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1 DATE OF PHOTOGRAPHY :
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EROSION CONTROL MEASURES SHOWN IN DARK RED WERE PREVIOUSLY APPROVED, S CK ILES 9�5 o ih0 �'� #
BUT NOT INSTALLED. THE DESIGN FOR THESE BASINS HAS BEEN UPDATED TO 1ti i o �`ti rv/ o
REFLECT SURFACE AREA EFFICIENCY DESIGN STANDARDS. OTHER EROSION CONTROL EXISTING QUARRY � UYU L
MEASURES SUCH AS SILT FENCE, TEMPORARY DIVERSION DITCHES, SLOPE DRAINS, AND / a r
PERMANENT CHANNELS THAT ARE DARK GREEN HAVE BEEN PREVIOUSLY APPROVED. I © o
SOME OF THESE MEASURES HAVE NOT BEEN INSTALLED TO DATE AND WILL BE 0 I
INSTALLED WHEN THE ASSOCIATED DISTURBED AREA IS IMPACTED. ) o
2. FEMA FLOOD FRINGE AREAS ARE BASED ON NORTH CAROLINA FLOODPLAIN MAPPING 1op� 0� PERMANENT CHANNEL No. 1 TRAPEZODIAL 1,L�5
PROGRAM. THE LOCATION OF THE FLOOD FRINGE LIMIT HAS NOT BEEN ADJUSTED 1 1 p (CHANNEL 9" d50 RIPRAP 14" THICK W/ 6" THIS MAP MEETS OR EXCEEDS NATIONAL MAP
FOR MORE ACCURATE TOPOGRAPHY MAPPING. THIS INFORMATION SHOULD ONLY BE 1 0 OF #67 FILTER STONE
USED TO IDENTIFY POTENTIAL AREAS OF FLOODING AS RELATED TO F.I.R.M. MAPPING ^h 15 cy = 2: 1 S = 10% — 00 ACCURACY STANDARDS FOR 1"=200', WITH A
AND THE LOCATION OF OCCUPIED STRUCTURES IN THESE AREAS. O
3. PROPERTY IS LOCATED IN A WS-IV WATERSHED. LOCAL ZONING ORDINANCES SHOULD 1Q5p ti s C �1175 ^ ~� 5' CONTOUR INTERVAL EXCLUDING AREAS MAPPED
BE REVIEWED PRIOR TO ANY NEW DISTURBANCES. O TWO ROWS OF EVERGREEN TREES '
4. OBSCURED AREAS IN THE TOPO ARE SHOWN WITH DASHED CONTOURS. TO BE PLANTED FOR VISUAL OUTSIDE OF EXSISTING GROUND CONTROL OR IN
5. AN ADDITIONAL LIFT HAS BEEN ADDED TO THE NORTHERN OVERBURDEN AREA. THE o SCREENING IN OPEN AREA 1200
SIZE OF THE DISTURBED AREA HAS NOT BEEN REVISED AND THE EROSION CONTROL V 11�5 DENSE TREE AREAS.
MEASURES SHOWN FOR THE AREA WERE PREVIOUSLY APPROVED. 110 - 8 - ;� '•/ o 1250
6. THE PLANT SUPERINTENDENT ADDS ADDITIONAL SILT TRAPS WITHIN THE SITE TO 0 O D
COLLECT SEDIMENT CLOSER TO THE DISTURBED AREAS AND FACILITY THE REMOVAL OF RD �~� 1250 1 p0 1225
SEDIMENT. THESE MEASURES ARE TEMPORARY AND ARE NOT SHOWN ON THE MINE
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POTENTIAL WETLAND AREAS ® �- N Z ��p 1175
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PERMANENT HDPE SLOPE DRAIN SID o a 115 D 1 P SER EDON 117.5 o REVISION No. DESCRIPTION DATE INITIAL
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ANENT HDPE SLOPE DRAIN 1 n Q 1 PERMANENT CHANNEL No. 2 Y s WEL #1 I YA & IFE XE L 1 REMOVED TEMP CROSSING, 2-6-22 GWW
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INSTALLED PREVIOUSLY PROPOSED ti0 0 " IT BASIN No. 1 SA = 65 N R. EIR F M RY L. BER Y
APPROVED MODIFIED ft x 90 ft = 5850 sf VOL = 5 / A WOR J B RR
DESIGN a EN �� C ft x 30 ft x 50 ft = 7500 cf / alley, williams, carmen, & king, inc.
SEDIMENT BASIN ST ST 0 1100 WEIR = 8 ft ( I
® ® CONSULTING ENGINEERS
CI OF RG 10ho �p^h 110� SD O 50 E A I CO OS T S U T 0 THL� / ` FIRM LICENSE No. F-0203
ROCK DAM RD ® RD o /<v �1120 SOUTH MAIN STREET P.O. BOX 1248
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RISER SEDIMENT BASIN RSB RSB ~ /~ / R RO AT T U I A ED. KANNAPOLIS, NC 28082 704/938-1515
ATE.• JOB Ni I DRAWN BY.- CHECKED BY. DRAWING Ni
�0 1175 12— 7 6-22 22553 RCC GWW 22553 2023 MINMOD
NOTE: PREVIOUS EROSION CONTROL MEASURES AND OVERBURDEN STORAGE AREAS ARE RSB 112S 1�✓5/ ~ PERMIT LIMITS AND ACREAGES ARE BASED ON AN AGGREGATE OF PROPERTY
SHOWN ON PREVIOUSLY APPROVED MINE MAP DATED 10-03-01 /. /\ 1 / ( DEEDS AND BOUNDARY SURVEYS. A BOUNDARY SURVEY OF THE SITE WAS
/ THIS FACILITY USES �1ti NOT PERFORMED BY ALLEY, WILLIAMS, CARMEN & KING, INC. ADJACENT
1100 VULCAN CONSTRUTION PROPERTY LINES AND INTERIOR PROPERTY LINES ARE APPROXIMATE AND
MATERIALS, L.P. POTABLE O 1150 SHOWN FOR REFERENCE ONLY.
+ WELL AS A SUPPLY �
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joy I tip o O �� THE LIMITS OF CONTROL AND THEREFORE DO NOT
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CATEGORY AFFECTED ACREAGE 1125
HORIZONTAL DATUM:NORTH CAROLINA,NAD83,USFT
PR❑CESSING AREA/HAUL 24.0 ACRES
TAILINGS/SEDIMENT PONDS 0 ACRES LSD j12 VERTICAL DATUM: NAVD88,GEOID 1996
R❑ADS 1 \ S
ST❑CKPILES 9.0 ACRES PJS� ,/ _ 1 CONTOURS IN TREED AREAS ARE APPROXIMATE
MINE EXCAVATI❑N 97.6 ACRES 5 -
OVERBURDEN STORAGE BERMS 65.4 ACRES11�
OTHER 0,0 ACRES \ o COMBINED FACTOR: 0.99986469
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1. THE SEDIMENT BASINS THAT HAVE BEEN INSTALLED ARE SHOWN IN DARK GREEN. �00 QUARRY TO BE OBSERVATION
EROSION CONTROL MEASURES SHOWN IN DARK RED WERE PREVIOUSLY APPROVED, oo ti ,IS 1225 O � WELL #2 TOWER
BUT NOT INSTALLED. THE DESIGN FOR THESE BASINS HAS BEEN UPDATED TO 1 1ti� ' FILLED WITH ��h O
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PERMANENT CHANNELS THAT ARE DARK GREEN HAVE BEEN PREVIOUSLY APPROVED.
SOME OF THESE MEASURES HAVE NOT BEEN INSTALLED TO DATE AND WILL BE / I
INSTALLED WHEN THE ASSOCIATED DISTURBED AREA IS IMPACTED. <
2. FEMA FLOOD FRINGE AREAS ARE BASED ON NORTH CAROLINA FLOODPLAIN MAPPING
PROGRAM. THE LOCATION OF THE FLOOD FRINGE LIMIT HAS NOT BEEN ADJUSTED THIS MAP MEETS OR EXCEEDS NATIONAL MAP n—
FOR MORE ACCURATE TOPOGRAPHY MAPPING. THIS INFORMATION SHOULD ONLY BE
USED TO IDENTIFY POTENTIAL AREAS OF FLOODING AS RELATED TO F.I.R.M. MAPPING 115Q h
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AND THE LOCATION OF OCCUPIED STRUCTURES IN THESE AREAS. O �, � 1�
3. PROPERTY IS LOCATED IN A WS-IV WATERSHED. LOCAL ZONING ORDINANCES SHOULD 105p XIS 1 5 —� N T L 5' CONTOUR INTERVAL, EXCLUDING AREAS MAPPED
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BE REVIEWED PRIOR TO ANY NEW DISTURBANCES. V 0 0
4. OBSCURED AREAS IN THE TOPO ARE SHOWN WITH DASHED CONTOURS. 1075 RE T T 1200 OUTSIDE OF EXSISTING GROUND CONTROL OR IN
5. AN ADDITIONAL LIFT HAS BEEN ADDED TO THE NORTHERN OVERBURDEN AREA. THE o j �� B RIB I 11�5 DENSE TREE AREAS.
SIZE OF THE DISTURBED AREA HAS NOT BEEN REVISED AND THE EROSION CONTROL
MEASURES SHOWN FOR THE AREA WERE PREVIOUSLY APPROVED. 11
6. THE PLANT SUPERINTENDENT ADDS ADDITIONAL SILT TRAPS WITHIN THE SITE TO o0 co TD
COLLECT SEDIMENT CLOSER TO THE DISTURBED AREAS AND FACILITY THE REMOVAL OF ti� 125Q �Q 1??s
SEDIMENT. THESE MEASURES ARE TEMPORARY AND ARE NOT SHOWN ON THE MINE ' 10 S 1ti
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ST \ 1
EXISTING WETLANDS 0 1100 12 1-1
POTENTIAL WETLAND AREAS ® �O° 1175
OBSERVATION WELL
TEMPORARY DIVERSION DITCH TD —� s o 11750 1
PERMANENT HDPE SLOPE DRAIN SD 1 o Q \ 117
(PREVIOUSLY APPROVED) RIDE OR � d � 1150 _ 1 P SER EDION S � ° REVISION No. DESCRIPTION DATE INITIAL
D Y — WEL #1 1 REMOVED TEMP CROSSING, 2-6-22 GWW
PERMANENT HDPE SLOPE DRAIN B STA L o �) e I YA & IFE XE L
(PROPOSED) / V ETAT ON 1 1125 E E COMM G R I ND JAHI YA CHANGED PROP CONTOUR
R. ER F M RY L. BER Y COLORS
INSTALLED PREVIOUSLY PROPOSED '
APPROVED MODIFIED c A WOR J B RR
DESIGN Q � � / alley, Williams, carmen, & king, inc.
CONSULTING ENGINEERS
SEDIMENT BASIN ST ST ® o O ° Q 1100
ROCK DAM RD CI OF RG / �Oh �O^ �10 SD 150 E A I CO � I FIRM LICENSE No. F-0203
® RD ® RD 0 1 1125 I s0 _ 120 SOUTH MAIN STREET P.O. BOX 128
KANNAPOLIS, NC 28082 7 4/938-1515
RISER SEDIMENT BASIN RSB � RSB ~ /~ RO
DATE.• JOB No.: DRAWN BY.• CHECKED BY.- DRAWING No.:
1175 12- 96-22 22553 RCC GWW 22553 2023 MINMOD
NOTE: PREVIOUS EROSION CONTROL MEASURES AND OVERBURDEN STORAGE AREAS ARE RSB 1125 1Q✓5 ~ PERMIT LIMITS AND ACREAGES ARE BASED ON AN AGGREGATE OF PROPERTY
SHOWN ON PREVIOUSLY APPROVED MINE MAP DATED 10-03-01 / 5 C DEEDS AND BOUNDARY SURVEYS. A BOUNDARY SURVEY OF THE SITE WAS
i 1 NOT PERFORMED BY ALLEY, WILLIAMS, CARMEN & KING, INC. ADJACENT
/0 \ E I I NT 1100 1pS0 PROPERTY LINES AND INTERIOR PROPERTY LINES ARE APPROXIMATE AND
+ ( p SHOWN FOR REFERENCE ONLY.
1150
PORTIONS OF THIS MAP HAVE BEEN COMPILED OUTSIDE
THE LIMITS OF CONTROL AND THEREFORE DO NOT
°s I MEET THE NATIONAL MAP ACCURACY STANDARDS
PROPOSED o I
CATEGORY AFFECTED ACREAGE 1125
TAILINGS/SEDIMENT PONDS 6,0 ACRES
HORIZONTAL DATUM:NORTH CAROLINA,NAD83,USFT
PR❑CESSING AREA/HAUL R❑ADS 24A ACRES �pSQ ' \ 1 j2S VERTICAL DATUM: NAVD88,GEOID 1996
ST❑CKPILES 9A ACRES PJS� / _ 1 n CONTOURS IN TREED AREAS ARE APPROXIMATE
MINE EXCAVATI❑N 97,6 ACRES p2511�� U .
OVERBURDEN STORAGE BERMS 65.4 ACRES 1 C UUU COMBINED FACTOR: 0.99986469
OTHER 0.0 ACRES 1 l• / \ o
TOTAL PERMITTED 308,7 ACRES O� 1
1 joo 200 0 200 400
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DATE OF PHOTOGRAPHY :
12/16/21
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77�5 ` `1 UNDISTURBED BUFFER — -- - -—
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OVERBURDEN INTERMEDIATE CONTOUR
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\ PROPOSED INTERMEDIATE CONTOUR
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DESCRIPTION DA TE INITIAL
PERMANENT HDPE SLOPE DRAIN
1 REMOVED TEMP CROSSING, 2-6-22 GWW
(PROPOSED) CHANGED PROP CONTOUR
COLORS
INSTALLED PREVIOUSLY PROPOSED
APPROVED MODIFIED
DESIGN � � 1215 ( I alley, Williams, carmen, & king, inc.
SEDIMENT BASIN ST ST ® CONSULTING ENGINEERS
FIRM LICENSE No. F-0203
ROCK DAM RD ® RD RD 1200 — 120 SOUTH MAIN STREET P.O. BOX 1248
RISER SEDIMENT BASIN RSB RSB KANNAPOLIS, NC 28082 704/938-1515
DATE. JOB
No.: DRAWN BY.- CHECKED BY. DRAWING No.:
12- 16-22 22553 RCC GWW 22553 2023 MINMOD
NOTE: PREVIOUS EROSION CONTROL MEASURES AND OVERBURDEN STORAGE AREAS ARE
SHOWN ON PREVIOUSLY APPROVED MINE MAP DATED 10-03-01 � � PERMIT LIMITS AND ACREAGES ARE BASED ON AN AGGREGATE OF PROPERTY
DEEDS AND BOUNDARY SURVEYS. A BOUNDARY SURVEY OF THE SITE WAS
NOT PERFORMED BY ALLEY, WILLIAMS, CARMEN & KING, INC. ADJACENT
PROPERTY LINES AND INTERIOR PROPERTY LINES ARE APPROXIMATE AND
SHOWN FOR REFERENCE ONLY.
PORTIONS OF THIS MAP HAVE BEEN COMPILED OUTSIDE
\j/ 1175 THE LIMITS OF CONTROL AND THEREFORE DO NOT
MEET THE NATIONAL MAP ACCURACY STANDARDS
HORIZONTAL DATUM:NORTH CAROLINA,NAD83,USFT
VERTICAL DATUM: NAVD88,GEOID 1996
CONTOURS IN TREED AREAS ARE APPROXIMATE
115
COMBINED FACTOR: 0.99986469
`j' XIS 50 0 50 100
B SIN
12 SCALE 1" = 50'
CONTOUR INTERVAL 5'
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1125 Materials Company
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16883 AREA A EXPANSION
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3AOD005E6BA648B... ��/�FSLEY \\\� 2/6/23 SHEET 3 0 F 6
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1220 1220
PROPOSED FILL
1215 1215
1210 / / / 1210
I
1205 / 1205
I
1200 1200
1195 1195
2
1
1190 / 1190
1185 / 1185
PERIMETER /
1180 ACCESS ROAD / 1180
_EXISTING GROUND
1175 / 1175
I
1170 I _ 1170
I
I
1165 1165
I
1160 1160
1155 1155
1150 / 1150
1145 1145
1140 1140
0+00 0+50 1+00 1+50 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
CROSS SECTION A-A
HORIZ.SCALE: 1"=50'
VERT.SCALE: 1"=5'
12" 30cm CHANNEL
4"(10cm) INSTALLATION
611
DETAIL
6��
(15cm) —III I I I—�I—I _ \\\�\ — I (15em) 4"(10cm) 1.Prepare soil before installing rolled
11=1 I I I—III— I—�-I 11= erosion control products (RECPs),
=11 = including any necessary application of
5 lime,fertilizer,and seed.
02.2.Begin at the top of the channel by
anchoring the RECPs in a 6"(15cm)
6" deep X 6"(15cm) wide trench with
(15cm) approximately 12"(30cm) of RECPs
2„-5" extended beyond the up-slope portion
of the trench. Use ShoreMax mat at the
(5-12.5cm) channel/culvert outlet as supplemental
scour protection as needed. Anchor the
RECPs with a row of staples/stakes
4"-6" approximately 12"(30cm) apart in the
bottom of the trench. Backfill and
(10-15em) compact the trench after stapling.Apply
seed to the compacted soil and fold the
© remaining 12"(30cm) portion of RECPs
back over the seed and compacted soil.
Secure RECPs over compacted soil
=III=11 III III=1 I I with a row of staples/stakes spaced
® III N approximately 12" apart across the
width of the RECPs.
3.Roll center RECPs in direction of water
flow in bottom of channel. RECPs will
III unroll with appropriate side against the
_I soil surface. All RECPs must be
securely fastened to soil surface by
placing staples/stakes in appropriate
III= V LLI= locations as shown in the staple pattern
I—III guide.
II—`III _ _ 4.Place consecutive RECPs end-over-end
6„ I I I I=I I I— -11 III III—I I (Shingle style)with a 4"-6"overlap. Use
III=1 I = 11 III III =III= =1I1= _=III=I I I=I I
(15cm) I=1 I I I I I—�I-I I _ _ I1=11r — II1=1 a double row of staples staggered 4"
III _ I—III—III—III—I I apart and 4" on center to secure
= I I I—III— I=III=III=III=III= _ —III=III=III=III=III RECPs.
® 5.Full length edge of RECPs at top of side
slopes must be anchored with a row of
staples/stakes approximately 12"(30cm)
apart in a 6"(15cm) deep X 6"(15cm)
CRITICAL POINTS wide trench. Backfill and compact the
NOTES: trench after stapling.
A. Overlaps and Seams *Horizontal staple spacing should be 6.Adjacent RECPs must be overlapped
B. Projected Water Line altered if necessary to allow staples to approximately 2"-5" (5-12.5cm)
C. Channel Bottom/Side Slope Vertices secure the critical points along the channel (Depending on RECPs type) and
A A surface. stapled.
Tin high flow channel applications a
�B C C B staple check slot is recommended at 30
'In loose soil conditions, the use of staple
or stake lengths greater than 6" 15cm may to double
foot (9 of s intervals. Use a
9 9 � ) Y double row of staples staggered �11111111////
be necessary to properly secure the 4"(10cm) apart and 4"(10cm) on center ���`` CAR /////
he channel.
Drawing Not To Scale RECPs. 8.The overterminal entire lend ofdth of he RECPs must be � ess/°.OCR
RTH anchored with a row of staples/stakes
`= e°�FESS/p�°°°�
ND Disclaimer: approximately 12" (30cm) apart in a
6" 15cm deep X 6" 15cm wide trench. _ ° Q SEAL
AMERICAN The information presented herein is general design information only. For specific applications, ( ) p ( ) = 16883 =
GREEN consult an independent professional for further design guidance. Backfill and compact the trench after = _
stapling. DocuSis ned bv
5401 St.Wendel-Cynthiana Rd. PH:800-722-2040 11 IVG I NE�°�'
Poseyville,IN 47633 www.nagreen.com Drawn on:5-4-17Were </�e Ir1r �,/ °°.....° ° ����`
FSLEY° 12/16/22
LO_D005HBA648B..
alley, williams, carmen, & king, inc. 2023 MINE PERMIT MODIFICATION REVISION No. DATE INITIAL DATE: 12-16-22 J°B " 22553
CL CONSULTING ENGINEERS MORGANTON QUARRY DRAWN BY: RCC OVERBURDEN SHEET NO.
4
FIRM LICENSE # F-0203 VULCAN CONSTRUCTION MATERIALS L.P . CHECKED BY: QQ�,
120 SOUTH MAIN STREET P.O. BOX 1248 GWW PROFILE OL DETAILS
KANNAPOLIS, NC 28082 704/938-1515 BURKE COUNTY, NORTH CAROLINA 22553 2023 DET OF: 6

=IIIII 2-3'
DRAIIIAG IIIII= (DEPENDING ON MATERIAL) 3, 37'�Z�
IIIII-IIIII
GREATER B 18" TEE W/ INLET PIPES
THAN
VERTICALF 1.7' MIN COVER PIPE 7 2.0 LF OF 18" HPDE
7. 5' 15' 7. 5'
6-15'
- ' 13.1 LF OF 18" 45' BEND W/BLOCKING
25' HPOE 0 7.1% 22.5' BEND W/BLOCKING
1I -IIIII- - 1 1111= 1-3• 3/8 x 2'
STEEL STRAP
(L ANCHOR (PAINT ALL 22.5' BEND W/GRAVITY BLOCKING
IIII-IIIII= -I I - IIII,IIII--IIIII---- D a D SURFACES W ITH COAL
TAR EPDXY.
PIPE EACH SIDE
+
oII - III III -IIIII III 111= 1111 ®� - &,)�� I a 3/4' GALVANIZED
CUT STEPS WITH GROOVE BY CUTTING FURROWS
5009
3 LF ❑F 18' HPDE F❑R INLET
1/2 DIA. ANCHOR BOLT _
I =IIIII= DRAINAGE TO THE BACK, N a a \ I a WITH 2 H❑❑K STEEL RODS _-III- a I II-
IIII-IIIII-_ ALONG THE CONTOUR. IRREGULARITIES a �a a FELT _
- - IN THE SOIL SURFACE CATCH RAINWATER I Ip °a I=1 I I=
AND RETAIN LIME, FERTILIZER, AND SEED.
c .1 -a
4 a c 4 a d D I-I I ° d I I -11I- 4:1 SLOPE (TYP.)
a � a D cJ� IIII -III OQ�I•�l
SURFACE ROUGHENING a a :-_ ,5� PIPE 5 �18 X 18 WYE
p p a IN D -I I - I I= 1. 7' MIN COVER 2
18.4 LF OF 18
CONSTRUCTION SPECIFICATIONS a a a s a s a 4 a s I I I,j=I HPDE ® 7.1% 22.5' BEND W/BLOCKING
GRAVITY BLOCK
CUT SLOPE R❑UGHENING FOR AREAS NOT TO BE MOWED SECTI❑N AA -I 22.5' BEND W/GRAVITY PLAN VIEW
STAIR-STEP GRADE OR GROOVE CUT SLOPES WITH A GRADIENT STEEPER THAN 311, BLOCKING STANDARD TEE-SECTION
B GRAVITY BLOCK SIZE = 2' X' 2' X 2' 25'
USE STAIR-STEP GRADING ON ANY ER❑DIBLE MATERIAL SOFT ENOUGH TO BE RIPPED WITH
A BULLDOZER.
a
MAKE THE VERTICAL CUT DISTANCE LESS THAN THE H❑RIZ❑NTAL DISTANCE, AND e�P of
SLIGHTLY SLOPE THE H❑RIZ❑NTAL P❑SITI❑N OF THE 'STEP' IN TOWARD THE VERTICAL 6`'F®5'3-
WALL. SEE DETAIL
DEPRESSED INLET (TYP) R5• �
NQO
LIMIT INDIVIDUAL VERTICAL CUTS TO NO MORE THAN 2 FEET IN SOFT MATERIALS OR A
MORE THAN 3 FEET IN ROCKY MATERIALS. 3'
GR❑❑VING USES MACHINERY TO CREATE A SERIES OF RIDGES AND DEPRESSI❑NS THAT RUN
ACROSS THE SLOPE (❑N THE CONTOUR). 11I I I= NOTES:
GROOVE USING ANY APPR❑PRIATE IMPLEMENT THAT CAN BE SAFELY OPERATED ON THE =III- _ -
EARTH =III- 3 1. ALL PIPE SHALL BE 18" ADS HPDE N-12 PIPE OR EQUAL. ALL CONNECTIONS SHALL BE MADE WITH SOIL TIGHT CONNECTIONS.
SLOPE, SUCH AS DISKS, TILLERS, SPRING HARROWS, OR THE TEETH ON A FRONT-END 12' 2. ALL FITTINGS SHALL BE 18" ADS HPDE N-12 FITTINGS OR EQUAL. ALL CONNECTIONS SHALL BE MADE WITH SOIL TIGHT
LOADER BUCKET. D❑ NOT MAKE SUCH GROOVES LESS THAN 3 INCHES DEEP NOR MORE D 1I- =III- EARTH
THAN 15 INCHES APART, CONNECTIONS WITH A GASKET.
3. THE LENGTHS OF PIPES #2 AND #6 ARE TO BE ADJUSTED IN THE FIELD BASED ON THE HEIGHT OF THE FILL SLOPE.
II- -III- _ ALL PIPE IS TU BE DUAL WALL, 4. FOR FILL AREAS WITH A HEIGHT OF LESS THAN 50 FEET DELETE PIPES #3, #4, #5, AND THE ASSOCIATED FITTINGS.
FILL SLOPE ROUGHENING FOR AREAS NOT T❑ BE MOWED a a a s � � a ° -I - PIPE 3 18 X 18 WYE
PLACE FILL SLOPES WITH A GRADIENT STEEPER THAN 311 IN LIFTS NOT TO EXCEED 9 a p p p D I��- =I I=I I=I I=I I=I I=1 18 4 LF OF 18" SMOOTH CORE 1 B' HPDE. SEE 5. FOR FILL AREAS WITH A HEIGHT OF GREATER THAN 75 FEET, INSTALL ADDITIONAL SEGMENTS OF PIPES #3 AND #4 AND THE
INCHES, AND MAKE SURE EACH LIFT IS PROPERTY COMPACTED. ENSURE THAT THE FACE p D a a a a D D I I- HPDE ® 7.1% 22.5' BEND W/BLOCKING NOTES FUR PIPE DESCRIPTION ASSOCIATED FITTINGS.
OF THE SLOPE C❑NSISTS OF LOOSE, UNC❑MPACTED FILL 4 TO 6 INCHES DEEP. USE ° D a a D a ° a CLASS A 3000 IIII- 6. FILL MATERIAL AND BACKFILL SHALL BE COMPACTED TO 95% STANDARD PROCTOR.
GR❑❑VING, AS DESCRIBED ABOVE, TO ROUGHEN THE FACE OF THE SLOPES, IF ° D a a a ANCHOR TO BE 3000 PSI PSI CONCRETE III- - 22.5• BEND W/GRAVITY 7. CONCRETE ANCHORS SHALL BE PROVIDED ON ALL PIPES CONSTRUCTED WITH A GRADE STEEPER THAN 15%. ANCHORS SHALL
NECESSARY, a p p a D D CONCRETE POURED ❑N BLOCKING BE SPACED EVENLY APART (16' MAXIMUM).
UNDISTURBED EARTH I-I I -III-III-III-I 30, 8. SLOPE DRAINS ARE TO BE INSTALLED IN THE OVERBURDEN STORAGE AREAS AS NEEDED, BASED ON SITE CONDITIONS. THE
a , -I I-i 1, 7' MIN COVER SLOPE DRAIN SHALL BE USED IN AREAS WHERE THE UPPER INLET HAS LESS THAN 3.6 ACRES OF DRAINAGE AND THE OVERALL
D❑ NOT BLADE ❑R SCRAPE THE FINAL SLOPE FACE, a ° ° _
DRAINAGE INTO THE SYSTEM, INCLUDING SLOPE AREA, IS LESS THAN 10.2 ACRES. INSTALL ADDITIONAL DRAINS AND DIVERSION
CUTS, FILLS, AND GRADED AREAS THAT WILL BE MOWED >o 50. CHANNELS IF THE DRAINAGE AREA EXCEEDS THE CAPACITY OF THE SYSTEM.
MAKE MOWED SLOPES NO STEEPER THAN 311, 3' - 0' ° A�QOE
ROUGHEN THESE AREAS TO SHALLOW GROOVES BY NORMAL TILLING, DISKING, HARR❑WING,
OR USE OF CULTIPACKER-SEEDER. MAKE THE FINAL PASS OF ANY SUCH TILLAGE A 16' TYP.
IMPLEMENT ON THE CONTOUR. 1. 5' X \�
MAKE GROOVES FORMED BY SUCH IMPLEMENTS CLOSE TOGETHER (LESS THAN 10 INCHES) SECTION BB 1. 5' X \
AND NOT LESS THAN 1 INCH DEEP. 1. 5' DEEP CONCRETE ANCHOR (TYP,)
R❑UGHENING WITH TRACKED MACHINERY
OPERATE TRACKED MACHINERY UP AND DOWN THE SLOPE TO LEAVE H❑RIZ❑NTAL
DEPRESSI❑NS IN THE S❑IL. BACK-BLADE DURING THE FINAL GRADING ❑PERATI❑N,
\-22.5! BEND W/BLOCKING
SEEDING - IMMEDIATELY SEED AND MULCH ROUGHENED AREAS TO ❑BTAIN ❑PTIMUM SEED PIPE1
GERMINATI❑N AND GR❑WTH, SEE SEEDING SPECIFICATI❑NS, CONCRETE ANCHOR DETAIL THRUST BLOCKING 4.0 LF OF 1%
HPDE ® 7.1
MAINTENANCE
OUTLET PROTECTION
LA = 22' W= 24'
PERIODICALLY CHECK THE SEEDED SLOPES FOR RILLS AND WASHES. FILL THESE AREAS USE 18" CLASS II RIPRAP
SLIGHTLY ABOVE THE ORIGINAL GRADE, THEN RESEED AND MULCH AS SOON AS POSSIBLE. WITH MARIFI 60OX FILTER
FABRIC OR EQUAL PERMANENT HPDE SLOPE DRAIN
4'
MIN.
DIKE\ F-1, 5' MIN,
3: 1
HOLD DOWN STAKES
PLASTIC - IIII _ III
CORRUGATED
PIPE I I= IIII= III - IIII- IIII-
10' SPACING II I= IIII- IIII= IIII= IIII= II1 I NOTES:
III= 1. La IS THE LENGTH OF THE RIPRAP
APRON.
II-IIII
TRAPEZOIDAL RIPRAP CHANNEL _= III A _ - A 2. d = 1.5 TIMES THE MAXIMUM AT THE TIME A HIGH WALL BECOMES
II I I II I I INLET PIPE STONE DIAMETER BUT NOT LESS INACTIVE A 4' HIGH FENCE WITH
I= IIII-IIII THAN 6' 4' HIGH FENCE
STABILIZED 3d a „ AT THE TIME THAT AN ACTIVE FACE 3 STRANDS OF BARBED WIRE SHALL
W - o 0 3. IN A WELL DEFINED CHANNEL EX- WITH 3 STRAINS
OUTLET I= IIII- IIII - TEND THE APRON UP THE CHANNEL BECOMES A DEAD WALL, INFORMATION BE INSTALLED AT THE TOP OF THE OF BARBED WIRE
BANKS TO AN ELEVATION OF 6' WILL BE SUPPLIED IN SUPPORT OF OVERBURDEN SLOPE.
_ I 2 _ PR❑TECTI❑N - ABOVE THE MAXIMUM TAILWATER THE DETERMINATION OF FINAL SLOPES
-I11 I�I- 1� -I�I-III = IIII IIII IIII DEPTH ❑R TO THE TOP ❑F THE
H �=I�I-III-I I _ BANK, WHICHEVER Is LESS. FOR UNCONSOLIDATED MATERIAL.
IIII- IIII- IIII 4. A FILTER BLANKET OR FILTER
-III-III-III_ �� I-III-I I I-I I I IIII- -- _- COURSE AGGREGATE FABRIC SHOULD BE INSTALLED
-III-III-III-III-III-III-III-I I III-III-III-III-III-I I IIII- IIII NOTES DE SIZE) PLAN FOUNDATION.
RIPRAP AND SOIL EGR��ND SAFETY BENCH E AND
_ DEEP (SEE RIPRAP XI
=III=III=III=III-III=I I-III III=III=III=III=III-III- - IIII E FOR AGGREGATE S CAPACITY ❑F PIPE CULVERTS SAFETY BENCHES GRO -
I TOGETHER = BANK FULL FLOW I 2
GRAVEL FILTER LAYER - - - 1iz DIA. ❑F PIPE ❑R L° � �20' TYP. 20' TYP, � � 20' TYP � 1�
DIMENSIONS SHOWN IN CHART D❑ - III = I I 1 = 12' , WHICHEVER IS GREATER LARGE ANGULAR ROCK OUTLET
NOT INCLUDE UNDERCUT FOR 4' MIN. PROTECTION DETAIL QUARRY TO BE
LINING AND FILTER MATERIAL. LEI VE� _ _ _ =111 11=111=1ill=IIII=111=1111 e FILLED WITH
=1i1=1i1=u1=1ilr 1�1= INN=1�II=1�I=ITII=1Tll= 8- 12 WATER
SECT TIN=111I N RC! =111 1111=1T1=1T11=TN=1T11`7111
TRAPEZOIDAL RIPRAP CHANNEL 11=1 1=_ _________ -i1111111111111"I�1=1�1 ,I�11N111TI1=�IIN1111"ITT TYP, 1
_ 111=TIN=TIN=111=TIN=111=III=111=111=11N TIN=111=IIII=1111�IN=IIII
-1 1=1 1=1 1 =1 1=1 1=1 1-I -=m=1>r SIT I 1T1=1n1�n1-n11 nl_m1=m1_1111= 80' TYP.
PLAN VIEW I -I C❑NSTRUCTI❑N SPECIFICATI❑NS STANDARD T-SECTI❑N I-I I-I I-I I I-I I-I FILTER BLANKET
I SECTION A-A 12° TYP
1. CLEAR THE FOUNDATION AREA OF TREES, STUMPS, ROOTS, LOOSE y= I- 1=1 1=1 1 30 TYP
30' TYP. - I R❑CK, AND ❑THER ❑BJECTI❑NABLE MATERIAL. TEMPORARY SLOPE DRAINS I1 1=1 1 1=1 1=1 1 OUTLET PROTECTION 30' TYP. �
2. EXCAVATE THE CROSS SECTI❑N TO THE LINES AND GRADES OF THE I 4
CONDUIT - CONSTRUCT THE SLOPE DRAIN FROM HEAVY-DUTY FLEXIBLE 1
FOUNDATION ❑F THE LINER AS SHOWN ❑N THE PLANS. BRING OVER- 111-1 1-III C❑NSTRUCTI❑N SPECIFICATI❑NS
EXCAVATED AREAS TO GRADE BY INCREASING THE THICKNESS OF THE MATERIALS SUCH AS N❑NPERF❑RATED, CORRUGATED PLASTIC PIPE ❑R ' '-III=III-III_ I ' 2
LINER OR BY BACKFILLING WITH M❑IST S❑IL COMPACTED TO THE SPECIALLY DESIGNED FLEXIBLE TUBING. INSTALL REINF❑RCED, HOLD- 1. ENSURE THAT THE SUBGRADE FOR THE FILTER AND RIPRAP FOLLOWS ':
DENSITY OF THE SURR❑UNDING MATERIAL, DOWN GROMMETS OR STAKES TO ANCHOR THE C❑NDUIT AT INTERVALS NOT TO THE REQUIRED LINES AND GRADES SHOWN IN THE PLAN. COMPACT J
EXCEED 10 FT WITH THE OUTLET END SECURELY FASTENED IN PLACE. THE ELEVATION cz
3. PLACE FILTERS, BEDDINGS, AND F❑UNDATI❑N DRAINS TO LINE AND C❑NDUIT MUST EXTEND BEYOND THE TOE OF THE SLOPE. ANY FILL REQUIRED IN THE SUBGRADE TO THE DENSITY OF THE ti
SURR❑UNDING UNDISTURBED MATERIAL. LOW AREAS IN THE SUBGRADE
GRADE IN THE MANNER SPECIFIED. PLACE FILTER AND BEDDING ❑N UNDISTURBED SOIL MAY ALSO BE FILLED BY INCREASING THE
80 TYP, 2
MATERIALS IMMEDIATELY AFTER SLOPE PREPARATI❑N. SPREAD ENTRANCE - CONSTRUCT THE ENTRANCE TO THE SLOPE DRAIN OF A FLOW W I
RIPRAP THICKNESS.
GRANULAR MATERIALS IN A UNIF❑RM LAYER. WHEN MORE THAN ONE STANDARD T-SECTI❑N FITTING. V
GRADATI❑N IS REQUIRED, SPREAD THE LAYERS S❑ THERE IS MINIMAL COURSE AGGREGATE LARGE ANGULAR 2. THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIFIED
MIXING. FILTER MATERIAL SHOULD C❑NSIST OF AT LEAST 3 INCHES TEMPORARY DIVERSION - USE AN EARTHEN DIVERSION WITH A DIKE RIDGE ROCK GRADING LIMITS SHOWN ON THE PLANS.
OF MATERIAL ON ALL SIDES OF THE DRAIN PIPE. THE DRAIN PIPE TO DIRECT SURFACE RUN-OFF INT❑ THE TEMPORARY SLOPE DRAIN. THE
C❑NDUIT SHOULD BE A MINIMUM OF 4 INCHES IN DIAMETER. HEIGHT OF THE RIDGE OVER THE DRAIN C❑NDUIT SHALL BE A MINIMUM OF 3. FILTER CLOTH, WHEN USED, MUST MEET DESIGN REQUIREMENTS AND
RIDGE SHOULD
ACCEPTABLE MATERIALS INCLUDE PERFORATED, C❑NTINU❑US, CLOSED- 1. 5 FEET AND AT LEAST 6 INCHES HIGHER THAN THE A RIDGE ❑N BE PROPERLY PROTECTED FROM PUNCHING OR TEARING DURING
J❑INT C❑NDUITS OF CLAY, CONCRETE, METAL, PLASTIC, OR OTHER EITHER SIDE. THE LOWEST POINT ❑F THE DIVERSION RIDGE ❑ULD BE A INSTALLATI❑N. REPAIR ANY DAMAGE BY REM❑VING THE RIPRAP AND 1
SUITABLE MATERIAL, MINIMUM OF 1 FT ABOVE THE TOP OF THE DRAIN S❑ THAT DESIGN FLOW PLACING ANOTHER PIECE OF FILTER CLOTH OVER THE DAMAGED AREA. 1
CAN FREELY ENTER THE PIPE. ALL C❑NNECTING J❑INTS SHOULD OVERLAP A MINIMUM OF 1 FT. IF
POLLUTION TO A MINIMUM, IMMEDIATELY UPON C❑MPLETI❑N OF THE I
4. PERFORM ALL CHANNEL CONSTRUCTION KEEP EROSION AND WATER CONSTRUCTION SPECIFICATIONS THE DAMAGE IS EXTENSIVE, REPLACE THE ENTIRE FILTER CLOTH.
CHANNEL, VEGETATE ALL DISTURBED AREAS OR ❑THERWISE PROTECT 4. RIPRAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AV❑ID 1
THEM AGAINST S❑IL ER❑SI❑N, WHERE CHANNEL C❑NSTRUCTI❑N WILL 1. SLOPE DRAINS ON UNDISTURBED S❑IL OR WELL-COMPACTED FILL AT DAMAGING THE FILTER. -
TAKE LONGER THAN 30 DAYS, STABILIZE CHANNELS BY REACHES. L❑CATI❑NS AND ELEVATI❑NS SHOWN ON THE PLANS. 1
2. SLIGHTLY SLOPE THE SECTI❑N OF PIPE UNDER THE DIKE TOWARD 5. THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1. 5 TIMES THE - - -
MAINTENANCE IT' S OUTLET. MAXIMUM ST❑NE DIAMETER.
3 HAND TAMP THE SOIL UNDER AND AROUND THE ENTRANCE SECTION IN 6. RIPRAP MAY BE FIELD STONE OR ROUGH QUARRY STONE. IT SHOULD
.
INSPECT CHANNELS AT REGULAR INTERVALS AS WELL AS AFTER MAJOR LIFTS NOT T❑ EXCEED 6 INCHES BE HARD, ANGULAR, HIGHLY WEATHER-RESISTANT AND WELL GRADED.
.
RAINS, AND MAKE REPAIRS PROMPTLY, GIVE SPECIAL ATTENTI❑N TO THE 25. MIN. 25' MIN.
OUTLET AND INLET SECTI❑NS AND OTHER P❑INTS WHERE CONCENTRATED 4. ENSURE THAT FILL OVER THE DRAIN AT THE TOP ❑F THE SLOPE HAS STREAM 7. CONSTRUCT THE APRON ON ZERO GRADE WITH NO ❑VERFALL AT THE
FLOW ENTERS, CAREFULLY CHECK STABILITY AT ROAD CR❑SSINGS AND MINIMUM DIMENSIONS ❑F 1. 5 FT DEPTH, 4 FT TOP WIDTH, AND 3: 1 CHANNEL END. MAKE THE TOP OF THE RIPRAP AT THE DOWNSTREAM END LEVEL
LOOK FOR INDICATI❑NS OF PIPING, SCOUR HOLES, OR BANK FAILURES. TOP ❑F BANK -TOP ❑F BANK WITH THE RECEIVING AREA ❑R SLIGHTLY BELOW IT.
MAKE REPAIRS IMMEDIATELY, MAINTAIN ALL VEGETATI❑N ADJACENT TO SIDE SLOPES.
TYPICAL PIT CROSS SECTION
THE CHANNEL IN A HEALTHY, VIG❑R❑US C❑NDITI❑N TO PROTECT THE AREA 5. ENSURE THAT ALL SLOPE DRAIN CONNECTIONS ARE WATERTIGHT. PLAN 8. ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECEIVING
FROM ER❑SI❑N AND SCOUR DURING OUT-OF-BANK FLOW, STREAM AND PREFERABLY STRAIGHT THROUGHOUT ITS LENGTH. IF A
6. ENSURE THAT ALL FILL MATERIAL IS WELL-COMPACTED. SECURELY CURVE IS NEEDED TO FIT SITE C❑NDITI❑NS, PLACE IT IN THE
FASTEN THE EXPOSED SECTI❑N OF THE DRAIN WITH GROMMETS OR TEMPORARY CREEK CROSSING UPPER SECTI❑N OF THE APRON. TYPICAL RECLAMATION
STAKES SPACED NO MORE THAN 10 FT APART. 9. IMMEDIATELY AFTER C❑NSTRUCTI❑N, STABILIZE ALL DISTURBED
7. EXTEND THE DRAIN BEYOND THE TOE OF THE SLOPE AND ADEQUATELY AREAS WITH VEGETATI❑N. PIT CROSS SECTION
RIP-RAP THICKNESS W H FILTER MATERIAL PROTECT THE OUTLET FROM ER❑SI❑N.
MAINTENANCE
6' d50 9' 3. 0' 1. 0' 6' OF #67 8. MAKE THE SETTLED, COMPACTED DIKE RIDGE NO LESS THAN 1 FT INSPECT RIPRAP OUTLET STRUCTURES AFTER HEAVY RAINS TO SEE IF ANY
9' d50 14' 3. 0' 2. 0' 6' OF #67 ABOVE THE TOP ❑F THE PIPE AT EVERY POINT. ER❑SI❑N AROUND OR BELOW THE RIPRAP HAS TAKEN PLACE OR IF STONES
MAINTENANCE HAVE BEEN DISL❑DGED. IMMEDIATELY MAKE ALL NEEDED REPAIRS TO
12' d50 18' 3. 0' 1. 0' 6' ❑F #67
PREVENT FURTHER DAMAGE.
INSPECT THE SLOPE DRAIN AND SUPP❑RTING DIVERSI❑N AFTER EVERY
RAINFALL AND PROMPTLY MAKE NECESSARY REPAIRS. WHEN THE PROTECTED
AREA HAS BEEN PERMANENTLY STABILIZED, TEMPORARY MEASURES MAY BE
REMOVED, MATERIALS DISP❑SED OF PROPERLY, AND ALL DISTURBED AREAS
STABILIZED APPR❑PRIATELY.
VARIABLE AS DIRECTED BY THE ENGINEER
6' MAX. ) M❑RGANT❑N QUARRY
BURKE COUNTY
XXx
-III-
INTERIOR R E V E G E T A T I❑N PLAN -I 1 I, I I=1 11=1 �- _ 2 -III-III-III-III-I 11=
❑F LOT SPRING - FALL - WINTER SEED MIXES -I I I-I I I;1I I II I I� - 2 1 Z -III-I I I=I 11-I I�,�IIII�I,;I
I-
60' 20' 60' 3 STRANDS OF 4 PT, -I I I1='' co
TRAPEZOIDAL GRASS CHANNEL >< 12' CPP PERMANENT SPRING RATE MARCH - JUNE BARBED WIREi-
-1
SLOPE DRAIN -III-III-I I;
W >< 2 Rye Gra i n 15 - 20 lbs, per acreI-
I �1 Tall Fescue 40 - 80 lbs, per acre
I-III-III-III-III-III-III-III-III-III-III-III-I I III
-III- Sw i tchgrass 8 lbs, per acre 5' DIA, / i
_ _ _ _ -III.. III. .III III III III III.=III.=III=III=III=III=III=I I I.. I I=III=I I 30' Va 70 Shrub Lespedeza 20 l bs, per acre
-
II I-III-, �I w❑❑D P❑ST � �I
I� _ Ser i cea Les edeza 15 - 20 lbs. per acre i NINE "' NOTE:
I-I�I-I�I- p p wAR a� i
_ _ Or Red Clover 8 - 14 lbs, per acre=1�1-I�1 I 2' r1 I n.
-III-III-III-III-III-III-III-III-III-III-III-III- Hulled Common Bermuda Grass 4 lbs, per acre i USE DIMENSIONS SHOWN ABOVE UNLESS
=1 I I=1 I I=1 I I=1 I I=1 I I=1 I I=1 I I=1 I I=1 I I=1 I I=1 I I=1 I I=1 I Or Weeping Love Grass 2 - 4 lbs, per acre i -YwwY 10 NOTED ❑THERWISE
GRASS LINED CHANNELS TYPICAL BERM SECTION FALL RATE ( MID) AUGUST - ❑CT❑BER / , / / ���-/ Yy�� 1 PLAN SYMBOL TD
C❑NSTRUCTI❑N SPECIFICATI❑NS V' EL STEEL POST Rye Gra i n 40 lbs, per acre 4-y 1 1
1. REMOVE ALL TREES, BRUSH, STUMPS, AND OTHER ❑BJECTI❑NABLE Ta l l Fescue 80 lbs, per acres TEMPORARY DIVERSION DITCH
MATERIAL FROM THE F❑UNDATI❑N AREA AND DISP❑SE OF PROPERLY. GENERAL NOTES: FILTER FABRIC Ser i cea Lespedeza ( Unscar i f i ed) 40 lbs, per acre � ��
2. EXCAVATE THE CHANNEL AND SHAPE IT TO NEAT LINES AND FENCE FABRIC SHALL BE A MINIMUM OF Orchard Grass 30 lbs. per acre NTSWhite Clover 5 lbs, per acre 1 1
DIMENSIONS SHOWN ON THE PLANS PLUS A 0. 2-FT ❑VERCUT AROUND 32' IN WIDTH AND SHALL HAVE A w 32' MIN. WIDTH _-III-I I I•I 2 1 1
THE CHANNEL PERIMETER TO ALLOW FOR BULKING DURING SEEDBED MINIMUM OF 6 LINE WIRES WITH 12 _
PREPARATI❑NS AND SOD BUILDUP. STAY SPACING. 30 �_ FILTER FABRIC _-III-I I I
FILTER FABRIC SHALL BE MIRAFI 100 L� - I1- BERM TO BE CONSTRUCTED OF WINTER RATE N❑VEMBER - FEBRUARY
3. REMOVE AND PROPERLY DISP❑SE OF ALL EXCESS S❑IL S❑ THAT FABRIC OR EQUIVALENT, Q II I EARTH OR BOULDERS P
SURFACE WATER MAY ENTER THE CHANNEL FREELY. % L` III-11 14 \\\ ��
STEEL POSTS SHALL BE 5' -0' IN HEIGHT N -III=I Rye Grain 40 lbs, per acre �`� (N •CARS 5
4. THE PROCEDURE USED TO ESTABLISH GRASS IN THE CHANNEL WILL -1 Unhu l led Bermuda Grass 10 lbs. per acre ��` ••
AND BE ❑F THE SELF-FASTENER ANGLE p O ,. ESS/
DEPEND UPON THE SEVERITY OF THE C❑NDITI❑NS AND SELECTI❑N OF STEEL TYPE. I-I I III II I-II I-III-III-III-III-III-III Unscar i f i ed Ser i cea Lespedeza 30 lbs, per acre tea° OF ��•°.•y
SPECIES.NER N❑OEDCT❑LATHE CHANNEL WITH
T❑ MULCH
AANTICIPATED M WASHED STONE SHALL BE USED T❑ BURY SKIRT ORARY -III.. -I -III-III-III-III-III-III-IIIlbs,
Tall Fescue 80 per acre SEAL
VEL❑CITIES DURING THE ESTABLISHMENT PERI❑D. WHEN SILT FENCE IS USED ADJACENT TO A ANCHOR SKIRT MINIMUM ❑F 6
CHANNEL, CREEK OR POND. cuSigned by: - 16883
MAINTENANCE - - - - - - -T FERTILIZER ALL SEASONS [�ODOMF6BA648B
. .FiyTURN SILT FENCE UP SL❑PE AT ENDS. 6 1 d �� • GINDURING THE ESTABLISHMENT PERI❑D, CHECK GRASS-LINED CHANNELS AFTER ALTERNATE: IN LIEU ❑F BURYING I BARBED W I R E E CE DETA IWHEN IS �
EVERY RAINFALL. AFTER GRASS IS ESTABLISHED, PERI❑DICALLY CHECK CENTEREDRIC P❑STS MAYDBEITH USEDIRE MESH 8' STONE MAYBE USED - 10 - 20 - 20 1500 lbs. per acre '��, SLEY ���` 12/16/22
THE CHANNEL; CHECK IT AFTER EVERY HEAVY RAINFALL EVENT. - Lime 4000 lbs, per acre fill
IMMEDIATELY MAKE REPAIRS. IT IS PARTICULARLY IMP❑RTANT TO CHECK TO ANCHOR SKIRT. Mulch 70 ba les per acre
THE CHANNEL OUTLET FOR BANK STABILITY AND EVIDENCE OF PIPING OR
SCOUR HOLES. REMOVE ALL SIGNIFICANT SEDIMENT ACCUMULATI❑NS TO Il-
MAINTAIN THE DESIGNED CARRYING CAPACITY. TEMP❑RARY SILT FENCE Mu l ch to be anchored by one of the fo l l ow i ng methods:
TEMPORARY H I G H WA L L BERM 1, Crimping with mulch anchoring tool; or
2, Tack with asphalt emulsion - 400 gal, per acre
g,alley, Williams, carmen, & kin inc. 2023 MINE PERMIT MODIFICATION REVISION No. DATE INITIAL DATE: 12-16-22 JOB NO' 22553
CONSULTING ENGINEERS MORGANTON QUARRY DRAWN BY: RCC GWW SHEET NO.
FIRM LICENSE # F-0203 VULCAN CONSTRUCTION MATERIALS L.P . CHECKED BY: DETAILS 5
120 SOUTH MAIN STREET P.O. BOX 1248 DWG No.:
KANNAPOLIS, NC 28082 704/938-1515 BURKE COUNTY, NORTH CAROLINA 1 122553 2023 DETI OF: 6

2' PVC SEDIMENT CLEANOUT
2' PVC SEDIMENT CLEANOUT REFERENCE STAKE.
REFERENCE STAKE, MARK SEDIMENT CLEANOUT
ELEV. 'C'
MARK SEDIMENT CLEANOUT DEPTH ON STAKE. 12' OF #5 OR #57 FAIRCL❑TH SKIMMER CMP TRASH AND
DEPTH ON STAKE, WASHED STONE OR EQUAL ANTI-V❑RTEX DEVICE
MAX. LEVEL ❑F SEDIMENT 12' ❑F #5 ❑R #57 MAX, LEVEL OF SEDIMENT 1' S' CARRY RIPRAP UP (SEE DETAIL) 10'�
COLLECTED - CLEAN BASIN WASHED STONE COLLECTED - CLEAN BASIN MIN. MIN. SIDES OF SPILLWAY - - - -
2 WHEN THIS LEVEL IS REACHED RISER PIPE ELEV, 'B' ZD. 11
III=III=III=III=� BAFFLE (�.)
I WHEN THIS LEVEL IS REACHED 1 PRINCIPAL
MIN. 3 CLASS I RIPRAP TOP ❑F BERM F
2 PVC SEDIMENT CLEANOUT SPILLWAY MAXIMUM EARTH BERM
OA SEDIMENT LC❑LLLEI I I IIII I I IIII I I IIII I IIII IIII II EMBANKMENT STABILIZED \
F` I 18 FREEB❑ARD REFERENCE STAKE, W/ SKIMMER
TOP ❑F BERM MARK SEDIMENT CLEANOUT =III=I I I=I I I=I I I=I I I=I I WITH VEGETATION
(IIII=I' zw MINIMUM DEPTH ❑N STAKE, CLEAN BASIN WHE
SL❑PE VARIES THIS LEVEL IS2' aa IIIII=I' SPILLWAY�� REACHED.� IIII I= �I I� -III-III-III-III-III-III-I I I-
�. 2 _ >ev CLASS B EROSION
I I I-I I I-III-III-III-III-III-III-III-III-III-III-
IIII J,�O IIII I=IIIII- 1. 5' MAX. w CONTROL STONE _ _ _ _ _ _ _ _ _ 2, 5i1 SL❑PE MAX,
fImII-III-III-I I I-I I I-III-III-III-III-III-III-III-_
'O r IIIII=IIII SEDIMENT o� MAX.
d50SIZE 14' -III-III-III-III-III-III-III-III-III-III-III-III-III-III- s•
IIII I=IIII I_F 1, 5' MAX. O I-o _-III=III-III-III-III-III-III-I I I-I I I-I I I-I I I-I I I-I I I-III-II�- \
IIIII=IIII SED I MENT -IIII IIIII-IIIII=IIIII =IIIII IIIII I_ �= SKIMMER 1=fill
-I I I-I I I-I I I-I I I-I I I-I I I-I I I=III-I I I-III-I I I-I I I-I I I-I I I-I I I-I I FE '
CLASS I I RIPRAP -IIIII z ARM II-III-III-III-III-III-III-III-III-III=III-III-III-III-III-III-III-I
_ MINIMUM STORAGE AND ¢W FLEX -I I I=I I I=III=III=I I I=I I E I I=I I I=III =III=III=I I I=I I I=I I I=I I I=I I I= INLET ZONE
W 35% OF SURFACE
SURFACE AREA AS w H❑SE p p p - - - - - - - - - - - - - - - - -
REQUIRED ON PLAN r. 0 17 v 17 INV. IN INV, ❑UT
MINIMUM STORAGE AND AREA
SURFACE AREA AS I _ _ "HOG WIRE ATTACHED
REQUIRED ON PLAN KEY IN BOTTOM LAYER KEY IN BOTTOM FILTER FABRIC -I I I-I I I-I I- -I I I III-III: 1 1 SLOPE FIRST CHAMBER
FILTER FABRIC ANT I-SEEP TO POSTS WITH LENGTHS 25% OF SURFACE AREA
❑F RIPRAP LAYER ❑F RIPRAP I-III-I I I I -III-I I-III- COLLAR OF WIRE -- -
HORIZONTAL METAL POST
DESIGN -III=III III= I I=III III-III: SELECT FILL PLACED W x W PRINCIPAL SPILLWAY WIRED SECURELY TO VERTICAL
SETTLED ELEV. 'A' I N LAYERS AND C❑NPACTED BARREL Posts SECOND CHAMBER
OVERFILL LL 6 25% OF SURFACE AREA
TOP ti FOR ANTI-FLOTATION L BAFFLE INSTALLATION - STEP 1 OUTLET ZONE
1. 5' SETTLEMENT BLOCK 15% OF SURFACE AREA
4' MIN
_ I _
- I_ _I IIII I IIII I II IIII I= NOTES:
too
=I THE BASIN MAY ALSO BE DEWATERED BY PERF❑RATING THE RISER WITH 1/2-INCH HOLES WITH A 1. DRIVE 5' STEEL POST AT LEAST 24"
WEIR LENGTH IIIII- �I_ =IIIII- ,/ SPACING ❑F APPROXIMATELY MATELY 3 INCHES I N EACH OUTSIDE DE VALLEY. INTO SOLID GROUND. PERSPECTIVE VIEW
_ / 2. USE STAPLES 1' APART HORIZONTALLY
+L IIIII- EMERGENCY AND VERTICALLY TO ATTACH THE WA I� TRASH GUARD - INSTALL A TRASH GUARD ON THE TOP OF THE RISER TO PREVENT TRASH AND OTHER FABRIC TO THE HOG RE.
5' MAX,
2' FILL IIIII - SLOPE I MAX, BELOW BY-PASS 6' DEBRIS FROM CLOGGING THE C❑NDUIT, 3 SPACE THE BAFFLES THE APPROVED PLANACCORDING TO
FILTER �� SETTLED TOP 4 OUTLET ZONETHE FLOOR F THE BASIN I AND BERMS SHOULD D t I •,
FABRIC _ 11 1 SIDE OF DAM CONSTRUCTION SPECIFICATIONS BE SEEDED IMMEDEATELLY AFTER
SL❑PE MAX.
NATURAL GROUND 1, SITE PREPARATI❑NS - CLEAR, GRUB, AND STRIP T❑PS❑IL FROM AREAS UNDER THE THE BASIN IS CONSTRUCTED
EMBANKMENT TO REMOVE TREES, VEGETATION, ROOTS, AND OTHER OBJECTIONABLE MATERIAL, TOP OF BAFFLE SHOULD BE 6" FENCE AND FABRIC
TO FACILITATE SEDIMENT CLEANOUT AND RESTORATION, CLEAR THE POOL AREA OF ALL BRUSH, BELOW THE TOP OF THE BERM BURIED IN TRENCH
3' TREES, AND OTHER OBJECTIONABLE MATERIALS, STOCKPILE ALL TOPSOIL OR SOIL CONTAINING CUT 6" SLITS IN THE FENCE
MIN. ❑RGANIC MATTER FOR USE ON THE OUTER SHELL OF THE EMBANKMENT TO FACILITATE FABRIC WITH A KIIFE ALONG
THE BOTTOM WARE IN EVERY ■
VEGETATIVE ESTABLISHMENT, OTHER SQUARE OF THE HOG ■
WIRE VERTICALLY AND 6"x6" TRENCH, ■
2, CUT-OFF TRENCH - EXCAVATE A CUT-OFF TRENCH ALONG THE CENTERLINE ❑F THE EARTH FILL HORIZONTALLY COMPACTED
ACKFILLED AND
ROCK DAM SEDIMENT BASINS EMBANKMENT, CUT THE TRENCH TO STABLE S❑IL MATERIAL, BUT IN NO CASE MAKE IT LESS ■
THAN 2 FT DEEP, THE CUT-OFF TRENCH MUST EXTEND INTO BOTH ABUTMENTS T❑ AT LEAST THE
TEMPORARY SEDIMENT BASIN
ELEVATION ❑F THE RISER CREST, MAKE THE MINIMUM BOTTOM WIDTH WIDE ENOUGH T❑ PERMIT BAFFLE INSTALLATION - STEP 2
WITH SURFACE AREA EFFICIENCY DESIGN
OPERATION❑N ❑F EXCAVATION❑N AND COMPACTION EQUIPMENT BUT I N N❑ CASE LESS THAN 2 FT.
WITH SURFACE AREA EFFICIENCY DESIGN MAKE SIDE SLOPES ❑F THE TRENCH N❑ STEEPER THAN 1i1, COMPACTION REQUIREMENTS ARE
THE SAME AS THOSE FOR THE EMBANKMENT, KEEP THE TRENCH DRY DURING BACKFILLING AND
C❑MPACTI❑N ❑PERATI❑NS,
3, EMBANKMENT - THE EMBANKMENT SHOULD BE CLEAN MINERAL S❑IL, FREE OF ROOTS, WOODY POROUS BAFFLES
VEGETATI❑N, ROCKS, AND OTHER ❑BJECTI❑NABLE MATERIAL, SCARIFY AREAS ON WHICH FILL IS
TO BE PLACED BEFORE PLACING FILL, THE FILL MATERIAL MUST C❑NTAIN SUFFICIENT
ROCK ABUTMENTS SHALL EXTEND TO AN ELEVATI❑N AT LEAST 2 FT ABOVE THE SPILLWAY, C❑NSTRUCTI❑N SPECIFICATI❑NS M❑ISTURE S❑ IT CAN BE FORMED BY HAND INT❑ A BALL WITH❑UT CRUMBLING, IF WATER CAN
ABUTMENTS SHALL BE 2 FT THICK WITH 211 SIDE SLOPES, THE ROCK ABUTMENTS SHALL EXTEND BE SQUEEZED OUT OF THE BALL, IT IS T❑❑ WET FOR PROPER C❑MPACTI❑N, PLACE FILL
DOWN THE DOWNSTREAM FACE OF THE DAM TO THE TOE, AT LEAST 1 FT HIGHER THAN THE REST OF 1. CLEAR, GRUB, AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATI❑N MATERIAL IN 6 TO 8-INCH C❑NTINU❑US LAYERS OVER THE ENTIRE LENGTH OF THE FILL AREA
THE DAM TO PROTECT THE EARTH ABUTMENTS FROM SCOUR, AND ROOT MAT. REMOVE ALL SURFACE S❑IL C❑NTAINING HIGH AMOUNTS OF AND THEN COMPACT IT. C❑MPACTI❑N MAY BE ❑BTAINED BY R❑UTING THE C❑NSTRUCTI❑N
❑RGANIC MATTER AND ST❑CKPILE OR DISP❑SE OF IT PROPERLY. HAUL ALL HAULING EQUIPMENT OVER THE FILL S❑ THAT THE ENTIRE SURFACE OF EACH LAYER IS
OUTLET PR❑TECTI❑N - A ROCK APRON AT LEAST 1, 5 FT THICK SHALL EXTEND DOWNSTREAM FROM THE ❑BJECTI❑NABLE MATERIAL TO THE DESIGNATED DISP❑SAL AREA. TRAVERSED BY AT LEAST ONE WHEEL OR TREAD TRACK OF THE HEAVY EQUIPMENT, OR A
TOE OF THE DAM, ON ZERO GRADE, A SUFFICIENT DISTANCE TO PREVENT CHANNEL ER❑SI❑N, OR A COMPACTOR MAY BE USED, CONSTRUCT THE EMBANKMENT TO AN ELEVATI❑N 10% HIGHER THAN
DISTANCE EQUAL TO THE HEIGHT OF THE DAM WHICHEVER IS GREATER, 2. ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY THE DESIGN HEIGHT TO ALLOW FOR SETTLING,
VEGETATI❑N, ❑RGANIC MATTER, AND OTHER ❑BJECTI❑NABLE MATERIAL. PLACE THE
ROCK FILL - ROCK SHALL BE WELL GRADED, HARD, ER❑SI❑N RESISTANT STONE WITH A MINIMUM D50 FILL IN LIFTS NOT TO EXCEED 9 INCHES AND MACHINE COMPACT IT. OVER FILL 4, C❑NDUIT SPILLWAYS - SECURELY ATTACH THE RISER TO THE BARREL OR BARREL STUB TO MAKE
SIZE OF 9 INCHES, THE EMBANKMENT 6 INCHES TO ALLOW FOR SETTLEMENT. A WATERTIGHT STRUCTURAL C❑NNECTI❑N, SECURE ALL C❑NNECTI❑NS BETWEEN BARREL SECTI❑NS
BY APPROVED WATERTIGHT ASSEMBLIES, PLACE THE BARREL AND RISER ON A FIRM, SMOOTH
PR❑TECTI❑N FROM 'PIPING' - A KEYWAY LINED WITH GE❑TEXTILE FILTER FABRIC SHALL BE ON THE 3. CONSTRUCT THE OUTLET SECTI❑N IN THE EMBANKMENT. PROTECT THE C❑NNECTI❑N F❑UNDATI❑N OF IMPERVI❑US S❑IL, D❑ NOT USE PERVI❑US MATERIAL SUCH AS SAND, GRAVEL,
S❑IL F❑UNDATI❑N UNDER THE ROCK FILL, TO PREVENT S❑IL MOVEMENT AND PIPING UNDER THE DAM, BETWEEN THE RIPRAP AND THE S❑IL FROM PIPING BY USING FILTER FABRIC OR A OR CRUSHED STONE AS BACKFILL AROUND THE PIPE OR ANTI-SEEP COLLARS, PLACE THE FILL
THE FILTER FABRIC MUST EXTEND FROM THE KEYWAY TO THE DOWNSTREAM EDGE OF THE APRON AND KEYWAY CUTOFF TRENCH BETWEEN THE RIPRAP STRUCTURE AND THE S❑IL. MATERIAL AROUND THE PIPE SPILLWAY IN 4-INCH LAYERS AND COMPACT IT UNDER AND AROUND BASIN RISER BARREL BARREL BARREL BARREL I FAIRCLOTH SKIMMER ANTI-FLOTATION BLOCK ELEV. ELEV. ELEV. ANTI-SEEP COLLAR
MUST RUN UNDER THE DAM' S ABUTMENTS, THE PIPE TO AT LEAST THE SAME DENSITY AS THE ADJACENT EMBANKMENT, CARE MUST BE NO. DIA. in DIA. in LENGTH ft INV. IN INV. OUT in in WIDTH ft LENGTH ft DEPTH ft "A" "B" "C" I W I L ft
PLACE THE FILTER FABRIC BETWEEN THE RIPRAP AND SOIL. EXTEND THE FABRIC TAKEN NOT TO RAISE THE PIPE FROM FIRM CONTACT WITH ITS FOUNDATION WHEN COMPACTING RSB 01. 36 CMP 30 CMP 50 1 1011.5 1 1011.0 1 3.0 1 3.0 8 x 2.0 dia.1 5.0 5.0 1 1.0 1 1011.5 1 1014.5 1017.5 1 6.0 1 30.0
BASIN DEWATERING - THE ENTIRE UPSTREAM FACE OF THE ROCK STRUCTURE SHALL BE COVERED WITH ACROSS THE SPILLWAY F❑UNDATI❑N AND SIDES TO THE TOP OF THE DAM; OR UNDER THE PIPE HAUNCHES, PLACE A MINIMUM DEPTH OF 2 FT OF HAND-COMPACTED BACKFILL
FINE GRAVEL (NCD❑T #57 WASHED STONE OR EQUIVALENT) A MINIMUM OF 1 FT THICK TO REDUCE THE EXCAVATE A KEYWAY TRENCH ALONG THE CENTERLINE OF THE SPILLWAY F❑UNDATI❑N OVER THE PIPE SPILLWAY BEFORE CR❑SSING IT WITH C❑NSTRUCTI❑N EQUIPMENT, ANCHOR THE NOTE: SKIMMER ARM INVERT TO BE 6" ABOVE RISER BARREL INVERT UNLESS OTHERWISE NOTED.
DRAINAGE RATE, EXTENDING UP THE SIDES TO THE HEIGHT OF THE DAM. THE TRENCH SHOULD BE RISER IN PLACE BY CONCRETE OR OTHER SATISFACT❑RY MEANS TO PREVENT FL❑TATI❑N, IN NO
AT LEAST 2 FT DEEP AND 2 FT WIDE WITH 1: 1 SIDE SLOPES. CASE SHOULD THE PIPE C❑NDUIT BE INSTALLED BY CUTTING A TRENCH THROUGH THE DAM AFTER
C❑NSTRUCTI❑N SPECIFICATI❑NS THE EMBANKMENT IS COMPLETE,
4. CLEAR THE POND AREA BELOW THE ELEVATI❑N OF THE CREST OF THE SPILLWAY TO BASIN STORAGE AREA CLEANOUT SEDIMENT SURFACE
1, CLEAR THE AREAS UNDER THE EMBANKMENT AND STRIP IT OF ROOTS AND OTHER FACILITATE SEDIMENT CLEANOUT. 5, EMERGENCY SPILLWAY - INSTALL THE EMERGENCY SPILLWAY IN UNDISTURBED S❑IL, NO. DEPTH STORAGE AREA SF
❑BJECTI❑NABLE MATERIAL, CLEAR THE RESERV❑IR AREA TO FACILITATE SEDIMENT W1 I L1 D1 W2 L2 D2 W3 L3 D3 FT3 A2
REMOVAL, 5. ALL CUT AND FILL SLOPES SHOULD BE 2: 1 OR FLATTER. 6, INSTALL A MINIMUM THREE ROWS OF POROUS BAFFLES ACROSS WIDTH OF BASIN, BAFFLE RSB 01-1 65.0 1 135.0 3.0 77.0 147.0 6.0 89.0 159.0 1.8 30,141.0 11,319.0
2, EXCAVATE A CUTOFF TRENCH A MINIMUM OF 2 FT DEEP AND 2 FT WIDE WITH 111 SIDE 6. ENSURE THAT THE STONE (DRAINAGE) SECTI❑N OF THE EMBANKMENT HAS A MINIMUM MATERIAL TO BE SILT FENCE FABRIC BACKED BY WIRE FENCE (HOG WIRE), SLITTING THE FABRIC
SLOPES UNDER THE TOTAL LENGTH OF THE DAM AT ITS CENTERLINE, LINE THE TRENCH BOTTOM WIDTH OF 3 FT AND MAXIMUM SIDE SLOPES OF 1: 1 THAT EXTEND TO THE IN ALTERNATING SQUARES.
WITH EXTRA-STRENGTH FILTER FABRIC BEFORE BACKFILLING WITH ROCK, APPLY FILTER BOTTOM OF THE SPILLWAY SECTI❑N.
FABRIC UNDER THE R❑CKFILL EMBANKMENT, FROM THE UPSTREAM EDGE OF THE KEYWAY TO THE 7, SKIMMER HORIZONTAL MOVEMENT IS T❑ BE LIMITED BY METAL STAKES ❑R 2x4' s,
DOWNSTREAM EDGE OF THE APRON, OVERLAP FILTER MATERIAL A MINIMUM OF 1 FT AT ALL 7. CONSTRUCT THE MINIMUM FINISHED STONE SPILLWAY BOTTOM WIDTH, AS SHOWN ON INSTALL SKIMMER PER MANUFACTURER' S REC❑MMENDATI❑NS.
J❑INTS, WITH THE UPSTREAM STRIP LAID OVER THE DOWNSTREAM STRIP, THE PLANS, WITH 2: 1 SIDE SLOPES EXTENDING TO THE TOP OF THE OVER FILLED L1 = BASIN LENGTH AT THE BOTTOM OF THE BASIN DESIGN NOTES:
EMBANKMENT. KEEP THE THICKNESS OF THE SIDES OF THE SPILLWAY OUTLET W1 = BASIN WIDTH AT THE BOTTOM OF THE BASIN 1. SEDIMENT STORAGE = 1800 CUBIC FEET PER DISTURBED ACRE
3, CONSTRUCT THE EMBANKMENT WITH WELL-GRADED ROCK AND GRAVEL TO THE SIZE AND STRUCTURE AT A MINIMUM OF 21 INCHES. THE WEIR MUST BE LEVEL AND MAINTENANCE L2 = BASIN LENGTH AT THE TOP OF THE SEDIMENT STORAGE 2. REQUIRED SURFACE AREA = 0.01*Q10*43560
DIMENSI❑NS SHOWN ON THE DRAWINGS, IT IS IMP❑RTANT THAT ROCK ABUTMENTS BE AT LEAST CONSTRUCTED TO GRADE TO ASSURE DESIGN CAPACITY. W2 = BASIN WIDTH AT TOP OF THE SEDIMENT STORAGE 3. CLEANOUT DEPTH = 60% OF THE DESIGN STORAGE
2 FT HIGHER THAN THE SPILLWAY CREST AND AT LEAST 1 FT HIGHER THAN THE DOWNSTREAM CHECK SEDIMENT BASINS AFTER PERI❑DS OF SIGNIFICANT RUN-OFF, REMOVE SEDIMENT AND RESTORE L3 BASIN LENGTH AT THE TOP OF THE EMBANKMENT 4. SEDIMENT VOLUME CALCULATIONS ASSUME 2.5:1 SLOPES IN THE BASIN
8. MATERIAL USED IN THE STONE SECTION SHOULD BE A WELL-GRADED MIXTURE ❑F THE BASIN TO ITS ❑RIGINAL DIMENSI❑NS WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE DESIGN W3 BASIN WIDTH AT THE TOP OF THE EMBANKMENT 5. DESIGN STORM IS 25 YEAR TO PASS THROUGH RISER/BARREL (NO EMERGENCY SPILLWAY)
FACE OF THE DAM, ALL THE WAY TO PREVENT SCOUR AND ER❑SI❑N AT THE ABUTMENTS, DEPTH, D1 THE DEPTH OF SEDIMENT STORAGE
STONE WITH A D50 SIZE OF 9 INCHES (CLASS B ER❑SI❑N CONTROL STONE) AND A D2 = THE OVERALL DEPTH OF THE SEDIMENT BASIN
4, SEDIMENT-LADEN WATER FROM THE C❑NSTRUCTI❑N SITE SHOULD BE DIVERTED INT❑ THE BASIN MAXIMUM STONE SIZE OF 14 INCHES. THE STONE MAY BE MACHINE PLACED AND CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT THE D3 = THE OVERALL DEPTH OF THE SEDIMENT BASIN
RESERV❑IR AT THE FURTHEST AREA FROM THE DAM, THE SMALLER STONES WORKED
NGUL INT❑ THE HIGHLY
OF THE LARGER .STONES. THE EMBANKMENT FOR PIPING AND SETTLEMENT, MAKE ALL NECESSARY REPAIRS IMMEDIATELY, REMOVE A2 = SURFACE AREA AT THE TOP OF THE SEDIMENT STORAGE
STONE SHOULD BE HARD, ANGULAR, AND HIGHLY WEATHER-RESISTANT.
5, CONSTRUCT THE ROCK DAM BEFORE THE BASIN AREA IS CLEARED TO MINIMIZE SEDIMENT YIELD ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL AREA,
FROM C❑NSTRUCTI❑N OF THE BASIN, STABILIZE IMMEDIATELY ALL AREAS DISTURBED DURING 9. ENSURE THAT THE STONE SPILLWAY OUTLET SECTI❑N EXTENDS DOWNSTREAM PAST
THE C❑NSTRUCTI❑N OF THE DAM EXCEPT THE SEDIMENT POOL, THE TOE OF THE EMBANKMENT UNTIL STABLE C❑NDITI❑NS ARE REACHED AND OUTLET
VEL❑CITY IS ACCEPTABLE FOR THE RECEIVING STREAM. KEEP THE EDGES OF THE
6, INSTALL A MINIMUM THREE ROWS OF POROUS BAFFLES ACROSS WIDTH OF BASIN. BAFFLE STONE OUTLET SECTI❑N FLUSH WITH THE SURR❑UNDING GROUND AND SHAPE THE RISER PIPE SEDIMENT BASIN
MATERIAL TO BE SILT FENCE FABRIC BACKED BY WIRE FENCE (HOG WIRE), SLITTING THE CENTER TO C❑NFINE THE OUTFLOW STREAM.
FABRIC IN ALTERNATING SQUARES.
10. DIRECT EMERGENCY BYPASS TO NATURAL, STABLE AREAS. LOCATE BYPASS OUTLETS
S❑ THAT FLOW WILL NOT DAMAGE THE EMBANKMENT.
MAINTENANCE 11. STABILIZE THE EMBANKMENT AND ALL DISTURBED AREAS ABOVE THE SEDIMENT POOL
AND DOWNSTREAM FROM THE TRAP IMMEDIATELY AFTER C❑NSTRUCTI❑N.
CHECK SEDIMENT BASINS AFTER EACH RAINFALL, REMOVE SEDIMENT AND RESTORE ❑RIGINAL VOLUME MAX. LEVEL OF #57 WASHED STONE CLASS I RIPRAP
WHEN SEDIMENT ACCUMULATES T❑ ABOUT ONE-HALF THE DESIGN VOLUME, 12, INSTALL A MINIMUM THREE ROWS OF POROUS BAFFLES ACROSS WIDTH OF BASIN, SEDIMENT
BAFFLE MATERIAL RI BE SILT FENCE FABRIC BACKED BY WIRE FENCE (HOG WIRE), TOP ❑F BERM ll�l ll�6'�
SLITTING THE FABRIC IN ALTERNATING SQUARES, BASIN
- CLEAN
CHECK THE STRUCTURE FOR ER❑SI❑N, PIPING, AND ROCK DISPLACEMENT AFTER EACH SIGNIFICANT BASIN WHEN THIS
RAINST❑RM AND REPAIR IMMEDIATELY, LEVEL IS REACHED SPILLWAY 2,
REMOVE THE STRUCTURE AND ANY UNSTABLE SEDIMENT IMMEDIATELY AFTER THE C❑NSTRUCTI❑N SITE MAINTENANCE IIIII-I:,
HAS BEEN PERMANENTLY STABILIZED, SMOOTH THE BASIN SITE TO BLEND WITH THE SURR❑UNDING INSPECT TEMPORARY SEDIMENT TRAPS AFTER EACH PERI❑D OF SIGNIFICANT RAINFALL. IIIII_ 1111
AREA AND STABILIZE, ALL WATER AND SEDIMENT SHALL AND SEDIMENT SHALL BE REMOVED FROM THE REMOVE SEDIMENT AND RESTORE THE TRAP TO ITS ❑RIGINAL DIMENSI❑NS WHEN THE
BASIN PRI❑R TO DAM REMOVAL, SEDIMENT SHALL BE PLACED IN DESIGNATED DISP❑SAL AREAS AND SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE TRAP. PLACE THE IIIII=IIIII- 1. 5' MAX.
NOT ALLOWED TO FLOW INT❑ STREAMS OR DRAINAGEWAYS DURING STRUCTURE REMOVAL, SEDIMENT THAT IS REMOVED IN THE DESIGNATED DISP❑SAL AREA AND REPLACE THE _ SEDIMENT
CONTAMINATED PART OF THE GRAVEL FACING. IIII I=IIII _
CHECK THE STRUCTURE FOR DAMAGE FROM EROSION OR PIPING. PERIODICALLY CHECK =IIII III I I=IIIII=IIIII =IIIII -IIIII-IIII I
THE DEPTH OF THE SPILLWAY TO ENSURE IT IS A MINIMUM OF 1. 5 FT BELOW THE LOW MINIMUM SURFACE AREA
P❑INT OF THE EMBANKMENT. IMMEDIATELY FILL ANY SETTLEMENT OF THE EMBANKMENT AS REQUIRED ON PLAN
TO SLIGHTLY ABOVE DESIGN GRADE. ANY RIPRAP DISPLACED FROM THE SPILLWAY MUST CLASS II RIPRAP
BE REPLACED IMMEDIATELY.
STORAGE AREA CLEANOUT SEDIMENT SURFACE 18' MINIMUM FILTER FABRIC
DEPTH STORAGE AREA AFTER ALL SEDIMENT-PR❑DUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE
THE STRUCTURE AND ALL UNSTABLE SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE KEY IN BOTTOM LAYER
W1 L1 D1 I W2 I L2 I D2 W3 L3 D3 (FT3) A2 ADJ❑INING AREAS AND STABILIZE PROPERLY. OF RIPRAP
RD 01-2 62.0 125.0 3.0 74.0 137.0 6.0 86.0 149.0 1.8 26,832.0 10,138.0
RD 01-4 52.0 104.0 3.0 64.0 116.0 6.0 76.0 128.0 1.8 19,248.0 7,424.0 WEIR LENGTH
RD 01-5 60.0 125.0 3.0 72.0 137.0 6.0 84.0 149.0 1.8 26,046.0 9,864.0
RD 01-8 53.0 108.0 3.0 65.0 120.0 6.0 77.0 132.0 1.8 20,286.0 7,800.0
2'
L1 = BASIN LENGTH AT THE BOTTOM OF THE BASIN STORAGEAREA CLEANOUT SEDIMENT SURFACE
W1 = BASIN WIDTH AT THE BOTTOM OF THE BASIN DEPTH STORAGE AREA
L2 = BASIN LENGTH AT THE TOP OF THE SEDIMENT STORAGE W1 L1 D1 W2 I L2 I D2 W3 I L3 D3 FT3 A2
W2 = BASIN WIDTH AT TOP OF THE SEDIMENT STORAGE
L3 = BASIN LENGTH AT THE TOP OF THE EMBANKMENT SB 98-5 32.0 66.0 3.0 44.0 78.0 4.5 50.0 84.0 1.8 8,316.0 3,432.0
W3 = BASIN WIDTH AT THE TOP OF THE EMBANKMENT SB 98-6 28.0 62.0 3.0 40.0 74.0 4.5 46.0 80.0 1.8 7,044.0 2,960.0
D1 = THE DEPTH OF SEDIMENT STORAGE SB 98-7 21.0 42.0 3.0 33.0 54.0 4.5 39.0 60.0 1.8 3,996.0 1,782.0
D2 = THE OVERALL DEPTH OF THE SEDIMENT BASIN ST 01-1 46.0 98.0 3.0 58.0 110.0 4.5 64.0 116.0 1.8 16,332.0 6,380.0
D3 = THE CLEANOUT DEPTH OF THE SEDIMENT BASIN
A2 = SURFACE AREA AT THE TOP OF THE SEDIMENT STORAGE ST 01-3 32.0 64.0 3.0 44.0 76.0 4.5 50.0 82.0 1.8 8,088.0 3,344.0
ST 01-6 50.0 100.0 3.0 62.0 112.0 4.5 68.0 118.0 1 1.8 17,916.0 61944.0 ROCK DAM SEDIMENT BASINS
L1 = BASIN LENGTH AT THE BOTTOM OF THE BASIN WITH EFFICIENCY DESIGN PIT EXPANSION CONSTRUCTION SEQUENCE
W1 = BASIN WIDTH AT THE BOTTOM OF THE BASIN
L2 = BASIN LENGTH AT THE TOP OF THE SEDIMENT STORAGE 1 . INSTALL SEDIMENT BASIN ST-01 -1 , ROCK DAM RD-01 -2, TEMPORARY DIVERSION CHANNELS, AND THE PIT
W2 = BASIN WIDTH AT THE TOP OF THE SEDIMENT STORAGE DIVERSION CHANNEL. ENSURE EXISTING BASINS HAVE SEDIMENT STORAGE. THE PIT DIVERSION CHANNEL
L3 = BASIN LENGTH AT THE TOP OF THE EMBANKMENT MAY BE INSTALLED IN SEGMENTS AS LONG AS THE DRAINAGE AREA FOR THE PORTION OF THE PIT TO BE
W3 = BASIN WIDTH AT THE TOP OF THE EMBANKMENT ROCK ABUTMENTS SHALL EXTEND TO AN ELEVATI❑N AT LEAST 2 FT ABOVE THE SPILLWAY. ABUTMENTS SHALL BE 2 FT THICK EXCAVATED DRAINS INTO THE EXISTING PIT.
D1 = THE DEPTH OF SEDIMENT STORAGE WITH 2: 1 SIDE SLOPES, THE ROCK ABUTMENTS SHALL EXTEND DOWN THE DOWNSTREAM FACE OF THE DAM TO THE TOE, AT LEAST
D2 = THE OVERALL DEPTH OF THE SEDIMENT BASIN 1 FT HIGHER THAN THE REST OF THE DAM TO PROTECT THE EARTH ABUTMENTS FROM SCOUR, 2. BEGIN EXCAVATION OF THE PIT EXPANSION AREA. DIVERT ALL DISTURBED AREAS POSSIBLE INTO THE PIT.
D3 = THE CLEANOUT DEPTH OF SEDIMENT TEMPORARY DIVERSION DITCHES MAY HAVE TO BE REGRADED AS THE PIT EXPANSION PROCEEDS.
A2 = SURFACE AREA AT THE TOP OF THE SEDIMENT STORAGE OUTLET PR❑TECTI❑N - A ROCK APRON AT LEAST 1, 5 FT THICK SHALL EXTEND DOWNSTREAM FROM THE TOE OF THE DAM, ON 3. ONCE THE PIT EXCAVATIONS REACH THE PIT LIMITS, STABILIZE THE SLOPES PER THE RECLAMATION DETAIL
ZERO GRADE, A SUFFICIENT DISTANCE TO PREVENT CHANNEL ER❑SI❑N, OR A DISTANCE EQUAL TO THE HEIGHT OF THE DAM WHICHEVER IS GREATER, AND SEEDING SPECIFICATIONS.
4. MONITOR ALL EROSION CONTROL MEASURES AFTER EACH RAINFALL. REMOVE ACCUMULATED SEDIMENT, AND
ROCK FILL - ROCK SHALL BE WELL GRADED, HARD, ER❑SI❑N RESISTANT STONE WITH A MINIMUM D50 SIZE OF 9 INCHES. REPAIR ANY DAMAGE TO THE DIVERSION DITCHES, ROCK DAMS, OR SEDIMENT BASINS.
PR❑TECTI❑N FROM 'PIPING' - A KEYWAY LINED WITH GE❑TEXTILE FILTER FABRIC SHALL BE ON THE S❑IL F❑UNDATI❑N UNDER 5. ONCE THE EXPANSION IS COMPLETED AND ALL AREAS STABILIZED REMOVE THE EROSION CONTROL
THE ROCK FILL, TO PREVENT S❑IL MOVEMENT AND PIPING UNDER THE DAM, THE FILTER FABRIC MUST EXTEND FROM THE MEASURES AND STABILIZE THE IMPACTED AREAS.
KEYWAY TO THE DOWNSTREAM EDGE OF THE APRON AND MUST RUN UNDER THE DAM' S ABUTMENTS.
BASIN DEWATERING - THE ENTIRE UPSTREAM FACE OF THE ROCK STRUCTURE SHALL BE COVERED WITH FINE GRAVEL (NCD❑T #57 OVERBURDEN STORAGE AREA A CONSTRUCTION SEQUENCE
WASHED STONE OR EQUIVALENT) A MINIMUM OF 1 FT THICK TO REDUCE THE DRAINAGE RATE.
WELDED ALUMINUM 1 . INSTALL THE TEMPORARY CREEK CROSSING, SEDIMENT BASINS ST-01-3, ROCK DAMS RD-01-4, RD-01 -5,
BAR TRASH RACK CONSTRUCTION SPECIFICATIONS RD-01 -8 AND RD-01 -9, RISER SEDIMENT BASIN RSB-01 -1 , AND TEMPORARY DIVERSION CHANNELS.
SCREEN 6" ON 2. BEGIN PLACING FILL MATERIAL IN THE PROPOSED STORAGE AREA. DIVERT ALL DISTURBED AREAS POSSIBLE
CENTER EACH 1. CLEAR THE AREAS UNDER THE EMBANKMENT AND STRIP IT OF ROOTS AND OTHER ❑BJECTI❑NABLE MATERIAL. CLEAR THE INTO THE EROSION CONTROL MEASURES. TEMPORARY DIVERSION DITCHES MAY HAVE TO BE REGRADED AS
DIRECTION RESERV❑IR AREA TO FACILITATE SEDIMENT REMOVAL. THE FILL PLACEMENT PROCEEDS.
DIST VARIES \ 2. EXCAVATE A CUTOFF TRENCH A MINIMUM OF 2 FT DEEP AND 2 FT WIDE WITH 1: 1 SIDE SLOPES UNDER THE TOTAL LENGTH 3. CONSTRUCT THE PERMANENT SLOPE DRAINS AND OUTLET PROTECTION AS SOON AS POSSIBLE TO PREVENT
WITH 2: 1 SLOPE 15' 50' A II \ \ A OF THE DAM AT ITS CENTERLINE. LINE THE TRENCH WITH EXTRA-STRENGTH FILTER FABRIC BEFORE BACKFILLING WITH ROCK.
APPLY FILTER FABRIC UNDER THE R❑CKFILL EMBANKMENT, FROM THE UPSTREAM EDGE OF THE KEYWAY TO THE DOWNSTREAM EDGE SLOPE EROSION. INSTALL DIVERSION DITCHES ALONG THE TOP OF ALL FILL SLOPES TO DIVERT RUNOFF TO
LOF THE APRON. OVERLAP FILTER MATERIAL A MINIMUM OF 1 FT AT ALL J❑INTS, WITH THE UPSTREAM STRIP LAID OVER THE THE SLOPE DRAINS OR NATURAL GROUND.
_ _ _LL TTF _- _-u DOWNSTREAM STRIP. 4. STABILIZE THE OUTSIDE SLOPES WITH VEGETATION AS SOON AS THE AREA IS BROUGHT TO GRADE.
SLOPE TO MINE SITE I I �� 3. CONSTRUCT THE EMBANKMENT WITH WELL-GRADED ROCK AND GRAVEL TO THE SIZE AND DIMENSI❑NS SHOWN ON THE DRAWINGS.
5. MONITOR ALL EROSION CONTROL MEASURES AFTER EACH RAINFALL. REMOVE ACCUMULATED SEDIMENT, AND
/ ANTI-VORTEX IT IS IMP❑RTANT THAT ROCK ABUTMENTS BE AT LEAST 2 FT HIGHER THAN THE SPILLWAY CREST AND AT LEAST 1 FT HIGHER REPAIR AND DAMAGE TO THE DIVERSION DITCHES, ROCK DAMS, OR SEDIMENT BASINS.
2 I I \ III- i/ PLATES THAN THE DOWNSTREAM FACE OF THE DAM, ALL THE WAY TO PREVENT SCOUR AND ER❑SI❑N AT THE ABUTMENTS. 6. ONCE THE FILL PLACEMENT IS COMPLETED AND ALL AREAS STABILIZED, REMOVE THE EROSION CONTROL
SLOPE BENCH T❑ BERM 1 I I li- 4. SEDIMENT-LADEN WATER FROM THE C❑NSTRUCTI❑N SITE SHOULD BE DIVERTED INT❑ THE BASIN RESERV❑IR AT THE FURTHEST MEASURES AND STABILIZE THE IMPACTED AREAS.
25' AT 10: 1 I I AREA FROM THE DAM.
PLAN 5. CONSTRUCT THE ROCK DAM BEFORE THE BASIN AREA IS CLEARED TO MINIMIZE SEDIMENT YIELD FROM C❑NSTRUCTI❑N OF THE OVERBURDEN STORAGE AREA B CONSTRUCTION SEQUENCE
BASIN. STABILIZE IMMEDIATELY ALL AREAS DISTURBED DURING THE C❑NSTRUCTI❑N OF THE DAM EXCEPT THE SEDIMENT P❑❑L,
B TACKWELD MAINTENANCE 1 . INSTALL THE TEMPORARY CREEK CROSSING, SEDIMENT BASINS ST-01 -6, ROCK DAMS RD-01 -4, AND
ALL JOINTS TEMPORARY DIVERSION CHANNELS.
CHECK SEDIMENT BASINS AFTER EACH RAINFALL. REMOVE SEDIMENT AND RESTORE ❑RIGINAL VOLUME WHEN SEDIMENT 2. BEGIN PLACING FILL MATERIAL IN THE PROPOSED STORAGE AREA. DIVERT ALL DISTURBED AREAS POSSIBLE
HEIGHT VARIES C ANTI-VORTEX
ACCUMULATES TO ABOUT ONE-HALF THE DESIGN VOLUME. INTO THE EROSION CONTROL MEASURES. TEMPORARY DIVERSION DITCHES MAY HAVE TO BE REGRADED AS
WITH 2: 1 SLOPE II PLATES - 1/4" METAL MEEK THE IMMEDIATELY.
FOR ER❑SI❑N, PIPING, AND ROCK DISPLACEMENT AFTER EACH SIGNIFICANT RAINST❑RM AND REPAIR THE FILL PLACEMENT PROCEEDS.
30' MAX �� 3. CONSTRUCT THE PERMANENT SLOPE DRAINS AND OUTLET PROTECTION AS SOON AS POSSIBLE TO PREVENT
-II- - CMP (SEE CHART BELOW
ANTI-VORTEX I I FOR GAUGE THICKNESS) REMOVE THE STRUCTURE AND ANY UNSTABLE SEDIMENT IMMEDIATELY AFTER THE C❑NSTRUCTI❑N SITE HAS BEEN PERMANENTLY SLOPE EROSION. INSTALL DIVERSION DITCHES ALONG THE TOP OF ALL FILL SLOPES TO DIVERT RUNOFF TO
A
STABILIZED. SMOOTH THE BASIN SITE TO BLEND WITH THE SURR❑UNDING AREA AND STABILIZE. ALL WATER AND SEDIMENT THE SLOPE DRAINS OR NATURAL GROUND.
SHALL AND SEDIMENT SHALL BE REMOVED FROM THE BASIN PRI❑R TO DAM REMOVAL. SEDIMENT SHALL BE PLACED IN 4. STABILIZE THE OUTSIDE SLOPES WITH VEGETATION AS SOON AS THE AREA IS BROUGHT TO GRADE.
DESIGNATED DISP❑SAL AREAS AND NOT ALLOWED TO FLOW INT❑ STREAMS OR DRAINAGEWAYS DURING STRUCTURE REMOVAL. 5. MONITOR ALL EROSION CONTROL MEASURES AFTER EACH RAINFALL. REMOVE ACCUMULATED SEDIMENT, AND
REPAIR ANY DAMAGE TO THE DIVERSION DITCHES, ROCK DAMS, OR SEDIMENT BASINS.
NOTES: L - - J 6. ONCE THE FILL PLACEMENT IS COMPLETED AND ALL AREAS STABILIZED, REMOVE THE EROSION CONTROL
1, SLOPE TOP OF BERM TOWARDS EXISTING GROUND, MIN 1% SLOPE, A MEASURES AND STABILIZE THE IMPACTED AREAS.
ISOMETRIC INSIDE DIAMET R DESIGN
2, PR❑VIDE DIVERSION DITCH TO PERMANENT SLOPE DRAINS, STORAGE AREA SPILLWAY CLEANOUT SEDIMENT SURFACE
SECTION A-A WIDTH DEPTH STORAGE AREA
3, SLOPE DRAINS TO BE INSTALLED EVERY 1000' ALONG EDGE OF SLOPE, W1 L1 D1 W2 L2 D2 W3 L3 (FT) D3 (FT3) A2
RD 01-9 SEE BELOW 45 3.0 SEE BELOW SEE
4, MAX, SIDE SLOPE T❑ BE 2i 1,
SUBMTASHOP RDRAWNGSSGFOR NALL �O ••° ESS/° °° • 7i
5, SEE PERMANENT SLOPE DRAIN DETAIL FOR CONSTRUCTION NOTES, COMPONENTS OF THE ANTI-VORTEX °Q�OF ��'9�°;�
DEVICE. SEAL =_
STORAGE - 16883
BASIN 01-9 ELEVATION SURFACE AREA VOLUME VOLUME NOTES
SF FT3 FT3 DocuSigned by: �� °•°,F`,�,OINE�-�•�
TYPICAL OVERBURDEN STORAGE SECTION WITH BENCH 1098.0 0.0 0.0 0.0 BASIN FLOOR ,� � ��,,'; /�•...°•••°...•�� ,;
1100.0 7254.0 7254.0 7254.0
A B C GAUGE MIN. SIZE SUPPORT BAR 1101.0 27889.0 17571.5 24825.5 EOE)005F6BA648B /'//FSLEY ���` 12/16/22
36" 54" 17" 14 #8 REBAR 1102.0 29432.0 28660.5 53486.0
1103.0 31006.0 30219.0 83705.0
1104.0 32611.0 31808.5 115513.5 SEDIMENT STORAGE
1105.0 34426.0 33518.5 149032.0 SPILLWAY
1106.0 35910.0 35168.0 184200.0
ANTI - VORTEX DEVICE 1107.0 37598.0 36754.0 220954.0 TOP
g,alley, Williams, carmen, & kin inc. 2023 MINE PERMIT MODIFICATION REVISION No. DATE INITIAL DATE: 12-16-22 JOB NO' 22553
CONSULTING ENGINEERS MORGANTON QUARRY DRAWN BY: RCC GWW SHEET NO.
FIRM LICENSE # F-0203 VULCAN CONSTRUCTION MATERIALS L.P . CHECKED BY: DETAILS 6
120 SOUTH MAIN STREET P.O. BOX 1248 DWG No.:
KANNAPOLIS, NC 28082 704/938-1515 BURKE COUNTY, NORTH CAROLINA 22553 2023 DETI OF: 6