVIRONMENTAL LAWS OR REGULATIONS, EITHER
FEDERAL, STATE OR LOCAL, RELATED TO THE
INFORMATION SHOWN ON THIS PLAN AND THE
ENGINEER IS IN NO WAY LIABLE FOR ANY
A iA
VIOLATION OF SUCH ENVIRONMENTAL LAWS
r,r�r�
SHOULD THEY EXIST.
PREMIER
R
F. BOUNDARY, TOPOGRAPHIC, AND UTILITY SURVEY
—TEAM-
INFORMATION AS SHOWN TAKEN FROM SURVEY
TITLED 4.733 AC —DAVIDSON DRIVE, PREPARED
FOR JR CONSTRUCTION & REMODELING, INC.,
Premier Real Estate, Inc.
BY NORSTAR LAND SURVEYING INC, R. SCOTT
77 McCachern Blvd SE, STE 2
DYER, PLS #4444, DATED 3/31 /17.
Concord, NC 28025
704-792-1900
EROSION CONTROL LEGEND
GRAVEL CONSTRUCTION ENTRANCE
TEMP. SILT FENCE
TEMP. SEDIMENT FENCE STONE OUTLET
ffN SO
TEMP. CHECK DAM
'
CWD
CLEAN WATER DIVERSION DITCH
TD
TEMP. DIVERSION DITCH
POROUS BAFFLES
-------------
FAIRCLOTH SKIMMER
EMERGENCY SPILLWAY
L--J
LIMITS OF DISTURBANCE
- -
Know what's below.
Call before you dig.
z
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PERMANENT SEEDING
GROUND COVER — Whenever land disturbing activity is undertaken on a
tract comprising more than one acre, if more than one continguous acre
is uncovered a ground cover sufficient to restrain erosion must be
planted or otherwise provided within 14 calendar days on that portion of
the tract upon further active construction is not being undertaken,
provided that this subsection shall not apply to cleared land forming the
basin of a reservoir to be inumdated.
GRADED SLOPES AND FILL — The angle for graded slopes and fills shall
be no greater that the angle which can be retained by the vegetative
cover or other adequate erosion control devices or structures. In any
event slopes greater than 3:1, shall be seeded within 7 calendar days
following any phase of grading; on other areas permanent ground cover
for all disturbed areas within 14 calendar days of completion of any
phase of grading, be planted or otherwise provided with ground cover,
devices, or structures sufficient to restrain erosion.
SEED BED PREPARATION — The seed bed shall be prepared by pulverizing
the soil in a manner to a depth of three inches for field conditions or
slopes that are 3:1 or flatter and/or to a depth of one inch to three
inches as determined on site for slopes steeper than 3:1. Tillage shall
continue until a well pulverized, firm, reasonably uniform seed bed is
prepared conforming substantially to ground elevations as shown on the
plans and/or as was exisitng prior to construction, blending uniformly
into adjacent topography. All stones, roots, sticks, rubbish, and other
objectionable material shall be removed.
The following material shall be used for reseeding disturbed areas: (note
that all rates are per 1000 sf)
September 15 thru March 1
6# Kentucky Fescue No. 31
2# Rye Grain
30# Fertilizer 10-10-10
100# Lime
May 1 thru September 30
Add 0.4# sundan or Millet to above
TEMPORARY SEEDING RECOMMENDATIONS
FOR LATE WINTER & EARLY SPRING
SEEDING MIXTURE
Species
Rye (grain)
Annual lespedeza (Kobe in
Piedmont and Coastal Plain,
K i M t
MULCHING — After fertilizing, seeding, raking, and/or tilling, dried straw
shall be uniformly spread (approximately 1/4 of the ground should remain
visible to avoid smothering seedlings) over the area at the reate of 90
pounds per 1000 square feet. The straw shall be sprayed with liquid
asphalt to bond it together and anchor it in place, preventing it from
being scattered by wind and rain.
Liquid asphalt (thinned with kerosene) used during freezing weather shall
be either rapid or medium curing, applied at a rate of 200 gallons per ton
ad straw (approximately 9 gallons per 1000 square feet).
Emulsified (thinned with water) used when temperatures are less severe
shall be ropidcuring only, applied at a rate of 150 gallons per ton of straw
(approximately 7 gallons per 1000 square feet).
Jute matting or "Hold Gro" shall be used for temporary stabilization during
the establishment of permanent cover on problem areas such as future
grassed ditches, channels, ling slopes and steep banks.
MAINTEMANCE — The contractor shall maintain the seeded areas until
there is a uniform growth three inched high. Maintenance shall consisit of
watering, weed and pest control (within established lawns), fertilization,
erosion repair, reseeding and all else necessary to establish a vigorous
healthy and uniform stand of grass. All areas and spots which do not
show a uniform stand of grass for any reason shall be trated repeatedly
until a uniform stand is attained.
PERMANENT SEEDING NOTES
NTS
RATE (lb/acre)
120
orean n oun sins) 50
Omit annual lespedeza when duration of temporary cover is not
to extend beyond June.
SEEDING DATES:
Mountains — above 2500 ft — Feb. 15 — May 15
below 2500 ft — Feb. 1 — May 1
Piedmont — Jan. 1 — May 1
Coastal Plain — Dec. 1 — Apr. 15
SOIL AMENDMENTS:
Follow recommendations of soil tests or apply 2000 lb/acre
ground agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
Apply 4000 lb/acre straw. Anchor straw by tacking with
asphalt, netting, or a mulch anchoring tool. A disk with
blades set nearly straight can be used as a mulch
anchoring tool.
MAINTENANCE
Refertile if growth is not fully adequate. Reseed, refertilize
and mulch immediately following erosion or other damage.
TEMPORARY SEEDING RECOMMENDATIONS
FOR SUMMER
SEEDING MIXTURE
Species RATE (lb/acre
German Millet 40
In the Piedmont and Mountains, a small —stemmed
Sudangross may be substituted at a rate of 50 lb/acre
SEEDING DATES:
Mountains — May 15 — Aug. 15
Piedmont — May 1 — Aug. 15
Coastal Plain — Apr. 15 — Aug. 15
SOIL AMENDMENTS:
Follow recommendations of soil tests or apply 2000 lb/acre
ground agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
MULCH
Apply 4000 lb/acre straw. Anchor straw by tacking with
asphalt, netting, or a mulch anchoring tool. A disk with
blades set nearly straight can be used as a mulch
anchoring tool.
MAINTENANCE
Refertile if growth is not fully adequate. Reseed, refertilize
and mulch immediately following erosion or other damage.
TEMPORARY SEEDING RECOMMENDATIONS
FOR FALL
SEEDING MIXTURE
Species RATE (lb/acre)
Rye (grain) 120
SEEDING DATES:
Mountains — Aug. 15 — Dec. 15
Piedmont — Aug. 15 — Dec. 30
Coastal Plain — Aug. 15 — Dec. 30
SOIL AMENDMENTS:
Follow recommendations of soil tests or apply 2000 lb/acre
ground agricultural limestone and 1000 lb/acre 10-10-10 fertilizer.
MULCH
Apply 4000 lb/acre straw. Anchor straw by tacking with
asphalt, netting, or a mulch anchoring tool. A disk with
blades set nearly straight can be used as a mulch
anchoring tool.
MAINTENANCE
Repair and refertilize damaged areas immediately. Topdress with
50/ acre of nitrogen in March. If it is necessary to extend temporary
cover beyond June 15, overseed with 50/ Kobe (Piedmont and Coastal
Plain) of Korean (Mountains) lespedeza in late February or early March.
TEMPORARY SEEDING NOTES
NTS
SITE WORK CLEARING: Remove completely all trees, large rocks,
shrubs, and stumps from area to to be covered with building,
driveway and/or parking areas. All perishable material must be
completely removed from the site in such a manner as not to
damage adjoining property.
EARTHWORK GENERAL Earthwork shall include the loosening and
removal, transporting, storage, backfilling, grading and all handling
of natural soil, deposited soils, or rock for construction of all
work under this contract.
1 EXCAVATION FOR STRUCTURES: Conform to elevations and
dimensions shown within a tolerance of plus or minus 0.10'.
2 REMOVAL OF UNSATISFACTORY SOIL MATERIALS: Excavate
existing fill material and other unsatisfactory soil materials
encountered that extend below required elevations, to additional
depth directed by the soils engineer. Existing fill materials shall
be completely removed from the building site and existing virgin
soil within such area shall be removed to the depth as directed
by the soils engineer.
3 ROCK EXCAVATION: Rock shall be excavated by whatever
means necessary to the bottom of the structures to be
constructed. Where explosives are used, work shall be done
experienced powdermen using small charges in strict accordance
with all regulations governing this work. The contractor shall be
responsible for any damage or injury to any persons, property,
or structures as a result of his blasting operations. Payment will
be made for rock excavation in an amount per cubic yard
indicated on the bid form.
4 STRUCTUAL FILL MATERIAL: Fill material shall be compacted by an
approved method to at least 92 % of maximum dry density as
determined by ASTM D698, latest edition. In no case shall fill
contain trash, wood block, plaster, stones or fragments of
masonry over 3" in diameter, or organic material of any kind.
No fill shall be placed until the soil has been checked by a
laboratory and approved by the engineer. The moisture in the soil
shall not vary more than 3 % above or 3 % below the optimum
when it is being installed in the fill.
5 INSTALLATION OF FILL: All fill shall be formed of approved
material placed in successive layers of not more than 6" in
depth. Each successive layer shall be thoroughly compacted with
approved mechanical tampers to the required density. When this
fill has been placed, the engineer shall be notified so that it
may be inspected before it is covered. All fill shall be at
optimum moisture content when compacted as follows in
accordance with ASTM D698 (Method C):
Structure Top 12 inches 1000/0
Remainder 950% Common All depth
92%
Drives & Top 18 inches 100%
Parking Remainder 95%
THE OWNER SHALL FURNISH AND PAY FOR ALL FILL TESTING
6 STRIPPING AND STOCKPILING OF TOPSOIL: Strip all topsoil to
its entire depth in the areas to be graded and pile in approved
or designated areas before any grading or filling is begun. Soil
shall be free from clay, large stones and debris. This topsoil
shall be used for final finish grading.
7 BLASTING: Blasting will not be permitted without special
authorization of the owner, the engineer, and local authorities.
8 FILL MATERIAL: The general contractor shall furnish all fill
required to bring the grades to level as shown on the drawings.
SITEWORK AND EARTHWORK NOTES
NTS
•
SET ON 8,O c ONLY
4' vvc SENT
\Drti
TEMP SILT FENCE
SUPPORTED BY WIRE
FENCE (HOG WIRE)
#57 WASHED STONE
4' WIDTH MIN.(AT TOP)
FILTER FABRIC
'•100 '�' • •
2-3" COARSE
AGGREGATE
CONSTRUCTION
SPECIFICATIONS: 1 Clear the entrance and exit area of all vegetation, roots, and
other objectionable material and properly grade it.
2 Place the gravel to the specific grade and dimensions shown on
the plans and smooth it.
3 Provide drainage to carry water to a sediment trap or other
suitable outlet.
4 Use geotextile fabrics because they improve stability of the
foundation in locations subject to seepage or high water table.
MAINTENANCE: Maintain the gravel pad in a condition to prevent mud or sediment
from leaving the construction site. This may require periodic
topdressing with 2 inch stone. After each rainfall, inspect any
structure used to trap sediment and clean it out as necessary.
Immediately remove all objectionable materials spilled, washed, or
tracked onto public roadways.
TEMPORARY CONSTRUCTION ENTRANCE
CROSS SECTION VIEW
WIRE FENCE
FILTER FABRIC
Construction Specifications:
Materials —
1. Use a synthetic filter fabric of at least 95% by weight of polyolefins or polyester,
which is certified by the manufacturer or supplier as conforming to the requirements
in ASTM D 6461, which is shown in part in Table 6.62b.
Synthetic fabric should contain ultraviolet ray inhibitors and stabilizers to provide a
minimum of 6 months of expected usable construction life at a temperature range
of0to120F.
2. Ensure that posts for sediment fences are 1.33 lb/linear ft. steel with a minimum
length of 5 feet. Make sure that steel posts have projections to facilitate fastening
the fabric.
3. For reinforcement of standard strength filter fabric use wire fence with a minimum
14 gauge and a maximum mesh spacing of 6 inches.
Construction —
Construct the sediment barrier of standard strength or extra strength synthetic filter
fabrics.
1. Ensure that the height of the sediment fence does not exceed 24 inches above
the ground surface. (Higher fences may impound volumes of water sufficient to
cause failure of the structure.)
2. Construct the filter fabric from a continuous roll cut to the length of the barrier
to avoid joints. When joints are necessary, securely fasten the filter cloth only at a
support post with 4 feet minimum overlap to the next post.
3. Support standard strength filter fabric by wire mesh fastened securely to the
upslope side of the posts. Extend the wire mesh support to the bottom of the
trench. Fasten the wire reinforcement, then fabric on the upslope side of the fence
post. Wire or plastic zip ties shall have minimum 50 pound tensile strength.
4. When a wire mesh support fence is used, space posts a maximum of 8 feet
apart. Support posts should be driven securely into the ground a minimum of 24
inches.
RE TIES
1ND
BACKFILL TRENCH
AND COMPACT THOROUGHLY
VATURAL GROUND
kIMIN. UP
5. Extra strength filter fabric with 6 feet post spacing does not require wire mesh
support fence. Securely fasten the filter fabric directly to the posts. Wire or plastic
zip ties should have a minimum 50 pound tensile strength.
6. Excavate a trench approximately 4 inches wide and 8 inches deep along the
proposed line of posts and upslope from the barrier (Figure 6.62a).
7. Place 12 inches of the fabric along the bottom and side of the trench.
8. Backfill the trench with soil placed over the filter fabric and compact. Thorough
compaction of the backfill is critical to silt fence performance.
9. Do not attach filter fabric to existing trees.
Maintenance —
Inspect sediement fences at least once a week and after each rainfall. Make any
required repairs immediately.
1. Should the fabric of a sediment fence collapse, tear, decompose or become
ineffective, replace it promptly.
2. Remove sediment deposits as necessary to provide adequate storage volume for
the next rain and to reduce pressure on the fence. Take care to avoid undermining
the fence during cleanout.
3. Remove all fencing materials and unstable sediment deposits and bring the area
to grade and stabilize it after the contributing drainage area has been properly
stabilized.
TEMPORARY SEDIMENT FENCE
NTS
A. ALL WORK TO BE DONE IN ACCORDANCE WITH
CITY OF CONCORD, WSACC, NCDOT, NCDE&NR
STANDARD SPECIFICATIONS AND PROJECT
SPECIFICATIONS. WHEN SPECIFICATIONS ARE IN
CONFLICT THE STRICTER SHALL BE HELD.
B. ALL BENCHMARK LOCATIONS AND ELEVATIONS
ARE TO BE VERIFIED BY THE CONTRACTOR
PRIOR TO BEGINNING CONSTRUCTION.
C. EXISTING UTILITIES ARE SHOWN IN THEIR
APPROXIMATE LOCATIONS ONLY. ANY DAMAGE
DONE TO EXISTING UTILITIES, WHETHER SHOWN
OR NOT ON THIS PLAN, SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR. THE
CONTRACTOR SHALL VERIFY THE LOCATION OF
ALL UTILITIES, SHOWN OR NOT SHOWN ON THE
PLAN, PRIOR TO BEGINNING CONSTRUCTION. TO
ENSURE PROPER LOCATION OF UTILITIES, THE
CONTRACTOR SHALL CONTACT NCOCC (NC ONE
CALL CENTER) AT 1-800-632-4949 AT LEAST
48 HOURS PRIOR TO CONSTRUCTION.
D. THE CONTRACTOR SHALL PROVIDE THE
APPROPRIATE BARRICADES , WARNING LIGHTS
AND SIGNS TO ENSURE THE SAFETY OF THE
PUBLIC AT ALL TIMES.
E. CONTRACTOR SHALL VERIFY ALL SITE
CONDITIONS PRIOR TO CONSTRUCTION. ANY
SIGNIFICANT VARIATIONS SHALL BE REPORTED
IMMEDIATELY TO THE ENGINEER.
F. DIMENSIONS AS SHOWN, ARE TO FACE OF
CURB, FACE OF BUILDING, AND EDGE OF
PAVEMENT UNLESS OTHERWISE NOTES.
LANDSCAPE CONTRACTOR SHALL HAVE
UNDERGROUND UTILITY CONTRACTOR LOCATE
LINES PRIOR TO INSTALLATION OF TREES AND
SHRUBS.
H. SEWER SERVICE LATERALS AND WATER SERVICE
CONNECTIONS AND MAINS, ARE SUBJECT TO
THE MINIMUM CLEARANCE REQUIREMENTS OF
TEN (10) FEET HORIZONTAL AND EIGHTEEN (18)
INCHES VERTICAL FROM THE MAIN. WHEN ONE
LINE IS ABOVE OR BELOW BUT LESS THAN
EIGHTEEN (18) INCHES CLEARANCE, BOTH LINES
SHALL BE CONSTRUCTED TO CLASS 50 D.I.P.
WITH MECHANICAL JOINTS EQUIVALENT TO
WATER MAIN STANDARDS FOR A DISTANCE OF
TEN (10) FEET MEASURED AT RIGHT ANGLES
ON EACH SIDE OF SAID LINES.
I. WHENEVER A WATER MAIN CROSSES OVER A
BURIED UTILITY DITCH, EITHER OVER OR UNDER
WITH LESS THAN ONE AND ONE HALF (1.5)
FEET OF VERTICAL
CLEARANCE, THE UTILITY DITCH SHALL BE
SPANNED WITH D.I.P. FOR A DISTANCE OF TEN
(10) FEET EACH SIDE OF SAID LINE.
J. THREE (3) FEET MINIMUM COVER SHALL BE
PROVIDED FOR ALL WATER AND SEWER LINES
UNLESS FERROUS MATERIAL PIPE IS SPECIFIED.
FERROUS MATERIAL PIPE OR OTHER PIPE WITH
THE PROPER BEDDING TO DEVELOP THE
REQUIRED DESIGN SUPPORTING STRENGTH
SHALL BE PROVIDED WHERE WATER AND SEWER
LINES ARE SUBJECT TO TRAFFIC BEARING
LOADS.
K. THE EXISTING UTILITIES SHALL REMAIN IN
SERVICE UNTIL NEW LINES ARE IN PLACE AND
ACTIVATED. THE CONTRACTOR SHALL
COORDINATE REMOVAL OF SERVICES WITH THE
APPROPRIATE UTILITY COMPANY AND THE
OWNER.
L. THE ENGINEER HAS MADE NO EXAMINATION TO
DETERMINE WHETHER ANY HAZARDOUS OR
TOXIC MATERIALS ARE PRESENT OR CONTAINED
IN, UNDER, OR ON THE SUBJECT PROPERTY OR
ITS WATERS; OR IF ANY HAZARDOUS OR TOXIC
MATERIALS HAVE CONTAMINATED THIS OR
OTHER PROPERTIES OR ITS WATERS IN ANY
WAY WHATSOEVER. NO SUBSURFACE
EXAMINATION OF ANY TYPE HAS BEEN MADE
BY THE ENGINEER AND ACCORDINGLY, NO
OPINION EXPRESSED OR INFERRED ON ALL
SUCH MATTERS. FURTHER, NO OPINION IS
RENDERED AS TO ANY VIOLATION OF ANY
ENVIRONMENTAL LAWS OR REGULATIONS, EITHER
FEDERAL, STATE OR LOCAL, RELATED TO THE
INFORMATION SHOWN ON THIS PLAN AND THE
ENGINEER IS IN NO WAY LIABLE FOR ANY
VIOLATION OF SUCH ENVIRONMENTAL LAWS
SHOULD THEY EXIST.
M.THE CONTRACTOR AGREES THAT HE SHALL
ASSUME SOLE AND COMPLETE RESPONSIBILITY
FOR THE JOB SITE CONDITIONS DURING THE
COURSE OF CONSTRUCTION OF THIS PROJECT,
INCLUDING SAFETY OF ALL PERSONS AND
PROPERTY, THAT THIS REQUIREMENT SHALL
APPLY CONTINUOUSLY AND NOT BE LIMITED TO
NORMAL WORKING HOURS AND THAT THE
CONTRACTOR SHALL DEFEND, INDEMNIFY, AND
HOLD THE OWNER AND THE ENGINEER
HARMLESS FROM ANY KIND OF LIABILITY, REAL
OR ALLEGED, IN CONNECTION WITH THE
PERFORMANCE OR ANY WORK ON THIS
PROJECT, EXCEPT FOR LIABILITY RISING FROM
THE SOLE NEGLIGENCE OF THE OWNER OR THE
ENGINEER.
N. AT ALL TIMES, THE CONTRACTOR SHALL
PERFORM PROJECT DEMOLITION WITH MINIMAL
DISTURBANCE TO THE ADJACENT PROPERTIES.
ALL DEBRIS GENERATED DURING THE
DEMOLITION PHASE OF THE PROJECT, SHALL BE
DISPOSED OF IN ACCORDANCE WITH ALL LOCAL,
STATE AND FEDERAL REGULATIONS.
GENERAL CONSTRUCTION NOTES
alley, willams,
carmen & king, inc.
CONSULTING ENGINEERS,
SURVEYING & INSPECTION
Firm License No. F-0203
120 S. MAIN STREET
PO BOX 1248
KANNAPOLIS, NC 28081
704.938.1515
www.awck.com
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o a by: _
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This drawing is the property of Alley, Williams,
Carmen & King, Inc. It is not to be reproduced,
copied, or used on any other project without
written permission.
Prepared for:
AnANIM,
PREMIER
—TEAM-
Premier Real Estate, Inc.
77 McCachern Blvd SE, STE 2
Concord, INC 28025
704-792-1900
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DATE: 08-14-20
JOB # 20547
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NTS
NTS

DIKE
HOLD DOWN STAKES
PLASTIC
CORRUGATED
PIPE
10' SPACING
OUTLET PROTECTION
CLASS 1 RIPRAP
6W z 6'L,
24" THICKNESS -
IIII = Illllilllllllillllll
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LEVEL
SECTION
4'
MIN.
1.5" MIN.
IIII=11
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11111= IIII- I
PLAN VIEW
STANDARD T-SECTION
CONDUIT - CONSTRUCT THE SLOPE DRAIN FROM HEAVY-DUTY, FLEXIBLE MATERIALS SUCH AS NONPERFORATED,
CORRUGATED PLASTIC PIPE OR SPECIALLY DESIGNED FLEXIBLE TUBING. INSTALL REINFORCED, HOLD-DOWN
GROMMETS OR STAKES TO ANCHOR THE CONDUIT AT INTERVALS NOT TO EXCEED 10 FT WITH THE OUTLET END
SECURELY FASTENED IN PLACE. THE CONDUIT MUST EXTEND BEYOND THE TOE OF THE SLOPE.
ENTRANCE - CONSTRUCT THE ENTRANCE TO THE SLOPE DRAIN OF A STANDARD T-SECTION FITTING
TEMPORARY DIVERSION - USE AN EARTHEN DIVERSION WITH A DIKE RIDGE TO DIRECT SURFACE RUN-OFF INTO THE
TEMPORARY SLOPE DRAIN. THE HEIGHT OF THE RIDGE OVER THE DRAIN CONDUIT SHALL BE A MINIMUM OF 1.5 FEET
AND AT LEAST 6 INCHES HIGHER THAN THE ADJOINING RIDGE ON EITHER SIDE. THE LOWEST POINT OF THE
DIVERSION RIDGE SHOULD BE A MINIMUM OF 1 FT ABOVE THE TOP OF THE DRAIN SO THAT DESIGN FLOW CAN FREELY
ENTER THE PIPE.
CONSTRUCTION SPECIFICATIONS
1. PLACE SLOPE DRAINS ON UNDISTURBED SOIL OR WELL -COMPACTED FILL AT LOCATIONS AND ELEVATIONS SHOWN
ON THE PLANS.
2. SLIGHTLY SLOPE THE SECTION OF PIPE UNDER THE DIKE TOWARD IT'S OUTLET.
3. HAND TAMP THE SOIL UNDER AND AROUND THE ENTRANCE SECTION IN LIFTS NOT TO EXCEED 6 INCHES.
4. ENSURE THAT FILL OVER THE DRAIN AT THE TOP OF THE SLOPE HAS MINIMUM DIMENSIONS OF 1.5 FT DEPTH, 4 FT
TOP WIDTH, AND 3:1 SIDE SLOPES.
5. ENSURE THAT ALL SLOPE DRAIN CONNECTIONS ARE WATERTIGHT.
6. ENSURE THAT ALL FILL MATERIAL IS WELL -COMPACTED. SECURELY FASTEN THE EXPOSED SECTION OF THE DRAIN
WITH GROMMETS OR STAKES SPACED NO MORE THAN 10 FT APART.
7. EXTEND THE DRAIN BEYOND THE TOE OF THE SLOPE AND ADEQUATELY PROTECT THE OUTLET FROM EROSION.
8. MAKE THE SETTLED, COMPACTED DIKE RIDGE NO LESS THAN 1 FT ABOVE THE TOP OF THE PIPE AT EVERY POINT.
MAINTENANCE
INSPECT THE SLOPE DRAIN AND SUPPORTING DIVERSION AFTER EVERY RAINFALL AND PROMPTLY MAKE NECESSARY
REPAIRS. WHEN THE PROTECTED AREA HAS BEEN PERMANENTLY STABILIZED, TEMPORARY MEASURES MAY BE
REMOVED, MATERIALS DISPOSED OF PROPERLY, AND ALL DISTURBED AREAS STABILIZED APPROPRIATELY.
TEMPORARY SLOPE DRAINS
NTS
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FACE
1-V1 STR. FACE
B23" DIA. ❑RAINS
[v ry 6" ABOVE
FLOW LINE
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ELEVATION
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H1 6'-7"
H2 4'-11"
H3 2'-10"
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STRUCTURAL STONE
ISOMETRIC VIEW
1.5'
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DITCH
SLOPE
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FILTER CLOTH
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PLAN VIEW
CONSTRUCTION SEQUENCE:
PLACE STONE TO THE LINES AND DIMENSIONS SHOWN IN THE PLAN ON
A FILTER FABRIC FOUNDATION.
KEEP THE CENTER STONE SECTION AT LEAST 9" BELOW NATURAL
GROUND LEVEL WHERE THE DAM ABUTS THE CHANNEL BANKS.
EXTEND STONE AT LEAST 1.5 FEET BEYOND THE DITCH BANK TO KEEP
WATER FROM CUTTING AROUND THE ENDS OF THE CHECK DAM.
SET SPACING BETWEEN DAMS TO ASSURE THAT THE ELEVATION AT THE
TOP OF THE LOWER DAM IS THE SAME AS THE TOE ELEVATION OF THE
UPPER DAM.
PROTECT THE CHANNEL AFTER THE LOWEST CHECK DAM FROM HEAVY
FLOW THAT COULD CAUSE EROSION.
MAKE SURE THAT THE CHANNEL REACH ABOVE THE MOST UPSTREAM IS
STABLE.
ENSURE THAT OTHER AREAS OF THE CHANNEL, SUCH AS CULVERT
ENTRANCES BELOW THE CHECK DAMS, ARE NOT SUBJECT TO DAMAGE
OR BLOCKAGE FROM DISPLACED STONES.
INSPECT CHECK DAMS AND CHANNELS AT LEAST WEEKLY AND AFTER
SIGNIFICANT (1/2" OR GREATER) RAINFALL EVENT AND REPAIR
IMMEDIATELY. CLEAN OUT SEDIMENT, STRAW, LIMBS, OR OTHER DEBRIS
THAT COULD CLOG THE CHANNEL WHEN NEEDED.
ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM
AND EROSION FROM HIGH FLOWS AROUND THE EDGES OF THE DAM.
CORRECT ALL DAMAGE IMMEDIATELY. IF SIGNIFICANT EROSION OCCURS
BETWEEN DAMS, ADDITIONAL MEASURES CAN BE TAKEN SUCH AS,
INSTALLING A PROTECTIVE RIPRAP LINER IN THAT PORTION OF THE
CHANNEL.
REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO
PREVENT DAMAGE TO CHANNEL VEGETATION, ALLOW THE CHANNEL TO
DRAIN THROUGH THE STONE CHECK DAM, AND PREVENT LARGE FLOWS
FROM CARRYING SEDIMENT OVER THE DAM. ADD STONES TO DAMS AS
NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSS SECTION.
TEMPORARY CHECK DAM
NTS
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SECTION - BB SECTION - AA
SEE STD.# 838.45 FOR GENERAL NOTES.
BILL OF MATERIAL FOR ENDWALL
REINF. STEEL 1 PIPE J
BAR SIZE LENGTH NO. WEIGHT J
B1 #4 5' 6" 4 15 Q w
B2 #4 4'-6" 4 12 O C
G1 #7 91 - 8" 2 40 0 2
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H1 #4 7'-2" 10 48 IZi Li.l 0
H2 #4 5'-6" 2 7 Q W
H3 #4 3'-5" 4 9 W a
N1 #5 3'-1111 14 57 II N
N2 #4 3'-5" 8 18 ¢ Z a
8 SPA. @ 9" FILL FACE T1 #4 14'-6" 6 58 Z V r--
-8 SPA. @ 9"
N BARS IN TOP AND
BOTTOM OF FOOTING
4 SPA.
FACE 3-H1,1-H2,1-H3
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2 SPA. @ 2'-6" STR.
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"H" BARS "N" BARS "Z" BARS REINF. STEEL LSS. 555
WING ELEVATION SHEET 1 OF 2
"H" , "N" , & "Z" BAR DIMENSIONS ARE OUT TO OUT. CON./R.C. CU . YIDS 7.1 838.39
72" RCP HEADWALL
NTS
4' MAX. BETWEEN
POSTS
9-GAUGE MINIMUM HIGH
TENSION WIRE STRAND
ATTACHED TO STEEL POSTS TO
PREVENT SAGGING
F STEEL POST
COIR EROSION BLANKET, CC
MESH (OR SIMILAR) DRAPED
OVER WIRE STRAND
BAFFLE INSTALLATION - STEP 1
COIR MESH ATTACHED
TO ROPE OR WIRE WITH
TIES
PERSPECTIVE VIEW
TOP OF BAFFLES SHOULD BE
6" HIGHER THAN THE SPILLWAY
INVERT AND 2" LOWER THAN
THE TOP OF THE BERM
FABRIC STAPLED TO
BOTTOM AND SIDES
OR BURIED IN TRENCH
ILET ZONE
SURFACE AREA
BER
:E AREA
3' MIN.
BACK FILLTRED ENCH,
AND 24"
BACK
MESH STAPLED \ COMPACTED
OR T
OR TRENCHED INTO
BOTTOM AND SIDES
BAFFLE INSTALLATION - STEP 2
Porous Baffles
Construction Specifications -
1. Grade the basin so that the bottom is level front to back and side
7. The bottom and sides of the fabric should be anchored in a trench
to side.
or pinned with 8-inch erosion control matting staples.
2. Install posts across the width of the sediment trap (6.62m sediment
8. Do not splice the fabric but use a continuous piece across the
fence).
basin.
3. Steel posts should be driven to a depth of 24 inches, spaces a
Maintenance -
maximum of 4 feet apart, and installed up the sides of the basin
as well. The top of the fabric should be 6 inches higher than the
inspect baffles at least once a week and after each rainfall. make
invert of the spillway. Tops of baffles should be 2 inches lower than
any required repairs immediately.
the top of the berms.
Be sure to maintain access to the baffles, Should the fabric of a
4. Install at least three rows of baffles between the inlet and outlet
baffle collapse, tear, decompose, or become ineffective, replace it
discharge point. Basins less than 20 feet in length may use 2
immediately.
baffles.
Remove sediment deposits when it reaches half full to provide
5. When using posts, add a support wire or rope across the top of the
adequate storage volume for the next rain and to reduce pressure
measure to prevent sagging.
on the baffles. Take care to avoid damaging the baffles during
cleanout. Sediment depth should never exceed half the designed
6. Wrap porous material like the jute backed by coir material, over the
storage depth.
top wire. The fabric should have five to ten percent openings in the
weave. Attach fabric to a rope and a support structure with zip
After the contributing drainage area has been properly stabilized,
ties, wire or staples.
remove all baffle materials and unstable sediment deposits, bring
the area to grade and stabilize it.
POROUS BAFFLES
v NTS
EROSION CONTROL NARRATIVE & CONSTRUCTION SEQUENCE
IRISH POTATO ROAD SUBDIVISION IS LOCATED ON A 124.7 ACRE SITE OF WHICH 5.65 ACRES WILL BE DISTURBED. CLEARING AND GRUBBING WILL BEGIN IN THE SUMMER OF 2020,
WITH THE REMAINING SITE CONSTRUCTION TO FOLLOW. ANY BORROW OR WASTE REQUIRED FOR THIS PROJECT MUST COME FROM A SITE WITH AN APPROVED EROSION CONTROL PLAN.
A SITE REGULATED UNDER THE MINING ACT OF 1971, OR A LANDFILL REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT. TRASH/DEBRIS FROM DEMOLITION ACTIVITIES MUST
BE DEPOSED OF AT A FACILITY REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT. THE AREAS AND SEQUENCES OVER WHICH CONSTRUCTION OPERATIONS WILL BE
PERFORMED ARE INDICATED BELOW.
PHASE 1
1. CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS.
2. INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE, TEMPORARY SEDIMENT BASINS, DIVERSION DITCHES, AND SEDIMENT FENCES AS SHOWN.
STABILIZE SEDIMENT BASINS IMMEDIATELY AFTER INSTALLATION. INSTALL NORTH AMERICAN GREEN C-125 FILTER FABRIC ON ALL INTERIOR AND EXTERIOR SLOPES.
3. CLEAR AND GRUB SITE INCLUDING PHASE I DEMOLITION.
4. STABILIZED AND SEED ALL GRADED AREAS IMMEDIATELY AFTER CONSTRUCTED.
5. BEGIN CONSTRUCTION OF SITE.
6. CONTRACTOR SHALL INSPECT, REINSTALL AND MAINTAIN ALL EROSION CONTROL MEASURES AFTER EACH RAIN EVENT. SEE NCDENR REQUIRED SELF -INSPECTION BELOW.
PHASE 2
1. CONTRACTOR SHALL START TO GRADE SITE, AS THE SITE RISES, EXTEND THE STRUCTURES AND INLET PROTECTION AS REQUIRED TO MAINTAIN THE TEMPORARY DIVERSION
DITCHES AT THE TOP OF THE SLOPES SO THAT THEY DRAIN INTO THE STRUCTURES.
2. INSTALL STORM DRAINAGE PIPIN AS SHOWN.
3. INLET PROTECTION IS REQUIRED FOR ALL INLETS LOCATED IN THE WORKING AREA, AND FOR ALL PHASES OF THE PROJECT UNTIL THE DISTURBED AREA IS FULLY STABILIZED.
4. INSTALL ALL SITE IMPROVEMENTS FOR AREAS THAT HAVE BEEN GRADED.
5. SEED ALL AREAS AS PROPOSED GRADES ARE ACHIEVED. PERIMETER AREAS AND EXPOSED SLOPES GREATER THAN 3:1, SHALL BE SEEDED WITHIN 7 CALENDAR DAYS FOLLOWING
ANY PHASE OF GRADING; ON OTHER ARES PERMANENT GROUND COVER FOR ALL DISTURBED AREAS WITHIN 14 CALENDAR DAYS FOLLOWING COMPLETION OF CONSTRUCTION OR
DEVELOPMENT.
6. CONTRACTOR SHALL INSPECT, REINSTALL AND MAINTAIN ALL EROSION CONTROL MEASURES AFTER EACH RAIN EVENT. SEE REQUIRED NCDENR SELF-INSPECON BELOW.
PHASE 3-FINAL GRADING AND DETENTION
1. AFTER THE SLOPES HAVE STABILIZED, INSTALL STONE BASE IN THE ROADWAYS.
2. REPLACE THE GRAVEL INLET PROTECTION WITH SILT SACK INLET PROTECTION AT THE DRAINAGE STRUCTURES.
3. FINISH GRADING THE SITE AND INSTALL REMAINING SITE IMPROVEMENTS.
4. REMOVE REMAINING TEMPORARY SEDIMENT CONTROL MEASURES AFTER THE SITE HAS STABILIZED.
5. CONTRACTOR SHALL INSPECT, REINSTALL, AND MAINTAIN ALL EROSION CONTROL MEASURES AFTER EACH RAINFALL EVENT. SEE NCDENR SELF -INSPECTION BELOW.
NCDENR REQUIRED SELF -INSPECTION REPORTING
PERSONS WHO ARE RESPONSIBLE FOR LAND DISTURBING ACTIVITIES MUST INSPECT THE SEDIMENT AND EROSION CONTROL MEASURES ON A PROJECT AFTER EACH PHASE OF THE
PROJECT TO MAKE SURE THAT THE APPROVED PLAN IS BEING FOLLOWED. SELF -INSPECTION REPORTS ARE REQUIRED. SAMPLE SELF-INSPECTIN REPORT, AS WELL AS DETAILS OF
THE SELF -INSPECTION PROGRAM, CAN BE FOUND ON THE LAND QUALITY WEB SITE: http://www.dir.enr.stste.nc.us/pages/sedimention-new.html.
NOT EVERY PROJECT WILL HAVE ALL THE POSSIBLE PHASES, BUT A LIST OF THE PHASES MAY INCLUDE:
-INSTALLATION OF PERIMETER EROSION AND SEDIMENT CONTROL MEASURES
-INSTALLATION OF SEDIMENT TRAPS/BASINS
-CLEARING AND GRUBBING OF EXISTING GROUND COVER
-COMPLETION OF ANY PHASE OF GRADING THAT REQUIRES PROVISION OF STABILIZATION
-INSTALLATION OF MEASURES DURING ANY PHASE OF THE PROJECT
-COMPLETION OF CONSTRUCTION OR DEVELOPMENT
-INSTALLATION OF STORMWATER RETENTION MEASURES
-QUARTERLY UNTIL THE ESTABLISHMENT OF PERMANENT GROUND COVER IS FULLY ESTABLISHED
PLEASE NOTE THESE SELF -INSPECTION REQUIREMENTS ARE IN ADDITION TO NPDES INSPECTION REQUIREMENTS. IF YOU HAVE ANY QUESTIONS ABOUT THE SELF-INSECTION PROGRAM,
CONTACT THE MOORESVILLE REGIONAL OFFICE AT 704-663-1699.
THIS NARRATIVE IS AN OVERVIEW OF THE WORK TO BE PERFORMED ON THIS PROJECT. IT IS NOT INTENDED AS A DIRECTIVE TO THE CONTRACTOR AND SHALL NOT LIMIT HIM FROM
ANY WORK REQUIRED FOR THE CONSTRUCTION TO BE COMPLETED. IF LAND DISTURBANCE IS CONSTRUCTED OUTSIDE THE PROPOSED DENUDED LIMITS, THE SITE WILL BE IN VIOLATION
AND SUBJECT TO PENALTY. ADDITIONAL EROSION CONTROL MEASURES MAY BE NEEDED AS CONSTRUCTION WARRANTS OR AS DEEMED APPROPRIATE BY NCDENR.
EROSION CONTROL NARRATIVE
NTS
alley, willams,
carmen & king, inc.
CONSULTING ENGINEERS,
SURVEYING &INSPECTION
Firm License No. F-0203
120 S. MAIN STREET
PO BOX 1248
KANNAPOLIS, NC 28081
704.938.1515
www.awck.com
�\A CARD
=off °oFEssioti
' Q� SEAL E°
Du 4 8d�y:
10/15/20
This drawing is the property of Alley, Williams,
Carmen & King, Inc. It is not to be reproduced,
copied, or used on any other project without
written permission.
Prepared for:
/n .
Noi,
PREMIER
TEAM
Premier Real Estate, Inc.
77 McCachern Blvd SE, STE 2
Concord, NC 28025
704-792-1900
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SCALE: NTS
DATE: 08-14-20
JOB # 20547
C-3.1

2" PVC SEDIMENT CLEANOUT
REFERENCE STAKE.
MARK SEDIMENT CLEANOUT -
DEPTH ON STAKE.
MAXIMUM LEVEL OF
POROUS BAFFLES SEDIMENT COLLLECTED.
(SEE DETAIL) CLEAN BASIN WHEN THIS 1 (-
LEVEL IS REACHED. 1 1-11
FAIRCLOTH1(-
SKIMMER OR �I I I -III -I
EQUAL _. -I I I -I 11=1 I E
=1I1=1I1=1I1=1I
,1=IIMIMI1=1IE
-I 11-I 11-1 11-1 11=1 I E
z a SKIM
ARM MER
a w I I-III-III-III-III-1 I 1-1 15
LU
=I
-I I -I I I -III -III -III- 1= FLEX 1:1 SLOPE
III,;,I11,;,111 ; 111 III II- HOSE
ELEV. "A"
SELECT FILL PLACED
IN LAYERS AND CONPACTED
ELEV. "C"
MAX. LEVEL OF SEDIMENT 12" OF #57 OR #5
EMERGENCY SPILLWAY COLLECTED - CLEAN WASHED STONE V MIN.
ELEV. "B" BASIN WHEN THIS LEVEL
IS REACHED
TOP OF BERM
. FREEBOARD - V MIN.
TOP ELEVATION OF
EMBANKMENT STABILIZED
WITH VEGETATION
2:1 SLOPE MAX.
SKIMMER BARREL OUTLET STABILIZATION
6'W x 91 STRAW MATTING
CONSTRUCTION SPECIFICATIONS:
1. CLEAR, GRUB, AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT MAT. REMOVE ALL SURFACE SOIL CONTAINING HIGH AMOUNTS OF ORGANIC MATTER
AND STOCKPILE OR DISPOSE OF IT PROPERLY. HAUL ALL OBJECTIONABLE MATERIAL TO THE DESIGNATED DISPOSAL AREA. PLACE TEMPORARY SEDIMENT CONTROL MEASURES BELOW
BASIN AS NEEDED.
2. ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY VEGETATION, ORGANIC MATTER, AND OTHER OBJECTIONABLE MATERIAL. PLACE THE FILL IN LIFTS
NOT TO EXCEED 9 INCHES, AND MACHINE COMPACT IT. OVER FILL THE EMBANKMENT 6 INCHES TO ALLOW FOR SETTLEMENT.
3. SHAPE THE BASIN TO THE SPECIFIED DIMENSIONS. PREVENT THE SKIMMING DEVICE FROM SETTLING INTO THE MUD BY EXCAVATING A SHALLOW PIT UNDER THE SKIMMER OR
PROVIDING A LOW SUPPORT UNDER THE SKIMMER OF STONE OR TIMBER. SKIMMER HORIZONTAL MOVEMENT IS TO BE LIMITED BY METAL STAKES OR 2x4's. INSTALL SKIMMER PER
MANUFACTURER'S RECOMMENDATIONS.
4. PLACE THE BARREL (TYPICALLY 4-INCH SCHEDULE 40 PVC PIPE) ON A FIRM, SMOOTH FOUNDATION OF IMPERVIOUS SOIL. DO NOT USE PERVIOUS MATERIAL SUCH AS SAND,
GRAVEL, OR CRUSHED STONE AS BACKFILL AROUND THE PIPE. PLACE THE FILL MATERIAL AROUND THE PIPE SPILLWAY IN 4-INCH LAYERS AND COMPACT IT UNDER AND AROUND
THE PIPE TO AT LEAST THE SAME DENSITY AS THE ADJACENT EMBANKMENT. CARE MUST BE TAKEN NOT TO RAISE THE PIPE FROM THE FIRM CONTACT WITH ITS FOUNDATION WHEN
COMPACTING UNDER THE PIPE HAUNCHES. PLACE A MINIMUM DEPTH OF 2 FEET OF COMPACTED BACKFILL OVER THE PIPE SPILLWAY BEFORE CROSSING IT WITH CONSTRUCTION
EQUIPMENT. IN NO CASE SHOULD THE PIPE CONDUIT BE INSTALLED BY CUTTING A TRENCH THROUGH THE DAM AFTER THE EMBANKMENT IS COMPLETE.
5. ASSEMBLE THE SKIMMER FOLLOWING THE MANUFACTURERS INSTRUCTIONS, OR AS DESIGNED.
6. LAY THE ASSEMBLED SKIMMER ON THE BOTTOM OF THE BASIN WITH THE FLEXIBLE JOINT AT THE INLET OF THE BARREL PIPE. ATTACH THE FLEXIBLE JOINT TO THE BARREL PIPE
AND POSITION THE SKIMMER OVER THE EXCAVATED PIT OR SUPPORT. BE SURE TO ATTACH A ROPE TO THE SKIMMER AND ANCHOR IT TO THE SIDE OF THE BASIN. THIS WILL BE
USED TO PULL THE SKIMMER TO THE SIDE FOR MAINTENANCE.
7. EARTHEN SPILLWAYS -INSTALL THE SPILLWAY IN UNDISTURBED SOIL TO THE GREATEST EXTENT POSSIBLE. THE ACHIEVEMENT OF PLANNED ELEVATIONS, GRADE, DESIGN WIDTH, AND
ENTRANCE AND EXIT CHANNEL SLOPES ARE CRITICAL TO THE SUCCESSFUL OPERATION OF THE SPILLWAY. THE SPILLWAY SHOULD BE LINED WITH LAMINATED PLASTIC OR
IMPERMEABLE GEOTEXTILE FABRIC. THE FABRIC MUST BE WIDE AND LONG ENOUGH TO COVER THE BOTTOM AND SIDES AND EXTEND ONTO THE TOP OF THE DAM FOR ANCHORING IN
A TRENCH. THE EDGES MAY BE SECURED WITH 8-INCH STAPLES OR PINS. THE FABRIC MUST BE LONG ENOUGH TO EXTEND DOWN THE SLOPE AND EXIT ONTO STABLE GROUND. THE
WIDTH OF THE FABRIC MUST BE ONE PIECE, NOT JOINED OR SPLICED; OTHERWISE WATER CAN GET UNDER THE FABRIC. IF THE LENGTH OF THE FABRIC IS INSUFFICIENT FOR THE
ENTIRE LENGTH OF THE SPILLWAY, MULTIPLE SECTIONS, SPANNING THE COMPLETE WIDTH, MAY BE USED. THE UPPER SECTIONS) SHOULD OVERLAP THE LOWER SECTIONS) SO THAT
WATER CANNOT FLOW UNDER THE FABRIC. SECURE THE UPPER EDGE AND SIDES OF THE FABRIC IN A TRENCH WITH STAPLES OR PINS. (ADAPTED FROM "A MANUAL FOR DESIGNING,
INSTALLING AND MAINTAINING SKIMMER SEDIMENT BASINS." FEBRUARY, 1999. J. W. FAIRCLOTH & SON.).
8. INLETS - DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE TEMPORARY SLOPE DRAINS OR DIVERSIONS WITH OUTLET PROTECTION TO DIVERT
SEDIMENT -LADEN WATER TO THE UPPER END OF THE POOL AREA TO IMPROVE BASIN TRAP EFFICIENCY.
9. EROSION CONTROL - CONSTRUCT THE STRUCTURE SO THAT THE DISTURBED AREA IS MINIMIZED. DIVERT SURFACE WATER AWAY FROM BARE AREAS. COMPLETE THE EMBANKMENT
BEFORE THE AREA IS CLEARED. STABILIZE THE EMERGENCY SPILLWAY, AND SEED AND STABILIZE THE EMBANKMENT AND ALL OTHER DISTURBED AREAS ABOVE THE CREST OF THE
PRINCIPAL SPILLWAY IMMEDIATELY AFTER CONSTRUCTION (REFERENCES: SURFACE STABILIZATION).
10. INSTALL POROUS BAFFLES AS SPECIFIED IN PRACTICE 6.65, POROUS BAFFLES. INSTALL A MINIMUM THREE ROWS OF POROUS BAFFLES ACROSS WIDTH OF BASIN. BAFFLE MATERIAL
TO BE COIR EROSION BLANKET, COIR MESH OR SIMILAR.
11. AFTER ALL THE SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE AND ALL THE SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE
ADJOINING AREAS AND STABILIZE PROPERLY (REFERENCES: SURFACE STABILIZATION).
12. SAFETY - SEDIMENT BASINS MAY ATTRACT CHILDREN AND CAN BE DANGEROUS. AVOID STEEP SIDE SLOPES, AND FENCE AND MARK BASINS WITH WARNING SIGNS IF TRESPASSING
IS LIKELY. FOLLOW ALL STATE AND LOCAL REQUIREMENTS.
MAINTENANCE:
1. INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (ONE-HALF INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT
AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE HEIGHT OF THE FIRST BAFFLE. PULL THE SKIMMER TO ONE SIDE SO THAT
THE SEDIMENT UNDERNEATH IT CAN BE EXCAVATED. EXCAVATE THE SEDIMENT FROM THE ENTIRE BASIN, NOT JUST AROUND THE SKIMMER OR THE FIRST CELL. MAKE SURE
VEGETATION GROWING IN THE BOTTOM OF THE BASIN DOES NOT HOLD DOWN THE SKIMMER.
2. REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE -ANCHOR THE BAFFLES IF WATER IS FLOWING UNDERNEATH OR AROUND THEM.
3. IF THE SKIMMER IS CLOGGED WITH TRASH AND THERE IS WATER IN THE BASIN, USUALLY JERKING ON THE ROPE WILL MAKE THE SKIMMER BOB UP AND DOWN AND DISLODGE THE
DEBRIS AND RESTORE FLOW. IF THIS DOES NOT WORK, PULL THE SKIMMER OVER TO THE SIDE OF THE BASIN AND REMOVE THE DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE
SKIMMER TO SEE IF IT IS CLOGGED; IF SO REMOVE THE DEBRIS.
4. IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE REMOVED AND THE OBSTRUCTION CLEARED WITH A PLUMBER'S SNAKE OR BY FLUSHING WITH WATER. BE
SURE AND REPLACE THE ORIFICE BEFORE REPOSITIONING THE SKIMMER.
5. CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED REPAIRS WITH FABRIC THAT SPANS THE FULL WIDTH OF THE SPILLWAY. CHECK THE EMBANKMENT,
SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL TRASH
AND OTHER DEBRIS FROM THE SKIMMER AND POOL AREAS.
6. FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME SPECIAL PRECAUTIONS SHOULD BE TAKEN IN THE WINTER TO PREVENT THE SKIMMER FROM PLUGGING WITH
ICE.
STORAGE AREA
CLEANOUT
DEPTH
SEDIMENT
STORAGE
SURFACE
AREA
SPILLWAY
LENGTH
BASIN #
W1
L1
D1
W2
L2
I D2
I W3
L3
D3
(FT)
A2
(FT)
SKB-1
27.0
75.0
2.0
35.0
83.0
3.5
41.0
89.0
1.2
4,930.0
2,905.0
8.0
SKB-2
20.0
48.0
2.0
28.0
56.0
3.5
34.0
62.0
1.2
2,528.0
1,568.0
4.0
SKB-3
25.0
75.0
2.0
33.0
83.0
3.5
39.0
89.0
1.2
4,614.0
2,739.0
&0
SKB-4
20.0
48.0
2.0
28.0
56.0
3.5
34.0
62.0
1.2
2,528.0
1,568.0
4.0
L1 = BASIN LENGTH AT THE BOTTOM OF THE BASIN
W1 = BASIN WIDTH ATTHE BOTTOM OF THE BASIN
L2 = BASIN LENGTH AT THE TOP OF THE SEDIMENT STORAGE
W2 = BASIN WIDTH AT THE TOP OF THE SEDIMENT STORAGE
L3 = BASIN LENGTH AT THE TOP OF THE EMBANKMENT
W3 = BASIN WIDTH AT THE TOP OF THE EMBANKMENT
D1 = THE DEPTH OF SEDIME NTSTORAGE
D2 = THE OVERALL DEPTH OF THE SEDIMENT BASIN
D3 = THE CLEANOUT DEPTH OF SEDIMENT
A2 = SURFACE AREA AT THE TOP OF THE SEDIMENT STORAGE
SKIMMER SEDIMENT BASIN
NTS
"A" Sch 40 coupling
connection
CONSTRUCTION
SPECIFICATIONS: 1 Ensure that the subgrade for the filter and riprap follows =r
the required lines and grades as shown in the plan. Compact any -
fill required in the subgrade to the density of the surrounding
undisturbed material. Low areas in the subgrade on undisturbed
soil may also be filled by increasing the riprap thickness.
2 The riprap and gravel filter must conform to the specified
grading limits shown on the plans.
3 Filter cloth, when used, must meet design requirements and be
properly protected form punching or tearing during installation. Repair
any damage by removing the riprap and placing another piece of filter
cloth over the damaged area. All connecting joints should overlap a
minimum of 1 ft. If the damage is extensive, replace the entire
filter cloth.
4 Riprap may be placed by equipment, but take care to avoid damaging
the filter.
5 The minimum thickness of the riprap should be 1.5 times the
maximum stone diameter.
6 Riprap may be field stone or rough quarry stone. It should be
hard, angular, highly weather -resistant and well graded.
7 Construct the apron on zero grade with no overfall at the end. Make
the top of the riprap at the downstream end level with the receiving
area or slightly below it.
8 Ensure that the apron is properly aligned with the receiving stream
and preferably straight throughout its length. if a curve is needed to
fit site conditions, place it in the upper section of the apron.
9 Immediately after construction, stabilize all disturbed areas with vegetation.
MAINTENANCE: Inspect riprap outlet structures after heavey rains to see
if any erosion around or below the riprap has taken place
or if stones have been dislodged. Immediately make all
needed repairs to prevent further damage.
LOCATION
Q(cfs)
d 0
La
W
d50
d
PIPE 1
23.4
30"
16'
18.5'
6"
15"
PIPE 2
169.0
72"
39'
45'
16"
24"
Faircloth Skimmer Cut Sheet
J.W. Faircloth & Son, Inc.
www.fairclothskimmer.com
"C" pvc float
"B" Sch 40 SOLID
pvc barrel or "arm"
Supplied by User
M1n.L, L'' - 8 ft.
"E" inlet extension
"B" hose, ss clamps
"131" threaded male nipple
on outlet end
4" OF #57 WASHED
STONE ON MIRAFI 70OX
OR APPROVED EQUAL
NOTES:
1. La IS THE LENGTH OF THE RIPRAP APRON
2. d= 1.5 TIMES THE MAXIMUM STONE
DIAMETER BUT NOT LESS THAN 6"
3. IN A WELL DEFINED CHANNEL EXTEND
THE APRON UP THE CHANNEL BANKS TO AN
ELEVATION OF 6" ABOVE THE MAXIMUM
TAILWATER DEPTH OR TO THE TOP OF THE
BANK, WHICHEVER IS LESS.
4. A FILTER BLANKET OR FILTER FABRIC
SHOULD BE INSTALLED BETWEEN THE RIPRAP
AND SOIL FOUNDATION.
OOUTLET STABILIZATION
"G" vent
"H" inlet
aluminum straps
suspending inlet
-•• on - - of
inlet and orifice
Skimmer shown in floating position
BASIN #
,.A,.
„B„
"B 1 "
"C.,
"ID"
„E"
„F
"G"
„H„
SKB-1
4"
15"
15"
2"
15"
NIA
16"
16"
1.375"
SKB•2
4"
1 5"
1 5"
2"
1.5"
NIA
16"
16"
1.00"
SKB-3
4"
1.5"
1.5"
2"
1.5"
N/A
16"
16"
1.375"
SKB-4
4"
1.5"
15"
2"
15"
N/A
16"
16"
1.00"
FAIRCLOTH SKIMMER
NTS
IIIII- I_, STORM WATER
IIIII= i,I, ____ _____
IIIII -IIIII= 1.5' MAX. O
(III 1= II SEDIMENT ~
III_ "
-IIII IIIII-IIIII=IIIII
MINIMUM SURFACE AREA Z
AS REQUIRED ON PLAN g
18' MINIMUM
KEY IN BOTTOM
LAYER OF RIPRAP
5' I CARRY RIPRAP UP
IIN. f SIDES OF SPILLWAY
N1110IN
17' MINIMUM
FILTER FABRIC
alley, willams,
carmen & king, inc.
CONSULTING ENGINEERS,
SURVEYING & INSPECTION
Firm License No. F-0203
120 S. MAIN STREET
PO BOX 1248
KANNAPOLIS, NC 28081
704.938.1515
www.awck.com
DESIGN
SETTLED OVERFILL 6" FOR ��`�\\�N
TOP ^ SETTLEMENT O.°°FESS/p
° Q SEAL °
4' MIN _ _ _
- - IIII-�11111� � IIIII=
,.���4Es
IIIII-IIIII_
IIIII_ �� EMERGENCY
5'MAX. 12:1 SIDE BY-PASS 6"
FILL IIIII - SLOPE MAX. BELOW 10/15/20
CLASS "1" RIP RAP
FILTER _ SETTLED TOP
1:1 SIDE OF DAM
FABRIC =
_ I III SLOPE MAX.
NATURAL GROUND
3'
MIN.
This drawing is the property of Alley, Williams,
Carmen &Kin Inc. It is not to be reproduced,
g'
copied, or used on any other project without
written permission.
Prepared for:
TEMPORARY SEDIMENT TRAP
/0*.,.
C❑NSTRUCTI❑N
SPECIFICATI❑NS
PREMIER
1,
CLEAR, GRUB, AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATI❑N AND ROOT MAT,
REMOVE ALL SURFACE S❑IL C❑NTAINING HIGH AMOUNTS OF ❑RGANIC MATTER, AND ST❑CKPILE OR
DISP❑SE OF IT PROPERLY, HAUL ALL ❑BJECTI❑NABLE MATERIAL TO THE DESIGNATED DISP❑SAL AREA,
- TEAM
2,
ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY VEGETATI❑N,
❑RGANIC MATTER, AND OTHER ❑BJECTI❑NABLE MATERIAL, PLACE THE FILL IN LIFTS NOT TO EXCEED
9 INCHES, AND MACHINE COMPACT IT, OVER FILL THE EMBANKMENT 6 INCHES TO ALLOW FOR
Premier Real Estate, Inc.
SETTLEMENT,
77 McCachern Blvd SE, STE 2
3,
CONSTRUCT THE OUTLET SECTI❑N IN THE EMBANKMENT, PROTECT THE C❑NNECTI❑N BETWEEN THE
RIPRAP AND THE S❑IL FROM PIPING BY USING FILTER FABRIC OR A KEYWAY CUTOFF TRENCH
Concord, NC 28025
BETWEEN THE RIPRAP STRUCTURE AND S❑IL,
704-792-1900
• PLACE THE FILTER FABRIC BETWEEN THE RIPRAP AND THE S❑IL, EXTEND THE FABRIC ACROSS THE
SPILLWAY F❑UNDATI❑N AND SIDES TO THE TOP OF THE DAM; OR
• EXCAVATE A KEYWAY TRENCH ALONG THE CENTER LINE OF THE SPILLWAY F❑UNDATI❑N EXTENDING
UP THE SIDES TO THE HEIGHT OF THE DAM, THE TRENCH SHOULD BE AT LEAST 2 FEET DEEP AND
2 FEET WIDE WITH 111 SIDE SLOPES,
4,
CLEAR THE POND AREA BELOW THE ELEVATI❑N OF THE CREST OF THE SPILLWAY TO FACILITATE
SEDIMENT CLEANOUT,
5,
ALL CUT AND FILL SLOPES SHOULD BE 2:1 OR FLATTER,
6,
ENSURE THAT THE STONE (DRAINAGE) SECTI❑N OF THE EMBANKMENT HAS A MINIMUM BOTTOM WIDTH
OF 3 FEET AND MAXIMUM SIDE SLOPES OF 1:1 THAT EXTEND TO THE BOTTOM OF THE SPILLWAY
SECTI❑N,
7,
CONSTRUCT THE MINIMUM FINISHED STONE SPILLWAY BOTTOM WIDTH, AS SHOWN ON THE PLANS, WITH
Z
2:1 SIDE SLOPES EXTENDING TO THE TOP OF THE OVER FILLED EMBANKMENT, KEEP THE THICKNESS
U
OF THE SIDES OF THE SPILLWAY OUTLET STRUCTURE AT A MINIMUM OF 21 INCHES, THE WEIR MUST
O
BE LEVEL AND CONSTRUCTED TO GRADE TO ASSURE DESIGN CAPACITY,
8,
MATERIAL USED IN THE STONE SECTI❑N SHOULD BE A WELL -GRADED MIXTURE OF STONE WITH A D
♦/�
SIZE OF 9 INCHES (CLASS B ER❑SI❑N CONTROL STONE IS RECOMMENDED) AND A MAXIMUM STONE
V,
SIZE OF 14 INCHES, THE STONE MAY BE MACHINE PLACED AND THE SMALLER STONES WORKED INT❑
Z
THE V❑IDS OF THE LARGER STONES, THE STONE SHOULD BE HARD, ANGULAR, AND HIGHLY
WEATHER -RESISTANT,
O
O
9,
DISCHARGE INLET WATER INT❑ THE BASIN IN A MANNER TO PREVENT ER❑SI❑N, USE TEMPORARY
SLOPE DRAINS OR DIVERSI❑NS WITH OUTLET PR❑TECTI❑N TO DIVERT SEDIMENT- LADEN WATER TO
THE UPPER END OF THE POOL AREA TO IMPR❑VE BASIN TRAP EFFICIENCY,
C
10.
ENSURE THAT THE STONE SPILLWAY OUTLET SECTI❑N EXTENDS DOWNSTREAM PAST THE TOE OF THE
Q O
Q
EMBANKMENT UNTIL STABLE C❑NDITI❑NS ARE REACHED AND OUTLET VEL❑CITY IS ACCEPTABLE FOR
THE RECEIVING STREAM, KEEP THE EDGES OF THE STONE OUTLET SECTI❑N FLUSH WITH THE
SURR❑UNDING GROUND, AND SHAPE THE CENTER TO C❑NFINE THE OUTFLOW STREAM,
W
11.
DIRECT EMERGENCY BYPASS TO NATURAL, STABLE AREAS, LOCATE BYPASS OUTLETS S❑ THAT FLOW
U_
WILL NOT DAMAGE THE EMBANKMENT,
12.
STABILIZE THE EMBANKMENT AND ALL DISTURBED AREAS ABOVE THE SEDIMENT POOL AND DOWNSTREAM
c
FROM THE TRAP IMMEDIATELY AFTER C❑NSTRUCTI❑N,
O
13.
SHOW THE DISTANCE FROM THE TOP OF THE SPILLWAY TO THE SEDIMENT CLEANOUT LEVEL (1/2 THE
W
DESIGN DEPTH) ON THE PLANS AND MARK IT IN THE FIELD,
14.
INSTALL POROUS BAFFLES AS SPECIFIED IN PRACTICE 6,65, POROUS BAFFLES,
I.
Q O
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V
MAINTENANCE
W �
o
1,
INSPECT TEMPORARY SEDIMENT TRAPS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (N INCH OR
}a
GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY, REMOVE SEDIMENT, AND RESTORE THE TRAP
O
z
TO ITS ❑RIGINAL DIMENSI❑NS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN
DEPTH OF THE TRAP, PLACE THE SEDIMENT THAT IS REMOVED IN THE DESIGNATED DISP❑SAL AREA,
0-
AND REPLACE THE PART OF THE GRAVEL FACING THAT IS IMPAIRED BY SEDIMENT,
O
2,
CHECK THE STRUCTURE FOR DAMAGE FROM ER❑SI❑N OR PIPING, PERI❑DICALLY CHECK THE DEPTH OF
U)
THE SPILLWAY TO ENSURE IT IS A MINIMUM OF 1,5 FEET BELOW THE LOW P❑INT OF THE
V)
EMBANKMENT, IMMEDIATELY FILL ANY SETTLEMENT OF THE EMBANKMENT TO SLIGHTLY ABOVE DESIGN
3,
GRADE, ANY RIPRAP DISPLACED FROM THE SPILLWAY MUST BE REPLACED IMMEDIATELY,
AFTER ALL SEDIMENT-PR❑DUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE
O
STRUCTURE AND ALL UNSTABLE SEDIMENT, SMOOTH THE AREA TO BLEND WITH THE ADJ❑INING AREAS,
M
AND STABILIZE PROPERLY,
O
W
�
N
STORAGE AREA
CLEANOUT
DEPTH
SEDIMENT
STORAGE
SURFACE
AREA
SPILLWAY
LENGTH
BASIN #
W1
L1
D1
W2
L2
D2
W3
L3
D3
(FT')
A2
(F
ST-1
1 8.0
28.0
1 2.5
18.0
38.0
4.0
24.0
44.0
1 1.5
1 1,135.0
1 684.0
1 4.0
ST-2
1 15.0
50.0
1 2.5
25.0
1 60.0
1 4.0
1 31.0
1 66.0
1 1.5
1 2,812.5
1 1,500.0
1 4.0
L1 = BASIN LENGTH AT THE BOTTOM OF THE BASIN
W1 = BASIN WIDTH AT THE BOTTOM OF THE BASIN
L2 = BASIN LENGTH AT THE TOP OF THE SEDIMENT STORAGE
W2 = BASIN WIDTH AT THE TOP OF THE SEDIMENT STORAGE
L3 = BASIN LENGTH AT THE TOP OF THE EMBANKMENT
W3 = BASIN WIDTH AT THE TOP OF THE EMBANKMENT
D1 = THE DEPTH OF SEDIMENT STORAGE
D2 = THE OVERALL DEPTH OF THE SEDIMENT BASIN
D3 = THE CLEANOUT DEPTH OF SEDIMENT
A2 = SURFACE AREA AT THE TOP OF THE SEDIMENT STORAGE
TEMPORARY SEDIMENT TRAP
NTS
00
SCALE: NTS
DATE: 08-14-20
JOB # 20547
C-3.2

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
Stabilize within
Site Area Description
this many calendardays after ceasing
Timeframe variations
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, ditches
(e) Areas with slopes
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.
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.
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.
CONCRETE WASHOUTS
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.
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.
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.
1
,4&
wo,
-41
SANDBAGS (TYP.)
OR STAPLES
SILT FENCE
CLEARLY MARKED SIGNAGE
CONCRETE NOTING DEVICE (18"X24" MIN.)
WASHOUT
PLAN
ONSITE CONCRETE WASHOUT
STRUCTURE WITH LINER
HIGH
COHESIVE &
LOW FILTRATION
SOIL BERM
10 MIL
1:1 PLASTIC SANDBAGS (TYP.)
SIDE SLOPE LINING OR STAPLES
(TYP.) -
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.
3.CONCRETE WASHOUT STRUCTURE NEEDS TO BE
CLEARLY MARKED WITH SIGNAGE NOTING DEVICE.
BELOW GRADE WASHOUT STRUCTURE
NOT TO SCALE
10,
MIN
0 CD 0 CD 0
0 01-7
0 0
0 0
0 CD CD
6"
B
SANDBAGS (TYP.)
OR STAPLES
CLEARLY MARKED SIGNAGE
CONCRETE NOTING DEVICE (18"X24" MIN.)
WASHOUT
PLAN
' 10 MIL
PLASTIC LINING
1:1 SIDE SLOPE
�(TYP.)
SECTION B-B
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION A: SELF -INSPECTION
are Self -inspections required during normal business hours in accordance with the table below. When adverse
P q 9
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 good
If no daily rain gauge observations are made during weekend or
working order
holiday periods, and no individual -day rainfall information is 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
1. Identification of the measures inspected,
Measures
per 7 calendar
2. Date and time of the inspection,
days and
3. Name of the person performing the inspection,
within 24 hours of
4. Indication of whether the measures were operating properly,
a rain
5. Description of maintenance needs for the measure,
event z 1.0 inch
6. Description, evidence, and date of corrective actions taken.
(3) Stormwater
urs
Wteas once
1. Identification of the discharge outfalls inspected,
discharge ouffalls
per 7 calendar
2. Date and time of the inspection,
(SDCs)
days and
3. Name of the person performing the inspection,
within 24 hours of
4. Evidence of indicators of stormwater pollution such as oil sheen,
a rain
floating or suspended solids or discoloration,
event z 1.0 inch
5. Indication of visible sediment leaving the site,
in 24 hours
6. Description, evidence, and date of corrective actions taken.
(4) Perimeter of
At least once
If visible sedimentation is found outside site limits, then a record of the
site
per 7 calendar
following shall be made:
days and
1. Actions taken to clean up or stabilize the sediment that has left the
within 24 hours of
site limits,
a rain
2. Description, evidence, and date of corrective actions taken, and
event z 1.0 inch
3. An explanation as to the actions taken to control future releases.
(5) Streams or
urs
teas once
If the stream or wetland has increased visible sedimentation or a
wetlands onsite or
per 7 calendar
stream has visible increased turbidity from the construction activity,
offsite (where
days and
then a record of the following shall be made:
accessible)
within 24 hours of
1. Description, evidence and date of corrective actions taken, and
a rain
2. Records of the required reports to the appropriate Division Regional
event z 1.0 inch
Office per Part 111, Section C, Item (2)(a) of this permit.
(6) Ground
ter eac phase
1. The phase of grading (installation of perimeter E&SC measures,
stabilization
of grading
clearing and grubbing, installation of storm drainage facilities,
measures
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.
SANDBAGS (TYP.)
OR STAPLES
HIGH
COHESIVE &
LOW FILTRATION
SOIL BERM
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 TO PROVIDE
ADEQUATE HOLDING CAPACITY WITH A
MINIMUM 12 INCHES OF FREEBOARD.
&CONCRETE WASHOUT STRUCTURE NEEDS
TO BE CLEARLY MARKED WITH SIGNAGE
NOTING DEVICE.
ABOVE GRADE WASHOUT STRUCTURE
NOT TO SCALE
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 he
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 in
Initial and date a copy of the approved E&SC
accordance with the approved E&SC plan.
plan or complete, date and sign an inspection
report to indicate compliance with approved
ground cover specifications.
(d) The maintenance and repair requirements
Complete, date and sign an inspection report.
for all E&SC measures have been performed.
(e) Corrective actions have been taken to
Initial and date a copy of the approved E&SC
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 a-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 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 timeframes 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
• Within 24 hours, an oral or electronic notification.
sediment
• Within 7 calendar days, a report that contains a description of the sediment and
deposition in a
actions taken to address the cause of the deposition. Division staff may waive the
stream or wetland
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 shall include
release of
information about the date, time, nature, volume and location of the spill or release.
hazardous
substances per
Item I(b)-(c) above
(c) Anticipated
• A report at least ten days before the date of the bypass, if possible. The report
bypasses [40 CFR
shall include an evaluation of the anticipated quality and effect of the bypass.
122.41(m)(3)]
(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 quality and effect
122.41(m)(3)]
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 noncompliance,
of this permit that
and its causes; the period of noncompliance, including exact dates and times, and if the
may endanger
noncompliance has not been corrected, the anticipated time noncompliance is expected
health or the
to continue; and steps taken or planned to reduce, eliminate, and prevent reoccurrence
environment[40
of the noncompliance. [40 CFR 122.41(1)(6).
CFR 122.41(1)(7)]
• Division staff may waive the requirement for a written report on a case -by -case basis.
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.
alley, willams,
carmen & king, inc.
CONSULTING ENGINEERS,
SURVEYING & INSPECTION
Firm License No. F-0203
120 S. MAIN STREET
PO BOX 1248
KANNAPOLIS, NC 28081
704.938.1515
www.awck.com
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10/15/20
This drawing is the property of Alley, Williams,
Carmen & King, Inc. It is not to be reproduced,
copied, or used on any other project without
written permission.
Prepared for:
PRF.MIER
LLLZU mill
TEAM
Premier Real Estate, Inc.
77 McCachern Blvd SE, STE 2
Concord, NC 28025
704-792-1900
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DATE: 08-14-20
NCG01 GROUND STABILIZATION AND MATERIALS HANDLING
NCG01 SELF -INSPECTION, RECORDKEEPING AND REPORTING
JOB # 20547
C-3.3

CONSTRUCTION
SPECIFICATIONS: 1 Ensure that the subgrade for the filter and riprap follows
the required lines and grades as shown in the plan. Compact any
fill required in the subgrade to the
density of the surrounding
undisturbed material. Low areas in
the subgrade on undisturbed
soil may also be filled by increasing
the riprap thickness.
2 The riprap and gravel filter must
conform to the specified
grading limits shown on the plans.
3 Filter cloth, when used, must meet design requirements and be
properly protected form punching or
tearing during installation. Repair
any damage by removing the riprap
and placing another piece of filter
cloth over the damaged area. All connecting joints should overlap a
minimum of 1 ft. If the damage is
extensive, replace the entire
filter cloth.
4 Riprap may be placed by equipment, but take care to avoid damaging
the filter.
5 The minimum thickness of the riprap should be 1.5 times the
maximum stone diameter.
6 Riprap may be field stone or rough quarry stone. It should be
hard, angular, highly weather -resistant and well graded.
7 Construct the apron on zero grade with no overfall at the end. Make
the top of the riprap at the downstream end level with the receiving
area or slightly below it.
8 Ensure that the apron is properly aligned with the receiving stream
and preferably straight throughout its length. if a curve is needed to
fit site conditions, place it in the upper section of the apron.
9 Immediately after construction, stabilize all disturbed areas with vegetation.
MAINTENANCE: Inspect riprap outlet structures after heavey rains to see
if any erosion around or below the riprap has taken place
or if stones have been dislodged. Immediately make all
needed repairs to prevent further damage.
LOCATION
Q(cfs) d 0
La
W
d50
d
CLASSIFICATION
PIPE-1 23.4
30" 1 ' 18.5'
6" 15"
CLASS 1
PIPE-2 169
72" 3 ' 45' 14"
24"
CIASS2
OUTLET STABILIZATION
NTS
NOTE:RW
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ADDITIONAL RW MAY BE
REQUIRED To ACCOMODATE I
W
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TAPERS, TURN LANES, AND
MEDIAN ISLANDS. I
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SW TAPER
+aeWND FOR W LEAS T"AN 261
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R-70'
sM HT IP"'1AN61E
- -
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------------------
WN OF PAYNEW
EDGE OF PAYlMENr
I
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
EASTING ROAD
EDGE OF PAVE0AFM
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
COG! OF PAYINY&W
- - - - - - - - - - - - - - - - - - - - -- - -
NOTE: Drainage easements may be required to aoeamodote drainage beyond the right-of-way.
FIGURE 4
RECOMMENDED ROAD CONNECTION
WITHOUT CURB & GUTTER
NEW RESIDENTIAL LOCAL ROAD OR RESIDENTIAL
COLLECTOR ROAD AND EXISTING STATE MAINTAINED
ROAD
STOP CONDITION
4" OF #57 WASHED
C-MKIC nD WIDACI -7/'l/1V
Z .4
WIDTH
RIP RAP
NOTES:
1. La IS THE LENGTH OF THE RIPRAP APRON
2. d= 1.5 TIMES THE MAXIMUM STONE
DIAMETER BUT NOT LESS THAN 6"
3. IN A WELL DEFINED CHANNEL EXTEND
THE APRON UP THE CHANNEL BANKS TO AN
ELEVATION OF 6" ABOVE THE MAXIMUM
TAILWATER DEPTH OR TO THE TOP OF THE
BANK, WHICHEVER IS LESS.
4. A FILTER BLANKET OR FILTER FABRIC
SHOULD BE INSTALLED BETWEEN THE RIPRAP
AND SOIL FOUNDATION.
Z
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CONSTRUCTION SPECIFICATIONS
1. REMOVE ALL TREES, BRUSH, STUMPS, AND OTHER OBJECTIONABLE MATERIAL FROM THE
FOUNDATION AREA AND DISPOSE OF PROPERLY.
2. EXCAVATE THE CHANNEL AND SHAPE IT TO NEAT LINES AND DIMENSIONS SHOWN ON THE PLANS
PLUS A 0.2-FT OVERCUT AROUND THE CHANNEL PERIMETER TO ALLOW FOR BULKING DURING SEEDBED
PREPARATIONS AND SOD BUILDUP.
3. REMOVE AND PROPERLY DISPOSE OF ALL EXCESS SOIL SO THAT SURFACE WATER MAY ENTER THE
CHANNEL FREELY.
4. THE PROCEDURE USED TO ESTABLISH GRASS IN THE CHANNEL WILL DEPEND UPON THE SEVERITY OF
THE CONDITIONS AND SELECTION OF SPECIES. PROTECT THE CHANNEL WITH MULCH OR A TEMPORARY
LINER AS NOTED ON THE PLANS TO WITHSTAND ANTICIPATED VELOCITIES DURING THE ESTABLISHMENT
PERIOD.
MAINTENANCE
DURING THE ESTABLISHMENT PERIOD, CHECK GRASS -LINED CHANNELS AFTER EVERY RAINFALL. AFTER
GRASS IS ESTABLISHED, PERIODICALLY CHECK THE CHANNEL; CHECK IT AFTER EVERY HEAVY RAINFALL
EVENT. IMMEDIATELY MAKE REPAIRS. IT IS PARTICULARLY IMPORTANT TO CHECK THE CHANNEL OUTLET
FOR BANK STABILITY AND EVIDENCE OF PIPING OR SCOUR HOLES. REMOVE ALL SIGNIFICANT SEDIMENT
ACCUMULATIONS TO MAINTAIN THE DESIGNED CARRYING CAPACITY.
DITCH #
LOCATION
H (ft)
SIDE SLOPE
DITCH-1
0+20 to 4+05
1.5
3:1
DITCH-2
0+40 to 3+70
1.5
3:1
DITCH-3
5+60 to 6+50
1.5
3:1
DITCH-4
5+60 to 6+50
1.5
3:1
DITCH-5
16+45 to 17+60
1.5
3:1
DITCH-8
27+50 to 26+40
1.5
3:1
GRASS LINED VEE DITCHES
NTS
RIGlTI OF WAY
SNOUI➢ER PAWMEM SHOULMR DRa{
in -
RESIDENTIAL LOCAL ROAD
o�
5 1/U OR YADTH BEWEEN 4'AND W SNALL BE A"1KMD 6Y THE
LMSIRICS ENGINEER CONSID9BNG ADIACEM IAND CHAIIACTHtlSIlCS
SIBC OR ABC
so' L 0'
RGNr OF WAY
2W-W W-0. 61-0'
SHOULCER RAVEM&C 910t- DFrLTI O'�E
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RESIDENTIAL COLLECTOR ROAD
LErFL 2:,
ROLLING 2-1 �I
1.{p1/NTNNWS 1- 111.1
"TBC OR ABC
TYPICAL SHOULDER /CROSS SECTION
WIDTH OF ROAD
2• 1 7.
I
BRIDGE TYPICAL SECTION
FIGURE 1
39
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71 1�
H
6" OF #67 FILTER STONE OR MIRAFI
70OX OR APPROVED EQUAL
CONSTRUCTION SPECIFICATIONS
1. CLEAR THE FOUNDATION AREA OF TREES, STUMPS, ROOTS, LOOSE ROCK, AND OTHER OBJECTIONABLE MATERIAL.
2. EXCAVATE THE CROSS SECTION TO THE LINES AND GRADES OF THE FOUNDATION OF THE LINER AS SHOWN ON THE PLANS.
BRING OVER -EXCAVATED AREAS TO GRADE BY INCREASING THE THICKNESS OF THE LINER OR BY BACKFILLING WITH MOIST
SOIL COMPACTED TO THE DENSITY OF THE SURROUNDING MATERIAL.
3. SUBGRADE PREPARATION --PREPARE THE SUBGRADE FOR RIPRAP AND FILTER TO THE REQUIRED LINES AND GRADES
SHOWN ON THE PLANS. COMPACT ANY FILL REQUIRED IN THE SUBGRADE TO A DENSITY APPROXIMATING THAT OF THE
SURROUNDING UNDISTURBED MATERIAL OR OVERFILL DEPRESSIONS WITH RIPRAP. REMOVE BRUSH, TREES, STUMPS, AND
OTHER OBJECTIONABLE MATERIAL. CUT THE SUBGRADE SUFFICIENTLY DEEP THAT THE FINISHED GRADE OF THE RIPRAP
WILL BE AT THE ELEVATION OF THE SURROUNDING AREA. CHANNELS SHOULD BE EXCAVATED SUFFICIENTLY TO ALLOW
PLACEMENT OF THE RIPRAP IN A MANNER SUCH THAT THE FINISHED INSIDE DIMENSIONS AND GRADE OF THE RIPRAP MEET
DESIGN SPECIFICATIONS.
4. SAND AND GRAVEL FILTER BLANKET --PLACE THE FILTER BLANKET IMMEDIATELY AFTER THE GROUND FOUNDATION IS
PREPARED. FOR GRAVEL, SPREAD FILTER STONE IN A UNIFORM LAYER TO THE SPECIFIED DEPTH. WHERE MORE THAN ONE
LAYER OF FILTER MATERIAL IS USED, SPREAD THE LAYERS WITH MINIMAL MIXING.
5. SYNTHETIC FILTER FABRIC --PLACE THE CLOTH FILTER DIRECTLY ON THE PREPARED FOUNDATION. OVERLAP THE EDGES BY
AT LEAST 12 INCHES, AND SPACE ANCHOR PINS EVERY 3 FT ALONG THE OVERLAP. BURY THE UPSTREAM END OF THE
CLOTH A MINIMUM OF 12 INCHES BELOW GROUND AND WHERE NECESSARY, BURY THE LOWER END OF THE CLOTH OR
OVERLAP WITH THE NEXT SECTION AS REQUIRED. SEE FIGURE 6.14A PAGE 6.14.6. TAKE CARE NOT TO DAMAGE THE CLOTH
WHEN PLACING RIPRAP. IF DAMAGE OCCURS REMOVE THE RIPRAP, AND REPAIR THE SHEET BY ADDING ANOTHER LAYER OF
FILTER MATERIAL WITH A MINIMUM OVERLAP OF 12 INCHES AROUND THE DAMAGED AREA. IF EXTENSIVE DAMAGE IS
SUSPECTED, REMOVE AND REPLACE THE ENTIRE SHEET. WHERE LARGE STONES ARE USED OR MACHINE PLACEMENT IS
DIFFICULT, A 4-INCH LAYER OF FINE GRAVEL OR SAND MAY BE NEEDED TO PROTECT THE FILTER CLOTH.
6. STONE PLACEMENT --PLACEMENT OF RIPRAP SHOULD FOLLOW IMMEDIATELY AFTER PLACEMENT OF THE FILTER. PLACE
RIPRAP SO THAT IT FORMS A DENSE, WELL -GRADED MASS OF STONE WITH A MINIMUM OF VOIDS. THE DESIRED
DISTRIBUTION OF STONES THROUGHOUT THE MASS MAY BE OBTAINED BY SELECTIVE LOADING AT THE QUARRY, AND
CONTROLLED DUMPING DURING FINAL PLACEMENT. PLACE RIPRAP TO ITS FULL THICKNESS IN ONE OPERATION. DO NOT
PLACE RIPRAP BY DUMPING THROUGH CHUTES OR OTHER METHODS THAT CAUSE SEGREGATION OF STONE SIZES. TAKE
CARE NOT TO DISLODGE THE UNDERLYING BASE OR FILTER WHEN PLACING THE STONES. THE TOE OF THE RIPRAP SLOPE
SHOULD BE KEYED TO A STABLE FOUNDATION AT ITS BASE AS SHOWN IN FIGURE 6.15B. THE TOE SHOULD BE EXCAVATED
TO A DEPTH ABOUT 1.5 TIMES THE DESIGN THICKNESS OF THE RIPRAP, AND SHOULD EXTEND HORIZONTALLY FROM THE
SLOPE. THE FINISHED SLOPE SHOULD BE FREE OF POCKETS OF SMALL STONE OR CLUSTERS OF LARGE STONES. HAND
PLACING MAY BE NECESSARY TO ACHIEVE THE PROPER DISTRIBUTION OF STONE SIZES TO PRODUCE A RELATIVELY
SMOOTH, UNIFORM SURFACE. THE FINISHED GRADE OF THE RIPRAP SHOULD BLEND WITH THE SURROUNDING AREA. NO
OVERFALL OR PROTRUSION OF RIPRAP SHOULD BE APPARENT.
7. PLACE FILTERS, BEDDINGS, AND FOUNDATION DRAINS TO LINE AND GRADE IN THE MANNER SPECIFIED. PLACE FILTER AND
BEDDING MATERIALS IMMEDIATELY AFTER SLOPE PREPARATION. FOR SYNTHETIC FILTER FABRICS, OVERLAP THE
DOWNSTREAM EDGE BY AT LEAST 12 INCHES WITH THE UPSTREAM EDGE WHICH IS BURIED A MINIMUM 12 INCHES IN A
TRENCH. SEE FIGURE 6.14A, PAGE 6.14.6. SPACE ANCHOR PINS EVERY 3 FEET ALONG THE OVERLAP. SPREAD GRANULAR
MATERIALS IN A UNIFORM LAYER. WHEN MORE THAN ONE GRADATION IS REQUIRED, SPREAD THE LAYERS SO THERE IS
MINIMAL MIXING. FILTER MATERIAL SHOULD CONSIST OF AT LEAST 3 INCHES OF MATERIAL ON ALL SIDES OF THE DRAIN
PIPE. THE DRAIN PIPE CONDUIT SHOULD BE A MINIMUM OF 4 INCHES IN DIAMETER. ACCEPTABLE MATERIALS INCLUDE
PERFORATED, CONTINUOUS, CLOSED -JOINT CONDUITS OF CLAY, CONCRETE, METAL, PLASTIC, OR OTHER SUITABLE
MATERIAL (PRACTICE 6.81, SUBSURFACE DRAIN).
8. PERFORM ALL CHANNEL CONSTRUCTION TO KEEP EROSION AND WATER POLLUTION TO A MINIMUM. IMMEDIATELY UPON
COMPLETION OF THE CHANNEL, VEGETATE ALL DISTURBED AREAS OR OTHERWISE PROTECT THEM AGAINST SOIL EROSION.
WHERE CHANNEL CONSTRUCTION WILL TAKE LONGER THAN 30 DAYS, STABILIZE CHANNELS BY REACHES.
MAINTENANCE
INSPECT CHANNELS AT REGULAR INTERVALS AS WELL AS AFTER MAJOR RAINS, AND MAKE REPAIRS PROMPTLY. GIVE SPECIAL
ATTENTION TO THE OUTLET AND INLET SECTIONS AND OTHER POINTS WHERE CONCENTRATED FLOW ENTERS. CAREFULLY
CHECK STABILITY AT ROAD CROSSINGS, AND LOOK FOR INDICATIONS OF PIPING, SCOUR HOLES, OR BANK FAILURES. MAKE
REPAIRS IMMEDIATELY. MAINTAIN ALL VEGETATION ADJACENT TO THE CHANNEL IN A HEALTHY, VIGOROUS CONDITION TO
PROTECT THE AREA FROM EROSION AND SCOUR DURING OUT -OF -BANK FLOW.
DITCH #
LOCATION
H (ft)
SIDE SLOPE
LINER DESCRIPTION
DITCH-3
LOCATION
1.5
3:1
CLASS 1 RIP RAP
DITCH-4
LOCATION
1.5
3:1
CLASS 1 RIP RAP
DITCH-6
LOCATION
1.5
3:1
CLASS 1 RIP RAP
DITCH-7
LOCATION
1.5
3:1
CLASS 1 RIP RAP
DITCH-8
LOCATION
1.5
3:1
CLASS 2 RIP RAP
RIPRAP VEE DITCHES
NTS
CONSTRUCTION 1 Remove and properly dispose of all trees, brush, stumps,
SPECIFICATIONS and other objectionable material.
2 Ensure that the minimum constructed cross section meets
all design requirements.
3 Ensure that the top of the dike is not lower at any point
than the design elevation plus the specified settlement.
4 Provide sufficient room around diversions to permit machine
regrading and cleanout.
5 Vegetate the ridge immediately after construction.
MAINTENANCE Inspect diversions once a week and after every rainfall.
Immediately remove sediment from the flow area and repair
the diversion ridge. Carefully check outlets and make timely
repairs as needed. When the area protected is permanently
stabilized.
COMPACTED SOIL
72'Min.
Permanent earthen diversion dike
TEMPORARY DIVERSION DITCH
NTS
alley, willams,
carmen & king, inc.
CONSULTING ENGINEERS,
SURVEYING & INSPECTION
Firm License No. F-0203
120 S. MAIN STREET
PO BOX 1248
KANNAPOLIS, NC 28081
704.938.1515
www.awck.com
` Q SEAL =_
144>o@ by:
11111
10/15/20
This drawing is the property of Alley, Williams,
Carmen & King, Inc. It is not to be reproduced,
copied, or used on any other project without
written permission.
Prepared for:
/r .,
PREMIER
TEAM
Premier Real Estate, Inc.
77 McCachern Blvd SE, STE 2
Concord, NC 28025
704-792-1900
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SCALE. NTS
NCDOT ROAD CONNECTION
NTS
NCDOT ROAD CROSS-SECTION
NTS
DATE: 08-14-20
JOB # 20547
C-3.4