20210910_Mine_Map

SAND MINE PLAN
ROSINDALE SAND, LLC
LOCATED IN CARVERS CREEK TOWNSHIP, BLADEN COUNTY, NORTH CAROLINA
DESCRIPTION OF WORK: SAND MINE OPERATION
OWNER: ROSINDALE SAND, LLC
1402 CANAL COVE ROAD
LAKE WACCAMAW N.C. 28450
1003
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Date:
07-30-21
Scale:
HORZ.: 1 "= 400'
Drawn:
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Checked:
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Project No
PRELIMINARY
PLAN
�AR044'''%
\.� p ••oF�ssloti•.7i ''�
SEAL
L-2876
.T_A0MWIlRaz11b;
Sheet No.
1
Of:

LINE
BEARING
DISTANCE
L1
N 32°21'58" E
79.75'
L2
N 39'12'55" E
110.87'
L3
N 44°08'22" E
131.79'
L4
N 43°39'58" E
162.41'
L5
N 44°50'23" E
185.31'
L6
N 42°35'27" E
139.03'
L7
N 43°29'41" E
133.14'
L8
N 44°40'32" E
96.50'
L9
N 49°4742" E
83.28'
L10
N 55*1547" E
48.15'
L11
N 51°57'07" E
36.62'
L12
N 40°50'46" E
59.55,
L13
N 43°34'22" E
73.30'
L14
N 52°48'23" E
102.65'
L15
N 52°15'18" E
298.66'
L16
N 51°39'14" E
122.04'
L17
N 46°53'58" E
61.54'
L18
N 35°44'33" E
60.12'
L19
N 22°01'49" E
71.28'
L20
N 16°26'19" E
168.41'
L21
N 17°38'52" E
185.34'
L22
N 14°18'11" E
271.93'
L23
N 13°52'10" E
350.65'
L24
N 15°26'06" E
165.35'
L25
N 17°23'02" E
185.44'
L26
N 13°05'37" E
144.85'
L27
N 12°28'18" E
297.18'
L28
N 13°27'12" E
147.14'
L29
N 04°01'26" E
158.05'
L30
N 06'04'18" E
117.24'
L31
N 02*50'17" W
200.02'
L32
N 10°17'28" W
76.07'
L33
N 29°32'01" E
43.93'
L34
N 60°20'08" E
38.82'
L35
N 66°51'06" E
30.06'
L36
N 88'10'51" E
46.94'
L37
S 77°50'26" E
48.13'
L38
S 66°32'26" E
60.64'
L39
S 60'4519" E
48.20'
L40
S 59°00'06" E
60.70'
L41
S 67°06'12" E
40.24'
L42
S 87°57'07" E
50.12'
L43
N 78°29'30" E
47.09'
L44
N 89°41'24" E
57.76'
L45
S 59'57'15" E
51.41'
L46
S 41'5106" E
62.81'
L47
S 45'48'12" E
82.58'
L48
S 49° 16'3$" E
76.86'
L49
S 44°25'29" E
158.30'
L50
N 40°29'32" E
21.09'
PERMIT BOUNDARY
LINE
BEARING
DISTANCE
L51
N 23'13'13" E
78.44'
L52
N 29°18'02" E
62.99'
L53
N 60°41'58" W
22.60'
L54
S 62°33'43" W
77.90'
L55
N 70°01'51" W
125.24'
L56
N 38°38'58" W
121.65'
L57
N 02'30'17" W
93.64'
L58
IN 06°31'27" E
33.61'
L59
N 52°51'27" W
101.42'
L60
N 06°11'32" E
87.96'
L61
N 45°37'07" E
35.64'
L62
N 23°34'27" E
87.22'
L63
N 18°14'22" W
53.52'
L64
N 44°41'28" W
70.15'
L65
N 42°54'32" W
58.96,
L66
N 22°31'28" W
63.82'
L67
IN 44°07'47" W
72.20'
L68
N 08°05'09" W
69.11'
L69
N 36°2849" E
33.02'
L70
N 37°29'40" E
51.57'
L71
S 88'32'17" E
29.88'
L72
N 80°27'57" E
48.73'
L73
N 76°54'50" E
61.75'
L74
N 87' 11'31" E
46.82'
L75
S 18°33'48" E
65.80'
L76
IS 44' 16'19" W
40.51'
L77
S 12°14'23" W
60.53'
L78
S 45°45'36" E
105.04'
L79
S 73°36'47" E
87.58'
L80
S 11'37'19" E
70.12'
L81
S 05°47'33" E
110.17'
L82
S 00°37'21" W
63.93'
L83
S 02'12'51" E
42.82'
1_84
S 28°59'07" E
1.72'
L85
S 53° 17'06" E
70.64'
L86
S 51°19'09" E
76.22'
L87
S 42°21'12" E
92.03'
L88
S 65'10'51" E
50.27'
L89
S 24°49'09" W
96.22'
L90
S 20°02'47" W
86.92'
L91
S29'16'13"W
45.60'
L92
S 29' 1602" W
70.95'
L93
S 23'13'13" W
83.38'
L94
S 40°29'32" W
83.33'
L95
N 44°25'29" W
210.82'
L96
N 49°16'38" W
76.25'
L97
N 45*48'12" W
85.82'
L98
N 41 °51'06" W
56.57'
L99
N 59'57'15" W
29.88'
L100
S 89°41'24" W
39.29'
PLANNED EROSION AND SEDIMENT CONTROL PRACTICES
0 1. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
C E Practice 6.06
Shall be installed at the entrance to the project from
the road and will be controlled with downstream practices.
During wet weather it may be necessary to wash truck tires
at these locations.
2. LAND GRADING
Practice 6.02
Grading should be limited to areas as shown on the
Plans. Cut and fill slopes shall be 311 or flatter except
where specifically indicated.
SF 3. SEDIMENT FENCE
Practice 6.62
Sediment fencing should be installed as shown on the
prevent any interior areas from eroding onto adjacent areas.
GC 4. GRASS -LINED CHANNELS
Practice 6.30
All overflow swales to be graded to design
configuration, seeded, and stabilized if necessary with
temporary straw -net liners to collect and convey site water
off site as shown on Plan. After final project
stabilization, swales to be re -graded and cleaned of
siltation as needed to establish original contours for
stormwater conveyance.
STABILIZATION TIME FRAMES,
LINE
BEARING
DISTANCE
1_101
S 78°29'30" W
48.13'
L102
N 87°57'07" W
65.27'
L103
N 670612" W
52.98'
L104
N 59°00'06" W
63.47'
L105
N 60'45'19" W
44.91'
L106
N 66°32'26" W
53.17'
L107
N 77°50'26" W
37.06'
L108
S 88°10151" W
31.40'
L109
S 66°51'06" W
17.80'
L110
S 60°20'08" W
22.20'
L111
S 29°32'01" W
12.04'
L112
S 101T28" E
61.22'
L113
S 02*5017" E
207.18'
L114
S 06°04'18" W
120.24'
L115
IS 04°01'26" W
161.28'
L116
S 13*2712" W
150.84'
L117
S 12°28'18" W
297.02'
L118
S 13°05'37" W
147.00'
1_119
S 17°23'02" W
186.47'
L120
S 15°26'06" W
163.81.
L121
S 13°52'10" W
350.16'
L122
S 14'18'11" W
273.58'
L123
IS 17°38'52" W
186.28'
L124
S 16°26'19" W
170.33'
L125
S 22°01'49" W
79.74'
L126
S 35°44'33" W
71.01'
L127
S 46°53'58" W
68.50,
L128
S 51°39'14" W
124.37'
L129
S 52'1518" W
299.16'
L130
S 52°48'23" W
98.85'
L131
S 43°34'22" W
68.07'
L132
S 40°50'46" W
63.22'
L133
S 51°57'07" W
42.93'
L134
S 55°15'47" W
47.21'
L135
S 49°47'42" W
78.66'
L136
S 44°40'32" W
93.75'
L137
S 43°29'41" W
132.23'
L138
S 42°35'27" W
139.61'
L139
S 44°50'23" W
185.78'
L140
S 43°39'58" W
162.10'
L141
S 44°08'22" W
129.84'
L142
S 39°12'55" W
105.72'
L143
S 32°21'58" W
118.44'
L144
S 48°52'27" W
31.04'
L145
S 58°44'21" W
46.32'
L146
N 24°11'54" E
61.28'
L147
IN 19°32'40" E
53.62'
SITE AREA DESCRIPTION STABILIZATION
Perimeter dikes, swales, ditches and slopes 7 DAYS
High Quality Water (HOW) Zones 7 DAYS
Slopes steeper than 311 7 DAYS
Slopes 311 or flatter 14 DAYS
All other areas with slopes flatter than 411 14 DAYS
NOTE WELL:
ANY AREAS ON -SITE WITHOUT ACTIVITY SHALL BE STABILIZED WITHIN
15 WORKING DAYS AND AS ABOVE. ALL SLOPES
MUST BE STABILIZED WITHIN 21 CALENDAR DAYS OF CEASE OF ANY
ACTIVITY.
M= 5
S0' n= 0.03
�' 5 '�
GRASS LINED
nominal s= 0.30
CAPACITY = 100+cfs @ 1.0 fps
5:1 GRASSED CHANNEL
(50 FT OVERFLOW SWALE)
NOT TO SCALE
BASIN WIDTH = 200 FT
rnnnnrt r Ut a _ vvr_r.... r -v v, ..
(EXTENDS AWAY FROM BASIN UNTIL
MEETS NATURAL GROUND). RIP RAP
PROTECTION TO BE PROVIDED. -
SB SEDIMENT BASIN W/ ROCK DAM
Practice 6.63
N.T.S.
NOTES:
1. CONTOURS SHOWN WERE TAKEN FROM NCDOT LIDAR
LEGEND
CE = CONSTRUCTION ENTRANCE
= POWER POLE
= DRAINAGE FLOW DIRECTION
E.I.P. = EXISTING IRON PIPE
E.I. = EXISTING IRON
E.C.M. = EXISTING CONCRETE MONUMENT
RIW = RIGHT OF WAY
C.P. = COMPUTED POINT
EST = EXISTING SEDIMENT TRAP
e =
PROPERTY LINE
PROOSED SILT FENCE sF
COMPUTED PROPERTY LINE ---------------------
NOTES
1. AREA COMPUTED BY COORDINATE METHOD
2. ALL DISTANCES ARE HORIZONTAL
3. FOR REFERENCE SEE AS NOTED
4. SURVEYED JANUARY OF 2018
KELLYCLARK
0.8, 649 PG. 233
PIN 124500349976
REQUIRED PERMITS (not limited to)
1. NORTH CAROLINA STATE MINING PERMIT
2. NCDENR/DWQ STORMWATER EXEMPTION
�S
\1
CARL CLARK
PIN 124500534032
EXISTING GATE
N 38°5617" E
129.02'
IV
h
N
2
\N 02°24'56' E
\ 123.15'
N 12a3C1'11" Y
/ 24> .
11
/
,
N 10°17'
E2 COMPANIES LLC
D.B. 586 PG. 620
E2 COMPANIES LLC 0.
PIN 124600513162
D.B. 586 005 1 �)
PIN 12460051313162 A a
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D.B. 1024 PG, 716
PIN 124500885242
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/ AP PIN 124500666206 ♦ \
9
EXISTING DIRT ROAD / / \ JAMES D.S 489 PG.387
(OLD WHITEHALL RD) l j / PIN 125500049603
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PIN 124500534032 \
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> EXISTING BOUNDARY LINE
Pmcrire.SYandards and ,5)iecvfrcalioi s
Maintenance Checksedimenibasinsaftereach rainfall. Aanavesedi veal. xlrm oreariginal
volume when sediment a nas[etes in about aoe-half the design wltune.
Sediment should be placed above the basin and nd'Aupttly stabiliud.
Check the -Lactate for wosion, piping, and rock dispi-cant weekly and
odor each signiflranl (4S inch or grearerl ra;nstmm and repair is mSdiauty.
Ra--t the struemre and any unstable sedii-t immediately nfier the
construction sit. has h.. permanently stabilized. Snsccth tbt buin sit. ro
blend with the surrounding area and stabilize. All water and srdimmt should
ba removed fmm the bmsiD prior to dam .-.I- Sediment sbauld b. placed
in designated disposal areas and not stowed to flew into slrrams or drainage
waysdudng sLr_burr rrmoval.
Refarence$7°� SWblfisc ion
6.10,Tempouuy Seeding
6.] I, Permanaol Seeding
6. ] 2, Sodding
6.13, Trecs, Shrubs, Vistas, and Ground Covers
Sediment 7inps and J3arriere
6 61, Sediment Basins
6.65, Porous Saftias
North Carolina Department of-r-perialien
.SY dmdSbeci�cWronr%rFam�and54rucru,�r
Praclic�eSrtrndarda' sad Spdrificaliara
6.63 • •
A rock embankment located to caphne scdhmL in a naturally farmed drainage
Definiton
ixature.
purpose To trap sediment run Lhe mast-iiom site. and prevent off4ibesediman" m in
strvmms, lakes, and dmniageways.
Conditions Where ThcmckdammaybcumdindminLkoareas Foolargafortheuasora Lomporary
Practice A Iles sedim L trap. The height of the dam is hmitad to & !tali, and draiaW area
pp ahhuld be no larger Ihelt 10 Motes.
The rock data is preferred where a stable, ranhen'embankmenl would be
difrl.ull m conrvuct: and riprap nut }gavel ere readily available. The site
must be acecssihleforperiorlm eedimenl removal.
Arock dam should not be bested in a interrahtemt or permnial[M am
Planning A sedinictvt basin fammed b➢ a Tuck embankment is used primarily where it is
Considerations dC9lrablt LO havctirctmpoftbc slructurcso vcnx Lb60"Aow oDLler and whm
suiiablc rock is readily available. A long weir crest is designed to keep 8om
depth shallow and discharge v Iudeies tow. She inside face of llrt rock dam
-Lbe c vend with grave[ to reduce the sate of sacpage through the dam so
drat a a-cduneol pool will form durlug rtipuff eve.]s. The pool slwuld drain
slowly Lb -LE], the gravel.
The abtmneR,% cf the rock don most he higher than •Le top of the dam to
prcvrm any water from bowing against the soil. Suilable filter fabric should
be placed &ern tiro rock sfr chxe and its sail base and abutnicnts. This
placaice prcYerris "piping" or soil movement in the fo+mdation and abutment .
Rnck should exienddownsLream from tlteioe oflbe dam, on aura grade, and a
erifficiw[ disEancc m stahilime flaw and preventemsion.
For olh� planoiog comsideLations sea Practice 6-5 ], Sedraernrr sEnsire.
Design Criteria F.urnmarv: nraav Rock]Dam
Primary spillway: Stone Spillway
Maximum Drasnage Area= to acres
Minimum scdimonL Storage
46h,n- 3600 cubic feet per acre ,fci-1 mb-d area
Minim- Swrface Area: 433 square fectper cis aFQLtpeek inflow
Minimum Llw Ratio: 2.1
Minimum lkpth: 3.S feet, 1,5 feet mcAYAt d btlowgnidc
Maximum Height: Weir elevation 6 fat .have grade
Ccwaiering Mechanism sltnx spillway
Misi.-Dewatedng Time: WA
Baffles Stequhed: 3
]Design basin life-3 ycam or Leas.
Aa n height-lim rod 1. 8 £act
CONSTRUCTION SCHEDULE and CHRONOLOGICAL SEQUENCE OF LAND
1. Obtain approval of Plan and any necessary permits, and hold
a pre -construction conference prior to commencing any work.
2. Installation of Sediment Trap at end of permanent access/haul road.
3. Clearing, stumping, and construction of permanent access/haul road.
4. Clearing and stumping of access/haul road to Lake/excavation area.
and associated sediment fencing downstream of access/haul road.
5. Installation of Gravel Construction Entrance.
6. Clearing and stumping of first five (5) acres of Lake/excavation
area for truck turn around and stockpile location and associated
7. Construction of Lake emergency overflow swale and erosion control
8. Initial excavation consisting of stripping and removal of topsoil
In stockpile area (within Lake excavation area). Construction of
earthen berm/sound barrier. Creation of vegetated buffer.
9. Stockpiling of 0.5 to 1.0 acres of material for creation of settling/
dewatering area / sediment basin. This area will serve as a self
contained dewatering area / sediment basin and will have an earthen
dam separating it from future excavation. As the Lake/excavation
grows, the dam will be removed to enlarge the settling/deatering area/
sediment basin to include recent completed excavated areas.
10. Construction of temporary diversion to sediment basin.
11. As 2 to 3 acres of excavation have been completed in the manner
mentioned above, lake banks will be shaped, graded to 5 to 1
slopes, mulched, seeded and landscaped as shown on the plans.
12. The settling/dewatering area will remain as the finished product,
keeping the excavation and pumping to a minimum.
13. Once the Lake is completed, temporary haul roads will be removed and
reclaimed. Temporary erosion control measures will be removed. Access
road to site and earthen and vegetated buffers will remain permanently.
1. All measures to be inspected weekly and after any rainfall
event and needed repairs made immediately.
2. All seeded areas shall be fertilized, mulched, and re -seeded
as necessary, according to specifications provided, to
maintain a suitable vegetative cover.
3. Sediment to be removed from ditches and Grass -lined Channels
when they are approximately 50% filled or sediment level is
within 2' of top of ditch bank.
4. Sediment to be removed from behind the Silt Fence when it
becomes 0. 5' deep. Fencing to be repaired as needed to
5. Construction entrance to be maintained in such a manner as to
prevent mud or sediment from leaving the construction site.
Periodic topdressing with 2-inch stone may be required.
Inspect after each rainfall and immediately remove all
objectionable materials spilled, washed, or tracked onto
6. Inspect temporary sediment traps after each period of significant
rainfall. Remove sediment and restore the trap to its original
dimensions when the sediment has accumulated to 1/2 the design
depth of the trap. Place the sediment that is removed in the
designated disposal area and replace the contaminated part of the
gravel facing. Check the structure for damage from erosion or
piping. Periodically check the depth of the spillway to ensure it
is a minimum of 1.5 ft below the low point of the embankment.
Immediately fill any settlement of the embankment to slightly above
design grade. Any riprap displaced from the spillway must be
replaced immediately. After all sediment producing areas have
been permanently stabilized, remove the structure and all unstable
sediment. Smooth the area to blend with the adjoining areas and
stabilize properly.
CATEGORY
HAUL ROADS EXIST NG
HAUL ROADS PROPOSED
MINE EXCAVATION
STOCK PILEAREAS
DISTURBED UNEXCAVATED BUFFERS
TOTAL
AFFECTED ACREAGE
6.63
0.00
2.90
0
3
12.53
Basin asem that r -
• pravidca Iargt surf.. area to trap s.dimcni; [_
tniereepL runoff from disturbed areas;
• at acrosslbic for periodic aedhn.nt mmwal; and
in Lerfic minimally ndth 000swctioo activiriex.
Basin volume --The vole ne °f Lhe basin slwuld be at least 3600 cubic tree
per acre based on dtstnrbed area draining iaL. the buia, amd measured 1 foot
below the spillway crest, A sedimeni cieamui eleronon, where the acdimenr
pnol is 50% full, should he marked in tfx field wilh a penmanene stake.
Trap cEfictemcy-The idlowing design elamenls must'he prmided for
adequau [rapping cffici--y:
• providcasurface area eO.oL acres (435 square feat) per cfsbased on the
area drainingtc the mrk dam,
• Iacale sediment inflow ro the basin away frmn eba dam to prevent shsl
drmits Rout inlets to the olltleti
• provide porous baSles tPracLice 6.65, Porue,s DujJ� s]; and
excavate 1.5 fat of the depth of der basin below grade, mud a re inimum
of 2 feel .have grade.
Spillway capull]'-The spillway should carry peak runoff for a 10- ra
Storm wLLh .,n m flow depth of 6 inches and a minima.*+ Seaboard of t
foot. The Lop of dte rock embankment may serve m the spillway.
F-bankan"t-
Tbp widtb- 5 feat minimum
Side Slopes- Maximum: 2:1 upstream slope
3:1 downstream slope
Rock ebutmtams should extend wan cieveaiou aLleas[2 fm"bove Lhe spillwmc
AWInicol3 should lac 2 feet thick with 2:1 side slopes. The rock ab isaenls
should extend down the downstream face of the dam to the toe, at least I foot
higher than tba rest of the dam ro protect the earth abuts ntsfrom scour.
OntIes protection -A rock apmn, at least 1.5 feet thick, .should extend
dovmsttnam Ban the Lee of the dam un zero grndu A sufficient distance ar
a distance equal ter the height o£thc dam {whichever is greater) is mccdad [v
prevent channel erosicm.
Rock fill -Rock should he web graded, bard, arm -resistant atone ifh a
minimum d„size of] 2 inches. Typically, a rock dun AmIdba com umic 1of
a downstream leper afCJass II riprap providing 3 £cot of the creel width and an
upsirtam layer e£CJms I aiprappiovidiog 2 Feet ofthe carat width.
Protection From "piping"-Ta prevent sail movement and ]Duping under the
dam, am entire foundation including boib earth abuu ienis must be covered
by filke fhbne. Overlap I fnor ut all jol m, sviih the upaneem strip over rht
dawnsl=nistrip.
Sash dewatering-The entire upaLmum fact of ibc rock svncturc shoved be
covered with fine gravel (NC DOT#57 w i washed stone) a minimum of ]
font chick to reduce Lhe drainage rau. 7 -• .
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SECTION A -A (TYPICAL)
PIT CROSS SECTION
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TYPICAL HAUL ROAD X-SECTION (EXISTING)
12'
EXISTING GROUND
C/L
12'
Note: Metal stakes are minimum 4' long, 1.33 Ib/LF steel.
MAXIMUM SPACING,
SEE NARRATIVE
COMPACTED FILL OR /
GRAVEL, EXTENSION
OF FABRIC AND WIRE NOTE:
INTO THE TRENCH SEE NARRATIVE
FOR MORE DETAIL.
ISOMETRIC VIEW
EXISTING GROUND
FIL
EXTENSION OF
FABRIC AND WIRE
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8"MINIMUM WIRE
V-TRENCH
8"MINI
14"MINIMUM
SECTION 4"MINIMUM SECTION
130
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120
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105
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UPLANDS
Issue.
WETLANDS
OVERFLOW SWALE TO BLEND I TO
EXISTING GROUND SO WATE FROM
SWALE CAN SHEET FLOW
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OVERFLOW SWALE
OVERFLOW SPILLW TO BE
3 FEET BELOW T OF BANK
OF LAKE
AP SPILLWAY PROTECTION
POINT OF STORMWATER DISCHARGE
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PIT No. 1
SEDIMENT BASIN / BORROW AREA TO BE ❑EWATERE❑
AREA (ACRES)
DISTURBED AREA DRAINING TO BASIN
AREA (SF)
AREA @ ELEV. 116
AREA @ ELEV. 80
PROVIDED STORAGE
CIF PERACRE REQUIRED TOTALCF REQUIRED
4.04 3600 14544
77020
36710
2047140
PIT No. 2
SEDIMENT BASIN / BORROW AREA TO BE DEWATERE❑
AREA (ACRES) CIF PER ACRE REQUIRED TOTAL CIF REQUIRED
DISTURBED AREA DRAINING TO BASIN 1.86 3600 6696
AREA (SF)
AREA @ ELEV. 116 193%
AREA @ ELEV. 95 5712
PROVIDED STORAGE
TEMPORARY SEDIMENT TRAP #1 DEWATERING PORTION OF BASIN
❑ISTURBE❑ AREA DRAING TO TRAP = < 5 ACRES
(DEWATERING AREA TO FUNCTION AS SEDIMENT BASIN)
MIN. TRAP VOLUME =1,800 CF/ACRE OF DISTURBED AREA
MIN. TRAP VOLUME
SEDIMENT MUST BE REMOVED TWICE A YEAR
MINIMUM WEIR LENGTH =12 FT.
MAXIMUM DEPTH = 5 FT.
MINIMUM SURFACE AREA = 4,500
AREA @ ELEVATION 118.5 (OUTLET ELEVATION)
AREA @ ELEVATION 120
PROVIDEDTRAP STORAGE
AREA @ ELEV. 113.5 ( BOTTOM)
TOTAL PROVIDED STORAGE
9, 000 Cf
10537 sf
12400 sf
22937 cf
5402 sf
62,307 d
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DATE: 09-10-21
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Construction Road Stabilization
Specification # 6.80 - Construction Specifications
1, Clear roadbed and parking areas of all vegetation, roots and other
obJectlonable material,
2. Ensure that road construction follows the natural contours of the terrain If
it is possible,
3. Locate parking areas on naturally flat areas If they are available, Keep
grades sufflclent for drainage but generally not more than 2 to 3%,
4, Provide surface drainage, and divert excess runoff to stable areas by using
water bars or turnouts (References; Runoff Control Measures).
5, Keep cuts and fills at 211 or flatter for safety and stability and to
facllltate establishment of vegetation and maintenance,
6. Spread a 6-Inch course of 'ABC' crushed stone evenly over the full width of
the road and smooth to avoid depressions,
7. Where seepage areas or seasonally wet areas must be crossed, Install
subsurface drains or geotextile fabric cloth before placing the crushed stone
(Practice 6, 81, Subsurface Drain).
8, Vegetate all roadside ditches, cuts, fills and other disturbed areas or
otherwise appropriately stablllze as soon as grading Is complete (References
Surface stablllzatlon),
9. Provide appropriate sediment control measures to prevent off -site
sedimentation,
Maintenance
Inspect construction roads and parking areas perlodlcally for condltlon of
surface. Topdress with new gravel as needed. Check road ditches and other
seeded areas for erosion and sedimentation after runoff -producing rains,
Malntaln all vegetation In a healthy, vigorous condltlon, Sediment -producing
areas should be treated Immediately,
Temporary Gravel Construction Entrance/Exit
CE Specification # 6.06 - 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 geotextlle fabrics because they Improve stablllty of the foundation In
locations subJect to seepage or high water table.
Maintenance
Malntaln the gravel pad In a condltlon to prevent mud or sediment from leaving
the construction site. Thls 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 Seeding
Specification # 6.10 - Specifications
Complete grading before preparing seedbeds and Install all necessary erosion
control practices, such as dikes, waterways and basins. Minimize steep slopes
because they make seedbed preparation difficult and Increase the erosion hazard,
If soils become compacted during grading, loosen them to a depth of 6-8 Inches
using a ripper, harrow, or chisel plow.
Seedbed Preparation
Good seedbed preparation Is essential to successful plant establishment, A good
seedbed Is well -pulverized, loose and uniform. Where hydroseeding methods are
used, the surface may be left with a more Irregular surface of large clods and
stones.
Liming - Apply lime according to soli test recommendations, If the pH (acidity)
of the soli Is not known, an appllcat lon of ground agricultural limestone at the
rate of 1 to 1 1/2 tons/acre on coarse -textured soils and 2-3 tons/acres on
fine -textured soils Is usually sufflclent. Apply limestone uniformly and
Incorporate Into the top 4-6 Inches of soli. Soils with a pH of 6 or higher
need not be limed,
Fertilizer- Base appllcatlon rates on soli tests. When these are not possible,
apply a 10-10-10 grade fertlllzer at 700-L,000 lb./acre. Both fertlllzer and
lime should be Incorporated Into the top 4-6 Inches of soli. If a hydraulic
seeder Is used, do not mix seed and fertlllzer more than 30 minutes before
appllcatlon.
Surface roughening- If recent tillage operations have resulted In a loose
surface, additional roughening may not be required except to break up large
clods. If rainfall causes the surface to become sealed or crusted, loosen it
Just prior to seeding by disking, raking, harrowing, or other sultable methods,
Groove or furrow slopes steeper than 311 on the contour before seeding (Practice
61 03, Surface Roughening).
Plant Selection
Select an appropriate species or species mixture from Table 6,10a, for seeding
in late winter and early spring, Table 6,1010 for summer, and Table 6.10c for
fall
Seeding
Evenly apply seed using a cyclone seeder (broadcast), ollll, cultlpacker seeder,
or hydroseeder. Use seeding rates given In Table 6,10a-6.10c Broadcast seeding
and hyroseeding are appropriate for steep slopes where equipment cannot be
driven. Hand broadcasting Is not recommended because of the difficulty In
achieving a uniform distribution. Small grains should be planted no more than 1
Inch deep, and grasses and legumes no more than 1/2 Inch. Broadcast seed must
be covered by raking or chain dragging, and then lightly firmed with a roller or
cultlpacker. Hydroseeded mixtures should Include a wood fiber (cellulose) mulch.
Mulchino
The use of appropriate mulch well help ensure establishment under normal
condltlons and Is essential to seeding success under harsh site condltlon
(Practice 6.14, Mulching), Harsh site condltlons Include;
-seeding In fall for winter cover (wood fiber mulches are not considered
adequate for this use),
-slopes steeper than 311,
-excessively hot or dry weather,
-adverse solLs(shaLLow, rocky, or high In clay or sand), and
-areas recelving concentrated flow.
If the area to be mulched Is sub,Ject to concentrated waterflow, as In channels,
anchor mulch with netting CPractice 6.14, Mulching),
Table 6,10a - Temporary Seeding Recommendation for Late Winter and Early Spring
Seeding mixture
Species- Rye(grall Annual lespedeza (Kobe In Piedmont and Coastal Plain
Rate (Lb/acre)- 120
❑met annual lespedeza when duration of temporary cover Is not to extend beyond
June
Seeding dates -Coastal Plain - Dec. 1 - Apr. 15.
Soil amendments- Follow recommendations of soli tests or apply 2,000 lb/acre
ground agricultural limestone and 750 lb/acre 10-10-10 fertlllzer,
Mulch -Apply 4,000Lb/acre straw, Anchor straw by tacking with asphalt, netting
or a mulch anchoring tool. A desk with blades set nearly straight can be used
as a mulch anchoring tool.
Maintenance - Refertlllze If growth Is not fully adequate, Reseed, refertlllze
and mulch Immediately following erosion or other damage.
Table 6,1010 - Temporary Seeding Recommendations for Summer
Seeding mixture
Species -German millet
Rate(Llo/acre)- 40
Seeding dates -Coastal Plain- Apr. 15-Aug, 15
Soil amendments -Follow recommendations of soli tests or apply 2,000 lb/acre
ground agricultural limestone and 750 lb/acre 10-10-10 fertlllzer,
Mulch -Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting
or a mulch anchoring tool. A desk with blades set nearly straight can be used
as a mulch anchoring tool.
Maintenance-Refertlllze If growth Is not fully adequate. Reseed, refertlllze
and mulch Immediately following erosion or other damage.
Table 6.10c - Temporary Seeding Recommendation for Fall
Seeding mixture
Spec ies-Rye(graIn)
Rate(lb/acre) - 120
Seeding dates - Coastal Plain and Piedmont -Aug 15 - Dec. 30
Soil amendments - Follow soli tests or apply 2,000 lb./acre ground agriculture)
Limestone and L,000 lb/acre 10-10-10 fertilizer.
Mulch- Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt,
netting, or a mulch anchoring tool. A desk with blades set nearly straight can
be used as a mulch anchoring tool.
Maintenance- Repair and refertlllze damaged areas Immediately, Topdress with 50
lb/acre of nitrogen In March, If It Is necessary to extend temporary cover
beyond June 15, overseed with 50 lb/acre Kobe (Piedmont and Coastal Plain)
Permanent Seedlno
Speclflcatlons # 6.11 - Specifications
Seedbed Requirements
Establishment of vegetation should not be attempted on sites that are unsuitable
due to Inappropriate soli texture (Table 6,11a), poor drainage, concentrated
overland flow, or steepness of slope until measures have been taken to correct
these problems.
To maintain a good stand of vegetation, the soli must meet certain minimum
requirements as a growth medium. The existing soli should have these criteria,
- Enough fine-grained (slit and clay) material to maintain adequate
moisture and nutrient supply (available water capacity of at least .05
Inches water to l Inch of soli),
- sufflclent pore space to permit root penetration,
- sufflclent depth of soli to provide an adequate root zone, The depth to rock
or Impermeable layers such as hardpans should be 12 Inches or more, except on
slopes steeper than 211 where the addition of soli Is not feasible,
- A favorable pH range for plant growth, usually 6, 0-6, 5,
- Freedom from large roots, branches, stones, large clods of earth, or trash of
any kind. Clods and stones may be left on slopes steeper than 311 If they are
to be hydroseeded.
If any of the above criteria are not met-I.e., if the existing soli is too
coarse, dense, shallow or acidic to foster vegetation-speclal amendments are
required. The soli conditioners described below may be beneficial or,
preferably, topsoil may be applied In accordance with Practice 6,04, Topsolling,
Soil condltloners
In order to Improve the structure or drainage characterlstics of a soli, the
following material may be added. These amendments should only be necessary
where soils have limitations that make them poor for plant growth or for fine
turf establishment (see Chapter 3, Vegetative Considerations),
Peat -Appropriate types are sphagnum moss peat, hypnum moss peat, reedsedge peat,
or peat humus, all from fresh -water sources. Peat should be shredded and
conditioned In storage plies for at least 6 months after excavation,
Sand -clean and free of toxic materials
Vermiculite -horticultural grade and free of toxic substances.
Rotted manure -stable or cattle manure not contalning undue amounts of straw or
other bedding materials,
Thoroughly rotted sawdust- free of stones and debris, Add 6 lb, Of nitrogen to
each cubic yard.
Sludge -Treated sewage and Industrial sludges are available in various forms,
these should be used only In accordance with local, State and Federal
regulations,
Species Selection
Use the key to Permanent Seeding Mixtures (Table 6,11b) to select the most
appropriate seeding mixture based on the general site and maintenance factors,
A listing of species, Including scientific names and characteristics, Is given
in Appendix 8.02.
Seedbed Preparation
Install necessary mechanical erosion and sedimentation control practices before
seeding, and complete grading according to the approved plan.
Lime and fertilizer needs should be determined by soli tests, Soil testing is
performed free of charge by the North Carolina Department of Agriculture soli
testing laboratory. Directions, sample cartons, and Information sheets are
available through county agricultural extension offices or from NCDA. Because
the NCDA soli testing lab requires 1-6 weeks for sample turn -around, sampling
must be planned well in advance of final grading. Testing is also done by
commercial laboratories.
When soli test are not available, follow rates suggested on the Individual
specification sheet for the seeding mix chosen (Tables 6,11c through 6,llv),
Applications rates usually fall Into the following ranges,
- Ground agricultural limestone
Light -textured, sandy solid 1-1 1/2 tons/acre
Heavy textured, clayey soils 2-3 tons/acre
- Fertilizer,
Grasses 800-1200 lb/acre of 10-10-10 (or the equivalent)
Grass -legume mixtures, 800-1200 lb/acre of 5-10-10 (or the equivalent)
Apply lime and fertlllzer evenly and Incorporate Into the top 4-6 Inches of soli
by dlsking or other sultable means. Operate machinery on the contour, When
using a hydroseeder, apply lime and fertlllzer to a rough, loose surface.
Roughen surfaces according to Practice 6.03, Surface Roughening,
Complete seedbed preparation by breaking up large clods and raking Into a
smooth, uniform surface (slope less than 311) FILL In or level depressions than
can collect water. Broadcast seed Into a freshly loosened seedbed that has not
been sealed by rainfall,
Table 6, lls - Seeding No. 4CP for,
Well -Drained Sandy foams to Dry Sands, Coastal Plalnl Low to Medlum-Care Lawns
Seeding mixture
Species - Centlpedegrass - Rate - 10-20 lb/acre (seed) or 33 bu/acre (sprigs)
Seeding dates - Mar. - June, (Sprigging can be done through July where water Is
available for Irrigation,)
Soil amendments - Apply lime and fertlllzer according to soli test, or apply 300
Lb/acre 10-10-10.
Sprigging - Plant sprigs In furrows with a tractor -drown transplanter, or
broadcast by hand.
Furrows should be 4-6 Inches deep and 2ft apart. Place sprigs about 2 ft. apart
In the row with one end at or above ground level (Figure 6,11d),
Broadcast at rates shown above, and press sprigs Into the top 1 1/2 Inches of
soli with a desk set straight so that sprigs are not brought back toward the
surface.
Mulch - Do not mulch
Maintenance - Fertilize very sparingly- 20 lb/acre nitrogen In spring with no
phosphorus. Centlpedegrass cannot tolerate high pH or excess fertlllzer,
Table 6.Ilt - Seeding No. 5CP for, Well -Drained Sandy Looms to Dry Sandsl Low
Maintenance
Seeding mixture
Species Rate (lb/acre)
Pensacola Bahlagrass 50
serlcea lespedeza 30
Common Bermudagrass 10
German millet 10
Seeding notes
1. Where a neat appearance Is desired, omit serlcea
2. Use common Bermudagrass only on Isolated sites where It cannot become a pest.
Bermudagrass may be replaced with 5 lb/acre centipedgrass.
Seeding dates - Apr. 1 - July 15
Soil amendments - Apply lime and fertlllzer according to soli tests, or apply
3,000 lb/acre ground agricultural limestone and 500 lb/acre 10-10-10 fertlllzer,
Mulch
Apply 4,000 lb/acre grain straw or equivalent cover of another sultable mulch.
Anchor by tacking with asphalt, roving and netting or by crimping with a mulch
anchoring tool. A desk with blades set nearly straight can be used as a mulch
anchoring tool.
Maintenance - Refertilize the following Apr. with 50 lb/acre nitrogen. Repeat
as growth requires. May be moved only once a year. Where a neat appearance Is
desired, omit serlcea and now as often as needed.
Table 6,lly - Seeding No. 7CP for, Grass -lined Channelsl Coastal Plain
Seeding Mixture
Species - Common Bermudagrass - Rate - 40-80 (1/2 Lb/L,000 ft )
Seeding dates - Coastal Plalnl Apr - July
Soil amendments - Apply lime and fertlllzer according to soli tests, or apply
3,000 lb/acre ground agricultural limestone and 500 lb/acre 10-10-10 Pert lllzer,
Mulch - Use ,Jute, excelsior matting, or other effective channel lining material
to cover the bottom of channels and ditches. The lining should extend above the
highest calculated depth of flow. On channel side slopes above this height, and
in drainages not requiring temporary linings, apply 4,000 lb/acre grain straw
and anchor straw by stapling netting over the top.
Mulch and anchoring materials must be allowed to wash down slopes where they can
clog dralnage devices,
Maintenance -A minimum of 3 weeks Is required for establishment, Inspect and
repair mulch frequently. Refertlllze the following Apr. with 50 lb/acre
nitrogen.
Refer to Appendix 8.02 for botanical names
GC
Grass -Lined Channels
Specification # 6.30 - Construction Specifications
1, Remove all trees, brush, stumps, and other object Ionable 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 soli 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 condltlons and selection of species, Protect the channel
with mulch or a temporary liner sufflclent to withstand anticipated
velocities during the establishment period (Appendix 8,05),
Maintenance
During the establishment period, check grass -lined channels after every
rainfall, After grass Is established, perlodlcally check the channell check It
after every heavy rainfall event. Immediately make repairs, It Is particularly
Important to check the channel outlet and all road crossings for bank stablllty
and evidence of plping or scour holes. Remove all slgnlflcant sediment
accumulations to maintain the designed carrying capacity. Keep the grass in a
health, vigorous condition at all times, since It Is the primary erosion
protection for the channel CPractice 6.11, Permanent Seeding),
❑utlet Stabilization Structure
Specification # 6.41 - Construction Specifications
1, Ensure that the subgrade for the fllter and riprap follows the required lines
and grades 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 soli may also be felled 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 from punching or tearing during Installation, Repair any damage by
removing the riprap and placing another piece of fllter cloth over the
damaged area. All connecting ,Joints should overlap a minimum of L 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
f I lter,
5. The minimum thickness of the riprap should be 1.5 times the maximum stone
diameter,
6. Rlprap may be field stone or rough quarry stone. It should be hard, angular,
highly weather -resistant and well graded.
6. 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 recelving area or slightly
below It.
8, Ensure that the apron Is properly aligned with the recelving 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
(Practice 6, 10, Temporary Seeding, and 6, 11, Permanent Seeding).
Maintenance
Inspect riprap outlet structures after heavy 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,
Land Gradino
Specification # 6,02 - Construction Specifications
1,Construct and maintain all erosion and sedimentation control practices and
measures In accordance with the approved sedimentation control plan and
construction schedule.
2. Remove good topsoil from areas to be graded and filled, and preserve it for
use In finishing the grading of all crltical areas.
3,Scarlfy areas to be topsolLed to a minimum depth of 2 Inches before placing
topsoil (Practice 6.04, Topsolling),
4,CLear and grub areas to be flLLed to remove trees, vegetation, roots, or other
obJectionable material that would affect the planned stablllty of the FILL,
5, Ensure that fill material, is free of brush, rubbish, rocks, logs, stumps,
building debris, and other materials Inappropriate for constructing stable
fILLs.
6,PLace all flLL In layers not to exceed 9 Inches In thickness, and compact the
layers as required to reduce erosion, slippage, settlement, or other related
problems.
7,Do not Incorporate frozen material or soft, mucky, or highly compressible
materials Into fill slopes.
8,Do not place flLL on a frozen foundation, due to possible subsidence and
slippage,
9,Keep diversions and other water conveyance measures free of sediment during
all phases of development,
10.HandLe seeps or springs encountered during construction In accordance with
approved methods (Practice 6.81, Subsurface Drain),
11. Permanent L y stab lllze all graded areas Immediately after final grading Is
completed on each area In the grading plan. Apply temporary stablllzatlon
measures on all graded areas when work Is to be Interrupted or delayed for 30
working days or longer.
12.Ensure that topsoil stockpiles, borrow areas, and spoil areas are adequately
protected from erosion with temporary and final stablllzatlon measures, Including
sediment fencing and temporary seeding as necessary,
Maintenance
Perlodlcally check all graded areas and the supporting erosion and sedimentation
control practices, especially after heavy rainfalls, Promptly remove all
sediment from dlverslons and other water -disposal practices. If washouts or
breaks occur, repair them Immediately, Prompt maintenance of small eroded areas
before they become slgnlflcant gullies is an essential part of an effective
erosion and sedimentation control plan.
STABILIZATI❑N TIME FRAMES:
SITE AREA DESCRIPTION
Perimeter dikes, swales, ditches and slopes
High Quality Water CHQW) Zones
Slopes steeper than 3:1
Slopes 3: 1 or flatter
All other areas with slopes flatter than 4:1
NOTE WELL:
STABILIZATION
7 DAYS
7 DAYS
7 DAYS
14 DAYS
14 DAYS
ANY AREAS ON -SITE WITHOUT ACTIVITY SHALL BE STABILIZED WITHIN
15 WORKING DAYS AND AS ABOVE, ALL SLOPES
MUST BE STABILIZED WITHIN 21 CALENDAR DAYS OF CEASE OF ANY
ACTIVITY.
S F Sediment Fence (Silt Fence)
Speclflcatlon 6,62 - Construction Specifications
MATERIALS
1,Use a synthetic filter fabric or a pervious sheet of polypropylene, nylon,
polyester, or polyethylene yarn, which Is certified by the manufacturer or
supplier as conforming to the requirements shown in Table 6,62b, Synthetic
filter fabric should contain ultraviolet ray Inhibitors and stabilizers to
provide a minimum of 6 months of expected usable construction life at a
temperature range of 0 to 120 F.
2. Ensure that posts for sediment fences are either 4-Inch diameter pine, 2-Inch
diameter oak, or 1.33 lb/linear ft steel with a minimum length of 4 ft, Make
sure that steel posts have pro,Jectlons to facllltate 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,
Tab L e 6, 6210
Speclflcatlons For Sediment Fence Fabric
Physical Property Requirements
Filtering Efficiency - 85% (mm)
Tensile Strength at Standard Strength- 30 lb/lln In (min)
Extra Strength- 50 lb/Lin In (mm)
Slurry Flow Rate - 0,3 gal/sq ft/min (min)
CONSTRUCTION
1. Construct the sediment barrier of standard strength or extra strength
synthetic filter fabrics,
2,Ensure that the height of the sediment fence does not exceed 18 Inches above
the ground surface. (Higher fences may Impound volumes of water sufflclent to
cause failure of the structure,)
3,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 overlap to the next post.
4,Support standard strength filter fabric by wire mesh fastened securely to the
up slope side of the posts using heavy duty were staples at least 1 Inch long,
or tie wires. Extend the wire mesh support to the bottom of the trench.
5,When a wire mesh support fence Is used, space posts a maximum of 8 ft apart.
Support posts should be driven securely Into the ground to a minimum of 18
Inches.
6,Extra strength filter fabric with 6ft post spacing does not require wire mesh
support fence. Staple or wire the filter fabric directly to posts.
7. 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),
8,Backflll the trench with compacted soli or gravel placed over the fllter
fabric
9.Do not attach fllter fabric to exlsting trees.
Maintenance
Inspect sediment fences at least once a week and after each rainfall, Make any
required repairs Immediately.
Should the fabric of a sediment fence collapse, tear, decompose or become
ineffective, replace it promptly. Replace burlap every 60 days.
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.
Remove all fencing materials and unstable sediment deposits and bring the area
to grade and stabilize it after the contributing dralnage area has been properly
stab lllzed.
Sediment Basin w/ Rock Dam Csee additional notes and specs)
Speclflcatlons # 6.63 - Construction Specifications
1.Site preparations -Clear, grub and strip topsoil from areas under the
embankment to remove trees, vegetation, roots and other objectlonable material.
Delay clearing the pool area until the dam is complete and then remove brush,
trees and other obJectlonable materials to facllltate sediment cleanout,
Stockpile all topsoil or soli contalning organic matter for use on the outer
shell of the embankment to facllltate vegetative establishment. Place temporary
sediment control measures below the basin as needed.
2,Cut-off trench -Excavate a cut-off trench along the centerline of the earth
fill embankment. Cut the trench to stable soli material, but In no case make It
Less than 2 ft. deep. The cut-off trench must extend Into both abutments to at
least the elevation of the riser crest. Make the minimum bottom width wide
enough to permit operation of excavation and compaction equipment but In no case
Less than 2 ft. Make side slopes of the trench no steeper than 111. Compaction
requirements are the same as those for the embankment, Keep the trench dry
during backfllling and compaction operations,
3. Embankment -Take fill material from the approved areas shown on the plans. It
should be clean mineral soli, free of roots, woody vegetation, rocks and other
obJectlonable material. Scarify areas on which FILL Is be placed before placing
PILL, The PILL material must contain sufflclent moisture so It can be formed by
hand Into a ball without crumbling. If water can be squeezed out of the ball, It
I s too wet for proper compaction, Place fill material In 6 to 8-Inch
continuous layers over the entire length of the fell area and then compact It,
Compaction may be obtained by routing the construction hauling equipment over
the fell so that the entire surface of each layer Is traversed by at least one
wheel or tread track of the heavy equipment, or a compactor may be used.
Construct the embankment to an elevation 10% higher than the design height to
allow for settling,
4,Condult spillways -Securely attach the riser to the barrel or barrel stub to
make a watertight structural connection. Secure all connections between barrel
sections by approved watertight assemblies. Place the barrel and riser on a
firm, smooth foundation of Impervious soli, Do not use pervious material such
as sand, gravel, or crushed stone as backflll around the pipe or ants -seep
collars, Place the fell 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 firm contact
with Its foundation when compacting under the pipe haunches,
Place a minimum depth of 2ft, of hand -compacted backflll over the pipe spillway
before crossing It with construction equipment. Anchor the riser In place by
concrete or other satisfactory means to prevent flotation, In no case should the
pipe conduit be Installed by cutting a trench through the dam after the
embankment is complete.
5. Emergency spillway- Install the emergency spillway In undisturbed soli, The
achievement of planned elevations, grade, design width, and entrance and exit
channel slopes are crltical to the successful operation of emergency spillway,
6.Inlets-Discharge water Into the basin In a manner to prevent erosion. Use
dlverslons with outlet protection to divert sediment -laden water to the upper
end of the pool area to Improve basin trap efficiency (References, Runoff
Control Measures and Outlet Protection),
7,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 embankment and all
other disturbed areas above the crest of the principal spillway Immediately
after construction (References; Surface Stabilization),
8,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
Check sediment basins after periods of slgnlflcant runoff. Remove sediment and
restore the basin to Its orlglnal dimensions when sediment accumulates to one-
half the design depth.
Check the embankment, spillways, and outlet for erosion damage, and Inspect the
embankment for plping and settlement. Make all necessary repairs Immediately.
Remove all trash and other debris from the riser and pool area,
NOTE WELL:
EROSION CONTROL DETAILS AND SPECIFICATIONS AREAS PER THE "EROSION
AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL" OF THE STATE OF
NORTH CAROLINA, DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES,
LATEST EDITION. PRACTICE NUMBERS REFER TO THIS MANUAL.
CONTRACTOR IS RESPONSIBLE FOR MAINTAINING A COPY OF THIS MANUAL
ON -SITE AND ENSURING THAT ALL SUPERVISORS ARE FAMILIAR WITH THE
STANDARDS AND SPECIFICATIONS SHOWN IN THE MANUAL AND ON THE PLAN
NOTE:
DETAILS SHOWN ARE TYPICAL OF INSTALLATIONS REQUIRED BY COLUMBUS COUNTY.
THIS SHEET DOES NOT PURPORT TO SHOW ALL REQUIRED CONSTRUCTION DETAILS; BUT
RATHER SERVES AS A GUIDE. THE CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ALL
COUTY AND STATE CODES AND CONSTRUCTION STANDARDS.
fST Tern op rary Sediment TraR - continued
I Protection front piping - Place filter cloth on the foundation below the riprap
to pr
event piping. An alternative would be to excavate ea keyway trench across
the riprap foundation and up the sides to the height of the dam,
Weir length and depth - Keep the spillway weir at least 4 ft long and sized to
pass the peak discharge of the l0-yr storm. A maximum flow depth of 1 ft, a
minimum freeboard of 0.5 ft, and maximum side slopes of 211 are recommended.
Weir length may be selected from Tnble 6.60a shown for most site locations In
North Carolina,
Tab L e 6, 60a
Design of Spillways Drainage Area Welr LengthCl)
( acres) (ft)
1 4, 0
2 6, 0
3 8, 0
4 10. 0
5 12. 0
(1) Dimensions shown are minimum
Construction Speclflcatlons
1, Clear, grub, and strip the area under the embankment of all vegetation and
root mat. Remove all surface soli contalning high amounts of organic matter and
stockpile or dispose of It properly, Haul all objectionable material to the
designated disposal area.
2. Ensure that fill material for the embankment is free of roots, woody
vegetation, organic matter, and other objectionable material, Place the fill In
lefts not to exceed 9 Inches and machine compact It. Over fell the embankment 6
Inches to allow for settlement.
3. Construct the outlet section in the embankment. Protect the connection
between the riprap and the soli from plping by using fllter fabric or a keyway
cutoff trench between the riprap structure and the soli,
(Place the fitter fabric between the riprap and soli. Extend the
fabric across the spillway foundation and sides to the top of the
dams or
(Excavate a keyway trench along the centerline of the spillway
foundation extending up the sides to the height of the dam, The
trench should be at least 2 ft deep and 2 ft wide with Ill side
slopes.
4. Clear the pond area below the elevation of the crest of the spillway to
facilitate sediment cleanout
5. All cut and fill slopes should be 211 or flatter.
6. Ensure that the stone (dralnage) section of the embankment has a minimum
bottom width of 3 ft and mnximum side slopes of 11I that extend to the bottom of
the spillway section,
7. Construct the minimum finished stone spillway bottom width, as shown on the
plans, with 211 side slopes extending to the top of the over filled embankment
Keep the thickness of the sides of the spillway outlet structure at a minimum
of 2L Inches. The weir must be level and constructed to grade to assure design
capacity,
8. Material used In the stone section should be a well -graded mixture of stone
with a d50 size of 9 inches (class B erosion control stone is recommended) and a
maximum stone size of 14 Inches. The stone may be machine placed and the smaller
stones worked Into the voids of the larger stones. The stone should be hard,
angular, and highly weather -resistant,
9. Ensure that the stone spillway outlet section extends downstream past the
toe of the embankment until stable condltlons are reached and outlet velocity Is
acceptable for the recelving stream. Keep the edges of the stone outlet section
flush with the surrounding ground and shape the center to confine the outflow
stream (References, Outlet Protection),
10, Direct emergency bypass to natural, stable areas. Locate bypass outlets so
that flow well not damnge the embnnkment.
11. Stablllze the embankment and all disturbed areas above the sediment pool
and downstream from the trnp Immediately after construction (References, Surface
Stabilization),
12, Show the distance from the top of the spillway to the sediment cleanout
level (one-half the design depth) on the plans and mark It In the field,
Maintenance
Inspect temporary sediment traps after each period of significant rainfall.
Remove sediment and restore the trap to Its orlglnal dimensions when the
sediment has accumulated to one-half the design depth of the trap. Place the
sediment that Is removed In the designated disposal area and replace the
contaminnted part of the gravel facing.
Check the structure for damage from erosion or plping, Perlodlcally check the
depth of the spillway to ensure It Is a minimum of 1.5 ft below the low point of
the embankment. ImmediateLy fill any settlement of the embankment to slightly
above design grade. Any riprap displaced from the spillway must be replaced
immediately.
After all sediment -producing areas have been permanently stablllzed, remove the
structure and all unstable sediment, Smooth the area to blend with the adjoining
areas and stablllze properly (References; Surface StablLlzatlon),
PRELIMINARY PLAN
MINING PLAN FOR
DONALD SMITH
ROSIN DALE SAND, LLC
CARVERS CREEK TOWNSHIP. BLADEN COUNTY. NORTH CAROLINA
REV. NO. REVISIONS DATE
OWNER: ROSINDALE SAND, LLC
1402 CANAL COVE ROAD
LAKE WACCAMAW, N.C. 28450
HANOVER DESIGN SERVICES, P.A.
LAND SURI/EYORS, ENGINEERS & LAND PLANNERS
1123 LORAN PARKWAY _*
WILMIILMINGTON, N.C. 28403
PHONE. [phone]
Date'
07-30-21
Scale.
1 "=100
Drawn
GAW
Checked.
GAW
Project No
15623
Sheet No
4
5
OP

WETLAND LINE TABLE
LINE
BEARING
DISTANCE
L200
S 70°29'47" E
46.59'
L201
N 06011'32" E
97.91'
L202
N 45037'07" E
35.64'
L203
N 23034'27" E
87.22'
L204
N 18014'22" W
53.52'
L205
N 44041'28" W
70.15'
L206
N 42054'32" W
58.96'
L207
N 22031'28" W
63.82'
L208
N 44007'47" W
72.20'
L209
N 08005'09" W
69.11'
L210
N 36028'49" E
33.02'
L211
N 37029'40" E
51.57'
L212
S 88032'17" E
29.88'
L213
N 80027'57" E
48.73'
L214
N 76054'50" E
61.75'
L215
N 87011'31" E
46.82'
L216
S 18033'48" E
65.80'
L217
S 44016'19" W
40.51'
L218
S 12014'23" W
60.53'
L219
S 45045'36" E
105.04'
L220
S 73036'47" E
IN
47.25'
L221
69058'04" E
49.04'
Q
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404 WETLAND LINE v� N Z z w
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L21 � \_2 �-J,�0/10
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5n' niQT'I
BEGIN WETLAND FLAGGING
.C. GRID NAD 83
N:256662.01
E:2145517.19
NOTE: WETLANDS AS SHOWN WERE FLAGGED BY LAND MANAGEMENT GROUP IN APRIL OF 2021
WETLANDS WERE SURVEYED BY HANOVER DESIGN SERVICES, PA THE DAY OF FLAGGING.
11
Date:
07-30-21
Scale:
HORZ: 1 "= 50'
Drawn:
gw
Checked:
gw
Project No
PRELIMINARY
PLAN
.�`�� CAROB
SEAL
10
L-2876
G' NO SUP0, 1� IZ
DATE: 09-10-21
Sheet No:
5
of: 5