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SITE LEGEND
GRADING LEGEND
= I I 11111111111 I I 11111111111 I I 11111111111 I I = PHASE LINE
CIO
FLARED END SECTION
-- PROPERTY LINE
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ENDWALL SECTION
--- - -- RIGHT-OF-WAY LINE
CATCH BASIN
LOT LINE
0
DROP INLET
— — SEWER/UTILITY EASEMENT LINE
CENTER LINE
®
JUNCTION BOX
STORM DRAINAGE EASEMENT LINE
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UTILITY LEGEND
STORM DRAINAGE
50' STREAM BUFFER
LD LD LIMITS OF DISTURBANCE
250 MAJOR CONTOUR
ZONE AE
252 MINOR CONTOUR
--- -- 250 - --- EXISTING MAJOR CONTOUR
-------222------- EXISTING MINOR CONTOUR
I)b FIRE HYDRANT ASSEMBLY
H WATER VALVE
�►� FIRE HYDRANT BLOW -OFF ASSEMBLY
® SANITARY SEWER MANHOLE
\ SEWER FLOW DIRECTION
/ ARROW
WATERLINE
SANITARY SEWER
Town of Midland
APPROVED:
Roadway & Public Drainage ONLY
Town Engineer
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SEE SHEET C0.00 FOR ALL PROJECT, SITE, \(\� < � I l ) i I) 1\ ,> \ )^ O 11 i r' �' I/✓ // �/ /, f /v f, /r\(�
GRADING, STORM DRAINAGE, UTILITY, AND ) I\� \ ` \\, � \>,L-� \( \) I \\ 1` \\� J I ( � {, /Ol / /r r // /(/
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ALL CONSTRUCTION SHALL BE IN I \> \
ACCORDANCE WITH THE CURRENT TOWN II��t \ ( )- \\�\\ > I J \ � ( PROP,
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OF MIDLAND LAND DEVELOPMENT DESIGN ■\ \ L,I \ ) 1 \ \ \ 4\� ) t ) J 11 / 0 , 1 (/ If � I 1 � ram; -
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CONTRACTOR SHALL NOTIFY "NC811" (811) OR (1-800-632-4949) AT
LEAST 3 FULL BUSINESS DAYS PRIOR TO BEGINNING CONSTRUCTION
OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED.
CONTRACTOR SHALL CONTACT ANY LOCAL UTILITIES THAT PROVIDE
THEIR OWN LOCATOR SERVICES INDEPENDENT OF "NC811 ".
REPORT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY.
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McADAMS
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
PULTE GROUP - MATT KEARNS
11121 CARMEL COMMONS BLVD, SUITE 450
CHARLOTTE, NC 28226
PHONE: [phone]
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09. 07. 2021
REVS PER AIHA 1ST REVIEWS
2
09. 17. 2021
REVS PER 1ST NCDOT REVIEW
3
10. 15. 2021
REVS PER 2ND NCDOT REVIEW
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10. 18. 2021
REVS PER 2ND NCDEQ-SW REVIEW
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E&SC NOTES \ 1
Know what's below.
Call before you dig.
ALL CONSTRUCTION SHALL BE IN
ACCORDANCE WITH THE CURRENT TOWN
OF MIDLAND LAND DEVELOPMENT DESIGN
STANDARDS AND DETAIL DRAWINGS
CONTRACTOR SHALL NOTIFY "NC811" (811) OR (1-800-632-4949) AT
LEAST 3 FULL BUSINESS DAYS PRIOR TO BEGINNING CONSTRUCTION
OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED.
CONTRACTOR SHALL CONTACT ANY LOCAL UTILITIES THAT PROVIDE
THEIR OWN LOCATOR SERVICES INDEPENDENT OF "NC811".
REPORT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY.
J / / / / I r/ LENGT I / 5 9( / (TY� PROPERT)f1UNDA�Y \
SITE LEGEND \ \ ` \ \ \\ \� \ / / // / / / / / 6�� I (S ONEIDIAME_ Rj 35N%
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SANITARY SEWER EASEMENT LINE
- - - - - - - - - - - - - - - - - STORM DRAINAGE EASEMENT LINE
CENTER LINE
SETBACK LINE
F WI 50' STREAM BUFFER
•�"� ' ` '''J'�' CONCRETE SIDEWALK/DRIVEWAY
Town Engineer
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McADAMS
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
PULTE GROUP - MATT KEARNS
11121 CARMEL COMMONS BLVD, SUITE 450
CHARLOTTE, NC 28226
PHONE: [phone]
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= COMPANY, INC. �o
C-0293 :'SIT:
I ice'•.••• •••••:'�� �:
OF
CAR
` SEAL
46788
REVISIONS
NO.
DATE
1
09. 07. 2021
REVS PER AJHA 1ST REVIEWS
2
09. 17.2021
REVS PER 1ST NCDOT REVIEW
3
10. 15. 2021
REVS PER 2ND NCDOT REVIEW
4
10. 18. 2021
REVS PER 2ND NCDEQ-SW REVIEW
PLAN INFORMATION
PROJECT NO.
2021210184
FILENAME
2021210184-G1.dwg
CHECKED BY
SAW
DRAWN BY
SAW
SCALE
1"=40'
DATE
06. 08. 2021
SHEET
GRADING PLAN - A
C3.01
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION

I
D �-
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l� g CA
I
SHEET KEY
N N.T.S.
ALL CONSTRUCTION SHALL BE IN SEE SHEET C0.00 FOR ALL PROJECT, SITE,
ACCORDANCE WITH THE CURRENT TOWN GRADING, STORM DRAINAGE, UTILITY, AND
OF MIDLAND LAND DEVELOPMENT DESIGN E&SC NOTES
STANDARDS AND DETAIL DRAWINGS
SITE LEGEND
F--------I
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SD-100
CB-101
T/C=670.17
INV IN=658.40 (CB-106)
INV IN=658.90 (CB-102)
INV OUT=657.40
CB-102
T/C=670.09
INV IN=659.70 (CB-103)
INV OUT=659.60
CB-103
T/C=670.09
INV IN=662.80 (DI-104)
INV OUT=660.20
CB-106
T/C=670.60
INV IN=659.90 (CB-107)
INV OUT=659.80
CB-107
T/C=671.41
INV IN=661.30 (CB-108)
INV OUT=661.20
SD-200
CB-205
T/C=668.12
INV OUT=660.50
CB-207
T/C=667.14
INV OUT=660.30
JB-201
RIM=670.64
INV IN=663.90 (JB-202)
INV OUT=663.80
JB-202
RIM=678.34
INV IN=672.80 (HW-203)
INV OUT=672.70
SD-300
CB-301
T/C=657.99
INV OUT=653.40
CB-303
T/C=656.14
INV OUT=650.20
SD-400
CB-403
T/C=635.46
INV IN=630.80 (CB-404)
INV IN=626.00 (CB-405A)
INV OUT=625.90
CB-404
T/C=635.45
INV OUT=631.10
CB-405A
T/C=634.85
INV IN=630.15 (CB-405B)
INV OUT=627.00
PROPERTY LINE
RIGHT-OF-WAY LINE
LOT LINE
SANITARY SEWER EASEMENT LINE
STORM DRAINAGE EASEMENT LINE
CENTER LINE
SETBACK LINE
50' STREAM BUFFER
CONCRETE SIDEWALK/DRIVEWAY
CB-108
T/C=670.67
INV IN=663.20 (CB-109)
INV OUT=663.10
CB-109
T/C=669.83
INV IN=664.45 (CB-110)
INV IN=664.20 (CB-111)
INV OUT=663.70
CB-110
T/C=669.85
INV OUT=665.20
CB-111
T/C=670.46
INV IN=664.90 (CB-112)
INV IN=665.05 (CB-115)
INV OUT=664.80
CB-112
T/C=671.43
INV IN=665.40 (CB-113)
INV OUT=665.30
EW-200
???=663.79
INV IN=663.00 (JB-201)
EW-204
???=663.52
INV IN=660.00 (CB-205)
CB-113
T/C=672.00
INV IN=666.40 (YI-114)
INV OUT=666.30
CB-115
T/C=676.03
INV IN=669.60 (CB-116)
INV OUT=667.20
CB-116
T/C=676.03
INV IN=670.00 (CB-117)
INV OUT=669.90
CB-117
T/C=679.64
INV IN=675.40 (CB-118)
INV OUT=670.30
CB-118
T/C=679.64
INV OUT=675.60
EW-206
???=661.72
INV IN=660.00 (CB-207)
HW-203
???=678.52
INV OUT=676.00
/ _
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SEE SHEET C3.03 FOR
STORM STRUCTURE
INFORMATION FOR
SD-500 NETWORK
65= ???\
???655.52 \
INV IN=653.20 (CB-301)
EW-302 i
T/G=650.39
INV IN=650.00 (CB-303)
17
CB-405B
T/C=634.85
INV IN=630.30 (CB-406A)
INV OUT=630.25
CB-406A
T/C=634.85
INV IN=630.65 (CB-406B)
INV OUT=630.60
CB-406B
T/C=634.85
INV OUT=630.75
Know what's below.
Cal I before you dig.
EW-400
???=612.00
INV IN=608.00 (JB-401)
JB-401
RIM=618.90
INV IN=616.20 (YI-402)
INV OUT=608.30
YI-402
WEIR=630.00
INV IN=624.30 (CB-403)
INV OUT=619.00
Town of Midland
APPROVED:
Roadway & Public Drainage ONLY
Town Engineer
CONTRACTOR SHALL NOTIFY "NC811" (811) OR (1-800-632-4949) AT
LEAST 3 FULL BUSINESS DAYS PRIOR TO BEGINNING CONSTRUCTION
OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED.
CONTRACTOR SHALL CONTACT ANY LOCAL UTILITIES THAT PROVIDE
THEIR OWN LOCATOR SERVICES INDEPENDENT OF "NC811".
REPORT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY.
j I , \PRO�RERTI( \ , 't \ \ I \ \
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(TYP.) 1 \ I
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CURB OUTLET SWALE-2
LONGITUDINAL SLOPE: 3.0%
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--ti _-_�-� - PUBLIC STORM BOTTOM WIDTH: 2.0 FT LLJ
Z I - - - L "� - \ DRAINAGE EASEMENT DEPTH: 2.0 FT
/ - - - - NO PERMANENT LINER REQUIRED
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WIDTH: 3.50 FT - r-- -
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THICKNESS: _ 12 IN -
y � ATERIAL: C�� 35, A - -
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0 20 40 80
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FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
McADAMS
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
PULTE GROUP - MATT KEARNS
11121 CARMEL COMMONS BLVD, SUITE 450
CHARLOTTE, NC 28226
PHONE: [phone]
1A[PulteGroup
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OF
` SEAL
46788
r��R G .... •OP���
AI
REVISIONS
NO.
DATE
1
09. 07. 2021
REVS PER AJHA 1ST REVIEWS
2
09. 17.2021
REVS PER 1ST NCDOT REVIEW
3
10. 15. 2021
REVS PER 2ND NCDOT REVIEW
4
10. 18. 2021
REVS PER 2ND NCDEQ-SW REVIEW
PLAN INFORMATION
PROJECT NO. 2021210184
FILENAME 2021210184-G1.dwg
CHECKED BY SAW
DRAWN BY SAW
SCALE 1"=40'
DATE 06. 08. 2021
SHEET
GRADING PLAN - B
C so2

CD11/
C 1 B I A �
OSHEET KEY
N.T.S.
SEE SHEET C0.00 FOR ALL PROJECT, SITE,
GRADING, STORM DRAINAGE, UTILITY, AND
E&SC NOTES
ALL CONSTRUCTION SHALL BE IN
ACCORDANCE WITH THE CURRENT TOWN
OF MIDLAND LAND DEVELOPMENT DESIGN
STANDARDS AND DETAIL DRAWINGS
SITE LEGEND
F--------I
• i �• fir. o �a :• :• • � i��'J'.•.-ir'+
SD-500
CB-503
T/C=637.19
INV IN=615.30 (JB-504)
INV OUT=615.20
EW-500
???=-3.89
INV IN=608.60 (JB-501)
HW-505
???=-1.92
INV OUT=617.90
PROPERTY LINE
RIGHT-OF-WAY LINE
LOT LINE
SANITARY SEWER EASEMENT LINE
STORM DRAINAGE EASEMENT LINE
CENTER LINE
SETBACK LINE
50' STREAM BUFFER
CONCRETE SIDEWALK/DRIVEWAY
JB-501
RIM=630.00
INV IN=612.10 (JB-502)
INV OUT=609.10
JB-502
RIM=630.20
INV IN=612.90 (CB-503)
INV OUT=612.80
JB-504
RIM=634.60
INV IN=617.20 (HW-505)
INV OUT=617.10
Town of Midland
APPROVED:
Roadway & Public Drainage ONLY
Town Engineer
Know what's below.
Call before you dig.
SEE SHEET C3.04 FOR
STORM STRUCTURE
INFORMATION FOR
SD-600 NETWORK
SEE SHEET C3.04 FOR
STORM STRUCTURE
INFORMATION FOR
SD-600 NETWORK
7,7
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632 636
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630 \ \ \ \ \ 606 \ \\\\ \\ \\ \ 50' BUF�ER-
/ / / \ t \ \ \\` \ ,� r \ (MEASURED 50' F OM
• \ /� / / / / \ \ I \ I \ \ \ 6� I �o \ \� �\ \ TOP OF�BANK, EAH-
1 \ 1/\0 \ SIDE) (TIP.)
/ / - /' / / �/ �� \ I / I I I \ ) / ) I �s? / \ I ` \ 1 \ / \� TAINING WALL .'B..
I ) J I ( \ \ \ \ I \ \ \ 62p WI\SAFETY RAIL \� ` / ` TOP OF BANK POTENTIAL JURISDICTIONAL
I / / 1 \ \ 1 \ \ (MAX EIGHT 7.0') \\ \ ~I (TYP.) TRIBUTARY-
//
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PERMANENT RIP RAP APRON
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// \\ \ BW 6\.� \\\� \ \ \ \ 1\\\\\\\\�, / STONE DIAMETER: 6 IN
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\ \ 1 STONE DIAMETER: 23 IN
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CONTRACTOR SHALL NOTIFY "NC811" (811) OR (1-800-632-4949) AT
LEAST 3 FULL BUSINESS DAYS PRIOR TO BEGINNING CONSTRUCTION
OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED.
CONTRACTOR SHALL CONTACT ANY LOCAL UTILITIES THAT PROVIDE
THEIR OWN LOCATOR SERVICES INDEPENDENT OF "NC811".
REPORT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY.
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McADAMS
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
PULTE GROUP - MATT KEARNS
11121 CARMEL COMMONS BLVD, SUITE 450
CHARLOTTE, NC 28226
PHONE: [phone]
IlPulteGroup
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C-0293 :�:
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OF NI
CAR
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6788 _
Al
REVISIONS
NO.
DATE
1
09. 07. 2021
REVS PER AJHA 1ST REVIEWS
2
09. 17.2021
REVS PER 1ST NCDOT REVIEW
3
10. 15. 2021
REVS PER 2ND NCDOT REVIEW
4
10. 18. 2021
REVS PER 2ND NCDEQ-SW REVIEW
PLAN INFORMATION
PROJECT NO.
2021210184
FILENAME
2021210184-G1.dwg
CHECKED BY
SAW
DRAWN BY
SAW
SCALE
1"=40'
DATE
06. 08. 2021
SHEET
GRADING PLAN - C
C3.03

p �l -
L B
/ � I
SHEET KEY
N N.T.S.
SEE SHEET C0.00 FOR ALL PROJECT, SITE,
GRADING, STORM DRAINAGE, UTILITY, AND
E&SC NOTES
ALL CONSTRUCTION SHALL BE IN
ACCORDANCE WITH THE CURRENT TOWN
OF MIDLAND LAND DEVELOPMENT DESIGN
STANDARDS AND DETAIL DRAWINGS
SITE LEGEND
- - PROPERTY LINE
- - - RIGHT-OF-WAY LINE
- - - - LOT LINE
-- SANITARY SEWER EASEMENT LINE - - - -
STORM DRAINAGE EASEMENT LINE
CENTER LINE
SETBACK LINE
F 50' STREAM BUFFER
" �� ; - `+� .: •' . = '`''+' �' CONCRETE SIDEWALK/DRIVEWAY
S D-600
CB-604
CB-625
DI-621
T/C=613.97
T/C=614.51
T/G=613.00
INV IN=603.70 (CB-605)
INV IN=604.50 (CB-626)
INV IN=606.40 (YI-622)
INV IN=603.90 (CB-625)
INV OUT=604.40
INV OUT=606.30
INV OUT=603.10
CB-626
DI-632
CB-605
T/C=615.19
T/G=619.20
T/C=613.94
INV IN=605.30 (CB-627)
INV OUT=616.90
INV IN=605.50 (CB-606)
INV OUT=605.20
INV IN=604.50 (CB-620)
CB-627
DI-635
T/G=624.00
INV OUT=604.00
T/C=616.76
INV OUT=621.70
CB-606
INV IN=606.90 (CB-628)
61 FES-1
T/C=614.65
INV OUT=606.80
FES-61.50
INV IN=607.20 (JB-607)
CB-62
CB-628
INV OUT=618.00
INV IN=610.50 (CB-619)
6.76
INV OUT=607.10
INV IN=607.30 (CB-629)
FES-624
???=625.02
CB-608
INV OUT=607.20
INV OUT=624.00
T/C=617.1 1
INV IN=612.00 (CB-609)
CB-629
T/C=616.16
HW-600
HW-6
INV OUT=61 1.90
INV IN=607.80 (CB-630)
04.50
INV IN=600.00 (JB-601)
CB-609
INV OUT=607.70
T/C=617.1 1
CB-630
JB-601
INV IN=612.40 (CB-610)
T/C=61616
RIM=609.90
INV OUT=612.30
.
INV IN=608.50 (CB-631)
INV IN=600.30 (JB-603)
INV IN=606.00 (YI-602)
CB-610
INV OUT=608.00
INV OUT=600.20
T/C=619.68
INV IN=615.00 (FES-61 1)
CB-631
T/C=62064
JB-603
INV OUT=614.90
.
INV IN=612.40 (CB-633)
RIM=607.90
INV IN=601.90 (JB-603A)
CB-612
INV IN=615.70 (DI-632)
INV OUT=601.80
T/C=621.06
INV OUT=612.30
INV IN=615.65 (CB-613)
JB-603A
603A
INV (CB-618)
CB-633
T/C=625.57
RIM 0
INV IN=602.70 (CB-604)
OUT=6.2.
INV OUT=612.65
INV IN=618.65 (CB-636)
INV OUT=602.60
CB-613
INV IN=620.00 (DI-635)
T/C=630.60
INV IN=620.00 (CB-634)
JB-607
INV IN=625.70 (CB-614)
INV OUT=616.00
RIM=617.78
INV IN=625.80 (DI-617)
INV IN=608.90 (CB-612)
INV OUT=625.45
CB-634
INV IN=611.40 (CB-608)
T/C=625.57
INV OUT=608.80
CB-614
INV OUT=620.70
T/C=644.10
YI-602
INV IN=638.60 (DI-616)
CB-636
WEIR=609.00
INV IN=638.60 (CB-615)
T/C=629.48
INV OUT=606.75
INV OUT=638.50
INV IN=623.00 (CB-637)
YI-622
INV OUT=622.75
WEIR=612.00
CB-615
T/C=644.26
CB-637
INV IN=608.60 (YI-623)
INV OUT=638.90
T/C=629.80
INV OUT=608.10
INV IN=623.50 (YI-638)
YI-623
CB-618
INV OUT=623.40
WEIR=616.00
T/C=621.06
DI-616
INV IN=613.55 (FES-624)
INV OUT=616.30
T/G=642.20
INV OUT=613.30
CB-619
INV OUT=639.90
T/C=614.75
INV OUT=610.80
DI-617
T/G=629.20
CB-620
INV OUT=626.90
T/C=613.94
INV IN=605.80 (DI-621)
INV OUT=604.70
Town of Midland
APPROVED:
Roadway & Public Drainage ONLY
Town Engineer
Know what's below.
Call before you dig.
CONTRACTOR SHALL NOTIFY "NC811" (811) OR (1-800-632-4949) AT
LEAST 3 FULL BUSINESS DAYS PRIOR TO BEGINNING CONSTRUCTION
OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED.
CONTRACTOR SHALL CONTACT ANY LOCAL UTILITIES THAT PROVIDE
THEIR OWN LOCATOR SERVICES INDEPENDENT OF "NC811".
REPORT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY.
Lp�9
624 -r- � DI-635
620 618 ` 1 1 I 620 - / I _ I - 62s-
\ \ \ \ \ I \ I \ /`►� I \ I 620 - 624 -
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x ^\ \ r I l 26.50 LF \ 7 % CB-%631 ( r / CB-6(3 \ \
615 99 - - 231.5 LF 261.0 LF I /
�3 "RCP 26. LF \
-C -6� @ 0.75% \ E, 24 RCP \ \ s s2 24 RCS I 1 " RCP CB-CB626
- \
\ 1 l l \ \ ^ �/ \ 615 99 616 8 C� 1.6{}% / 20 / / / I ? l 1.38% \ \ s2R \ 2.64% I
1
1 � sos` _' -., 00 \
CB 627 i RCP i� I 11 I t I I I\ I
26.50 LF
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\ &RAINAGE EASEMENT \ l \ 620
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/ -----------�- - --- ----- -- - ---------�-------L---------------
f ��L - �T-�� SSA ---- FES/-624 O
605 \ \ / ,i' /�' \ \ I @ 2.23% I \ - 4.37% I I / I\ / MI
6�6' ,/ 612 I \ / I I I - I/ / II )_\ 1 I > I - �..�1
602 \ \ 71.88`tF ) 1 A.09 LF / �� O Phi �/ v 614 C I, / / J � _ / 630 6
600 \ \ \ / . 30" RRf�P I C4 � RCP23% / pQ`� '/ 616 1620 622 / v 626 628 /
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( 1 l 1 / 1 67 1 � 6
STORM_WATE -j / 65 / /� I O / 69 ` I / 70 1
/ I I LOPc1TRi�L \ \ \� \ 38.30 LF / / / / / % /m / N / `� N / \ �° / / A I
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EASEMENT
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@ 1.13%
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McADAMS
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
PULTE GROUP - MATT KEARNS
11121 CARMEL COMMONS BLVD, SUITE 450
CHARLOTTE, NC 28226
PHONE: [phone]
IlPulteGroup
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REVISIONS
NO.
DATE
1
09. 07. 2021
REVS PER AJHA 1ST REVIEWS
2
09. 17.2021
REVS PER 1ST NCDOT REVIEW
3
10. 15. 2021
REVS PER 2ND NCDOT REVIEW
4
10. 18. 2021
REVS PER 2ND NCDEQ-SW REVIEW
PLAN INFORMATION
PROJECT NO. 2021210184
FILENAME 2021210184-G1.dwg
CHECKED BY SAW
DRAWN BY SAW
SCALE 1"=40'
DATE 06. 08. 2021
SHEET
GRADING PLAN - D
C3.04

STORMWATER CONTROL MEASURE 'A' CONSTRUCTION SPECIFICATIONS
GENERAL NOTES
1. PRIOR TO CONSTRUCTION, ANY DISCREPANCIES IN THE PLANS AND NOTES SHALL BE BROUGHT TO THE DESIGN ENGINEER'S ATTENTION
IMMEDIATELY.
2. THE FINAL CERTIFICATION FORTH IS FACILITY WILL INCLUDE A CERTIFICATION BY THE ON -SITE GEOTECHNICAL ENGINEER THAT THE
PROJECT WAS CONSTRUCTED PER THE APPROVED PLANS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE WITH THE
ON -SITE GEOTECHNICAL ENGINEER FOR OBSERVATION AND TESTING SUCH THAT THE ON -SITE GEOTECHNICAL ENGINEER CAN CERTIFY THE
CONSTRUCTION.
3. ALL CONSTRUCTION ACTIVITY RELATED TO THE PROPOSED STORMWATER MANAGEMENT FACILITY SHALL BE PER THE DETAILS AND
SPECIFICATIONS SHOWN IN THESE DRAWINGS. SOILS, COMPACTION, AND OTHER MISCELLANEOUS DETAILS AND SPECIFICATIONS MAY BE
MODIFIED PER THE RECOMMENDATIONS OF THE ON -SITE GEOTECHNICAL ENGINEER. HOWEVER, PRIOR TO IMPLEMENTATION, THE DESIGN
ENGINEER SHALL BE NOTIFIED OF ANY DEVIATION FROM THESE DESIGN DRAWINGS, INCLUDING SHOP DRAWINGS FOR ANY PROPOSED
MODIFICATION.
4. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLANTING PLAN/SCHEDULE. PLEASE NOTE THAT NO
TREES/SHRUBS OF ANY TYPE MAY BE PLANTED ON THE PROPOSED DAM EMBANKMENT (FILL AREAS).
5. DURING THE INITIAL STAGES OF CONSTRUCTION, THE STORMWATER MANAGEMENT FACILITY MAY BE USED AS A SEDIMENT BASIN FOR
EROSION CONTROL PURPOSES. IF SO, THE CONTRACTOR SHALL FOLLOW THE GENERAL CONSTRUCTION SEQUENCE BELOW:
5.1. THE CONTRACTOR SHALL CONSTRUCT THE ENTIRE FACILITY (PERMANENT OUTLET STRUCTURE, DAM, ETC.) WITH THE EXCEPTION OF
THE INTERIOR FINE GRADING FOR THE FACILITY. THE INTERIOR FINE GRADING WILL BE CONSTRUCTED ONCE THE EROSION CONTROL
PHASE IS COMPLETE.
5.2. THE TEMPORARY DRAW DOWN RISER (OR SKIMMER) SHALL BE CONNECTED TO THE PERMANENT 8"0 DIP DRAIN PIPE.
5.3. ONCE THE UPSTREAM DRAINAGE AREA IS STABILIZED AND THE EROSION CONTROL INSPECTOR APPROVES THE REMOVAL OF THE
SEDIMENT BASIN, THE CONTRACTOR SHALL REMOVE THE TEMPORARY DRAW DOWN RISER (OR SKIMMER) AND CLEAN -OUT THE
BASIN. ALL SEDIMENT, TRASH, ETC. SHALL BE DISPOSED OF PROPERLY (I.E. - PLACED IN A LANDFILL) AND NOT STOCKPILED IN AN
AREA WHERE WATER QUALITY COULD BE ADVERSELY AFFECTED.
5.4. ONCE THE BASIN IS CLEANED OUT, AND ALL EROSION CONTROL DEVICES REMOVED, THE CONTRACTOR SHALL CONSTRUCT THE
INTERIOR GRADING SHOWN ON THIS SHEET.
5.5. ONCE THE GRADING IS COMPLETE, THE CONTRACTOR SHALL REQUEST AN ON -SITE INSPECTION AND AN AS -BUILT SURVEY PRIOR TO
INSTALLATION OF THE STORMWATER MANAGEMENT FACILITY PLANTS. IF THE CONTRACTOR PLANTS THE PROPOSED VEGETATION
PRIOR TO AN AS -BUILT SURVEY (AND SUBSEQUENT APPROVAL), ANY CHANGES TO THE GRADING / RE -PLANTING OF PLANTS WILL BE
AT THE CONTRACTOR'S EXPENSE.
5.6. ONCE THE ENGINEER HAS APPROVED THE AS -BUILT GRADING, THE CONTRACTOR SHALL PLANT THE PROPOSED STORMWATER
MANAGEMENT FACILITY PLANTS SHOWN ON THE LANDSCAPE PLAN FOR THE FACILITY. AFTER COMPLETION OF THE PLANTING, THE
LANDSCAPE CONTRACTOR SHALL PROVIDE A LETTER TO THE ENGINEER CERTIFYING THAT THE PLANTS HAVE BEEN INSTALLED PER
THE APPROVED STORMWATER MANAGEMENT FACILITY PLANTING PLAN.
6. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. IF THE EXISTING SOIL LAYER ALONG THE FOREBAY BERM IN THE PROPOSED
WET POND AFTER CONSTRUCTION / COMPACTION IS NOT DETERMINED SUITABLE BY A LANDSCAPE PROFESSIONAL FOR THE WETLAND
PLANTINGS, THEN THE CONTRACTOR SHALL AMEND THE PLANTING AREA OF THE WET POND AS DIRECTED BY A LANDSCAPE
PROFESSIONAL.
7. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON THE DAM EMBANKMENT ONCE FINAL GRADES (AS
SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FILL. PRIOR TO TOPSOIL INSTALLATION, THE CONTRACTOR
SHALL SCARIFY THE THE TOP 2"-3" OF THE BERM SECTION TO PROMOTE BONDING OF THE TOPSOIL WITH THE COMPACTED FILL. THE
TOPSOIL DEPTH SHALL RANGE FROM 3"-4" ON THE DAM EMBANKMENT. PLEASE NOTE THE STOCKPILED TOPSOIL SHALL BE AMENDED, AS
DIRECTED BY A LANDSCAPE PROFESSIONAL, PRIOR TO INSTALLATION ON THE EMBANKMENT.
8. IT IS ANTICIPATED THAT DEWATERING WILL BE NECESSARY IN THE EXCAVATION AREAS (E.G. - EMBANKMENT SUB GRADE, INTERIOR
PORTIONS OF THE STORMWATER FACILITY, KEY TRENCH, ETC.). THEREFORE, THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND
MAINTAIN ANY PUMPING EQUIPMENT, ETC.. NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE STORMWATER FACILITY
SITE. DURING PLACEMENT OF FILL WITHIN THESE AREAS, THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE BOTTOM OF THE
EXCAVATION / CONSTRUCTION AREAS. THE MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM
AND SIDE SLOPES ARE STABLE, WITH NO SEDIMENT DISCHARGED FROM THE SITE (I.E. PUMPED WATER MAY NEED TO BE DIRECTED TO AN
APPROVED EROSION CONTROL DEVICE SUCH AS A DIRT BAG (ACF ENVIRONMENTAL), OR ENGINEER APPROVED EQUIVALENT, PRIOR TO
DISCHARGE).
9. THE RETAINING WALL ALIGNMENT SHOWN ON THESE PLANS DEPICTS THE LOCATION OF THE FRONT FACE OF THE RETAINING WALL AT THE
BOTTOM.
10. THE RETAINING WALL IS TO BE A DESIGN -BUILD PROJECT(S) BY THE CONTRACTOR. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO
OBTAIN FINAL CONSTRUCTION DRAWINGS FROM A REGISTERED PROFESSIONAL ENGINEER AND GAIN ALL REQUIRED PERMITS NECESSARY
FOR THE CONSTRUCTION OF THE RETAINING WALL.
11. THE RETAINING WALL SHALL BE ASSUMED TO BE BACKFILLED WITH OFF -SITE BORROW MATERIAL OR PROCESSED FILL UNLESS
CONTRACTOR CAN PROVIDE OWNER WITH CONFIRMATION FROM THE GEOTECHNICAL ENGINEER AND THE RETAINING WALL DESIGNER
THAT READILY AVAILABLE ON -SITE SOILS CAN BE USED.
12. THE TOP AND BOTTOM OF WALL ELEVATIONS SHOWN ON THESE PLANS IDENTIFY FINISHED GRADE ELEVATIONS ONLY. THE EXTENT THAT
THE RETAINING WALL WILL BE EXTENDED BELOW GRADE TO THE FOOTING SHALL BE IDENTIFIED ON THE RETAINING WALL CONSTRUCTION
DRAWINGS.
BERM AND SOIL COMPACTION SPECIFICATIONS
1. PRIOR TO CONSTRUCTION, THE ON -SITE GEOTECHNICAL ENGINEER SHALL IDENTIFY BORROW / FILL AREAS AND VERIFY THEIR SUITABILITY
FOR USE WITHIN THE DAM EMBANKMENT. ALSO, THE ON -SITE GEOTECHNICAL ENGINEER SHALL PERFORM STANDARD PROCTORS ON THE
PROPOSED BORROW MATERIAL TO ENSURE THAT OPTIMUM MOISTURE CONTENT AND COMPACTION CAN BE ACHIEVED / CONTROLLED
DURING CONSTRUCTION.
2. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW AREAS APPROVED BY THE ON -SITE
GEOTECHNICAL ENGINEER. THE FILL MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD, STONES GREATER THAN 6", AND FROZEN
OR OTHER OBJECTIONABLE MATERIAL. THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL WITHIN THE DAM EMBANKMENT AND
KEY TRENCH: ML AND CL. ALL FILL MATERIALS SHALL BE APPROVED BY THE ONSITE GEOTECHNICAL ENGINEER FOR THE INTENDED USE.
3. FILL PLACEMENT FOR THE EMBANKMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT (UNCOMPACTED). EACH LIFT SHALL BE CONTINUOUS
FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL SHALL BE
REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT. FILL MATERIAL ADJACENT TO ALL SPILLWAY AND DRAINAGE
STRUCTURES SHALL BE PLACED IN 4-INCH (UNCOMPACTED) LIFTS AND HAND -COMPACTED TO THE SAME COMPACTION AND MOISTURE
REQUIREMENTS AS THE ENTIRE EMBANKMENT.
4. ALL FILL SOILS USED IN THE EMBANKMENT CONSTRUCTION SHALL BE COMPACTED TO AT LEAST 95/ OF THE STANDARD PROCTOR
MAXIMUM DRY DENSITY (ASTM D-698). THE FILL SOILS SHALL BE COMPACTED AT A MOISTURE CONTENT WITHIN -1 TO +3 PERCENT OF ITS
OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE ON -SITE GEOTECHNICAL ENGINEER DURING
CONSTRUCTION TO VERIFY THAT THE PROPER COMPACTION LEVEL HAS BEEN REACHED. THE FILL SHOULD BE COMPACTED USING A
SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO PREVENT DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE
UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE.
5. THE DESIGN ENGINEER SHALL BE PROVIDED WITH REPORTS AND CERTIFICATION, BY THE ON -SITE GEOTECHNICAL ENGINEER, THAT THE
GEOTECHNICAL ASPECTS OF THE FACILITY HAVE BEEN CONSTRUCTED PER PLAN. THIS CERTIFICATION MUST ADDRESS THE TESTING FOR
MATERIALS AND COMPACTION OF THE DAM EMBANKMENT AND SPILLWAY. THESE REPORTS AND CERTIFICATION WILL BE NEEDED DURING
THE AS -BUILT CERTIFICATION PROCESS FOR THIS STORMWATER CONTROL MEASURE. THEREFORE, IT SHALL BE THE CONTRACTOR'S
RESPONSIBILITY TO COORDINATE TESTING AND OBSERVATION WITH THE ON -SITE GEOTECHNICAL ENGINEER.
6. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED
DURING CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FOR EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT
OF FILL OR AS RECOMMENDED BY THE ON -SITE GEOTECHNICAL ENGINEER.
7. TESTING WILL BE REQUIRED ALONG THE 24"0 RCP OUTLET BARREL AT A FREQUENCY OF ONE TEST PER 25 LF OF PIPE PER VERTICAL FOOT
OF FILL OR AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER.
CONSTRUCTION SEQUENCE
1. PRIOR TO CONSTRUCTION, THE OWNER SHALL OBTAIN A LAND DISTURBING (GRADING) PERMIT AND AN "APPROVAL TO CONSTRUCT"
FROM THE TOWN OF MIDLAND AND ALL OTHER NECESSARY PERMITS FROM APPLICABLE AGENCIES (E.G. 404 / 401 PERMITS)
2. INSTALL ALL SEDIMENT AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT AND EROSION CONTROL PLAN. THE
CONTRACTOR SHALL MAINTAIN ALL APPROVED SEDIMENT AND EROSION CONTROL MEASURES THROUGHOUT THE ENTIRE PROJECT, AS
REQUIRED. THE CONTRACTOR SHALL RECEIVE APPROVAL FROM THE EROSION CONTROL INSPECTOR, AS REQUIRED BY GOVERNING
AGENCIES, PRIOR TO ANY CLEARING.
3. CLEAR AND GRUB AREA WITHIN THE LIMITS OF THE PROPOSED DAM CONSTRUCTION. ALL TREES AND THEIR ENTIRE ROOT SYSTEMS MUST
BE REMOVED FROM THE DAM FOOTPRINT AREA AND BACKFILLED WITH SUITABLE SOIL MATERIAL. THE BACKFILLED AREAS SHALL BE
COMPACTED TO THE SAME STANDARDS AS THE DAM EMBANKMENT. THE REMAINING AREA OF THE EMBANKMENT SHALL BE STRIPPED TO
A SUITABLE DEPTH AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER. ANY RESIDUAL SOILS TO BE LEFT IN PLACE MUST BE WELL
SCARIFIED TO PROMOTE BONDING OF THE NEW EMBANKMENT FILL. NO EMBANKMENT MATERIAL SHALL BE PLACED FOR THE DAM OR
KEY TRENCH UNTIL APPROVAL OF THE DAM SUBGRADE / TRENCH IS OBTAINED FROM THE ON -SITE GEOTECHNICAL ENGINEER.
4. EXCAVATE FOR THE NEW KEY TRENCH ALONG THE CENTERLINE OF THE PROPOSED DAM EMBANKMENT. THE TRENCH SHALL EXTEND A
MINIMUM OF 5 FT BELOW EXISTING GRADE OR 2 FT BELOW THE CONCRETE CRADLE AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5
FEET. THE KEY TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1 (H:V). THE KEY TRENCH SHALL BE COMPACTED TO THE SAME
SPECIFICATION LISTED IN ITEM 4 OF THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS." DEPENDING UPON ON -SITE
SOIL CONDITIONS ENCOUNTERED DURING EXCAVATION, THE ON -SITE GEOTECHNICAL ENGINEER MAY VARY THE DEPTH AND DIMENSIONS
OF THE KEY TRENCH AS DEEMED NECESSARY. THE ON -SITE GEOTECHNICAL ENGINEER SHALL RETAIN DOCUMENTATION OF ANY VARIATION
FOR FUTURE AS -BUILT SUBMITTALS TO THE TOWN OF MIDLAND.
5. BEGIN PLACEMENT OF BACKFILL WITHIN THE KEY TRENCH. THE KEY TRENCH SHALL BE COMPACTED TO THE SPECIFICATIONS LISTED ITEM 4
OF THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS." THE KEY TRENCH SHALL BE TESTED PER THE SPECIFICATIONS
LISTED IN THAT SECTION.
6. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY PIPES SHOULD BE EVALUATED BY THE ON -SITE GEOTECHNICAL
ENGINEER TO ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE SUBGRADE LEVEL. SHOULD SOFT OR OTHERWISE
UNSUITABLE CONDITIONS BE ENCOUNTERED ALONG THE PIPE ALIGNMENTS, THESE MATERIALS SHOULD BE UNDERCUT AS DIRECTED BY
THE GEOTECHNICAL ENGINEER. THE UNDERCUT MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL FILL, LEAN
CONCRETE OR FLOWABLE FILL AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER.
7. IN ORDER TO HELP PROTECT THE SOIL SUBGRADE FROM DETERIORATION (DUE TO EXPOSURE, RAINFALL, SEEPAGE, AND RUNOFF) BEFORE
THE CRADLE CAN BE POURED, IT IS STRONGLY RECOMMENDED THAT A 3" TO 4" THICK CONCRETE MUD MAT BE POURED OVER THE
SUBGRADE ONCE IT IS APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER. THE MUD MAT WILL ALSO PROVIDE BEARING FOR THE
BLOCKS THAT TEMPORARILY SUPPORT THE SPILLWAY PIPE UNTIL THE CRADLE CAN BE POURED. THE METHOD OF BLOCK SUPPORT FOR THE
PIPE PROPOSED BY THE CONTRACTOR SHOULD BE SUBMITTED TO THE JOHN R. McADAMS COMPANY FOR REVIEW.
8. BEGIN CONSTRUCTION OF THE NEW EMBANKMENT. FILL MATERIALS SHALL BE PLACED IN MAXIMUM 8" THICK LIFTS PRIOR TO
COMPACTION, UNLESS DIRECTED OTHERWISE BY THE ON -SITE GEOTECHNICAL ENGINEER. FILL LIFTS SHALL BE CONTINUOUS OVER THE
ENTIRE LENGTH OF FILL. IF IT IS NECESSARY, THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK
TO FINAL GRADE IN ORDER TO ACHIEVE PROPER COMPACTION.
9. AS CONSTRUCTION OF THE EMBANKMENT MOVES FORWARD, IT WILL BE NECESSARY TO INSTALL THE CONCRETE CRADLE. THIS MAY BE
CONSTRUCTED USING ONE OF THE FOLLOWING METHODS:
9.1. IF THE PROPOSED STRUCTURAL FILL MATERIAL IS UTILIZED AS THE FORMWORK FOR THE CONCRETE CRADLE, THEN THE STRUCTURAL
FILL SHOULD BE INSTALLED AND COMPACTED UP TO THE TOP OF CONCRETE CRADLE ELEVATION. ONCE THE STRUCTURAL FILL
REACHES THE NEXT DOWNSTREAM JUNCTION BOX OR HEADWALL AND IS COMPACTED TO THE ELEVATION OF THE TOP OF THE
CONCRETE CRADLE, EXCAVATE THE CONCRETE CRADLE TRENCH PER THE PROVIDED DETAILS AND CONSTRUCT THE CONCRETE
CRADLE AS PER THE PROVIDED CONCRETE CRADLE DETAIL.
9.2. IF THE PROPOSED STRUCTURAL FILL IS NOT UTILIZED AS THE FORMWORK FOR THE CONCRETE CRADLE, THEN PRIOR TO
CONSTRUCTING THE STRUCTURAL FILL EMBANKMENT, THE FORMWORK FOR THE CONCRETE CRADLE SHOULD BE INSTALLED ON
EXISTING GROUND AND / OR THE MUD MAT. THE CONCRETE CRADLE SHALL BE CONSTRUCTED PER THE PROVIDED DETAILS.
10. INSTALL RISER / BARREL ASSEMBLY, ALONG WITH THE EMERGENCY DRAIN SYSTEM. THE DRAIN VALVE LOCATED WITHIN THE RISER BOX
SHALL BE KEPT OPEN UNTIL AN AS -BUILT CERTIFICATION HAS BEEN COMPLETED BY THE ENGINEER AND AN APPROVAL TO IMPOUND HAS
BEEN ISSUED BY ALL APPLICABLE AGENCIES.
11. INSTALL 24" RCP OUTLET BARREL SPILLWAY FILTER FROM THE DETAILS SHOWN ON SHEET SHEET C9.02.
12. CONSTRUCT EMBANKMENT PER SPECIFICATIONS LISTED IN THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS" AND
REQUIREMENTS OF THE ON -SITE GEOTECHNICAL ENGINEER. ALL CHARACTERISTICS OF THE EMBANKMENT FILL MATERIAL SHALL MEET THE
STANDARDS SET FORTH IN "BERM AND SOIL COMPACTION SPECIFICATIONS", INCLUDING COMPACTION AND MOISTURE REQUIREMENTS. IF
NECESSARY TO ACHIEVE PROPER COMPACTION, THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT
BACK TO PROPER FINAL GRADE. ANY HAND COMPACTION ACTIVITIES AROUND SPILLWAY OR DRAIN STRUCTURES SHALL BE CONDUCTED IN
4-INCH LOOSE LIFTS AND BE TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTIRE EMBANKMENT. ALL
COMPACTION AND MOISTURE TESTING SHALL BE CARRIED OUT AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER AND AS LISTED IN
THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS".
13. UPON COMPLETION OF DAM EMBANKMENT, PROMPTLY STABILIZE AND SEED DAM EMBANKMENT PER SEEDING SCHEDULE.
14. SCHEDULE A FINAL AS -BUILT INSPECTION AND AS -BUILT SURVEY WITH THE ENGINEER. AN AS -BUILT INSPECTION SHOULD BE SCHEDULED A
MINIMUM OF 60 DAYS BEFORE A PERMIT TO IMPOUND IS REQUIRED. ANY COMMENTS OR DEFICIENCIES IN THE DAM CONSTRUCTION
MUST BE CORRECTED TO THE SATISFACTION OF THE ENGINEER AND OWNER BEFORE CERTIFICATION SHALL BE GRANTED. UPON FINAL
APPROVAL FROM THE TOWN OF MIDLAND, CLOSE THE 8"0 BOTTOM DRAIN VALVE IN THE RISER BOX AND BEGIN IMPOUNDING WATER.
NO WATER SHALL BE IMPOUNDED BEFORE AN APPROVAL TO IMPOUND IS ISSUED FROM THE TOWN OF MIDLAND.
OUTLET STRUCTURE MATERIAL SPECIFICATIONS
1. THE 24"0 RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, MEETING THE REQUIREMENTS OF ASTM C76-LATEST.
THE PIPES SHALL HAVE CONFINED O-RING RUBBER GASKET JOINTS MEETING ASTM C-443-LATEST. THE PIPE JOINTS SHALL BE TYPE R-4.
2. THE STRUCTURAL DESIGN FOR THE 4' X 4' (INTERNAL DIMENSIONS) RISER BOX WITH EXTENDED BASE SHALL BE BY OTHERS. PRIOR TO
ORDERING THE STRUCTURES, THE CONTRACTOR SHALL PROVIDE, TO THE DESIGN ENGINEER FOR REVIEW, SHOP DRAWINGS AND
SUPPORTING STRUCTURAL CALCULATIONS SEALED BY A P.E. REGISTERED IN NORTH CAROLINA DEMONSTRATING THE PERTINENT VERTICAL
LOADS ARE SUPPORTED BY THE CONCRETE RISER STRUCTURE.
3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. STEPS SHALL BE PROVIDED ON THE INNER WALL OF
THE RISER BOX. STEPS SHALL BE IN ACCORDANCE WITH NCDOT STD. 840.66. PLEASE REFER TO SHEET C9.01 FOR LOCATION OF THE RISER
STEPS.
4. THE CONCRETE ANTI -FLOTATION BLOCKS SHALL BE PRECAST AS THE EXTENDED BASE OF THE RISER BOX DURING FABRICATION. THE
PRECAST BASE SHALL BE INCLUDED AS PART OF THE SHOP DRAWINGS THAT WILL BE SUBMITTED TO THE ENGINEER FOR REVIEW (SEE ITEM
2 ABOVE). IN LIEU OF A PRE -CAST BASE, THE CONTRACTOR MAY OPT TO CAST -IN -PLACE THE ANTI -FLOTATION BLOCK IN THE FIELD.
HOWEVER, PRIOR TO CONSTRUCTING THE CAST -IN -PLACE BASE, THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE ENGINEER
FOR REVIEW DENOTING THE FOLLOWING:
A. STEEL REINFORCEMENT
B. THE CONNECTION MECHANISM TO JOIN THE ANTI -FLOTATION BLOCK WITH THE RISER SECTION
5. IF THE ANTI -FLOTATION BLOCK IS PRECAST AS PART OF THE RISER BASE SECTION THE ENTIRE PRECAST RISER BOX STRUCTURE SHALL HAVE
A SHIPPING WEIGHT OF 16,131 LBS. THE STRUCTURE WEIGHT SHALL BE THE SHIPPING WEIGHT AND SHALL BE DETERMINED BY
SUBTRACTING THE WEIGHT OF THE FACTORY BLOCK OUTS FROM THE GROSS STRUCTURE WEIGHT. THIS INFORMATION SHALL BE SHOWN
ON THE SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW. IF THE CONTRACTOR OPTS TO CAST -IN -PLACE THE ANTI -FLOTATION
BLOCK, THE CONTRACTOR SHALL ENSURE THE WEIGHT OF THE ENTIRE RISER STRUCTURE IS EQUAL TO THE MINIMUM LISTED ABOVE.
6. THE RISER BOX JOINTS SHALL BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO ASTM-C990-LATEST. IF NECESSARY, THE
CONTRACTOR SHALL INCORPORATE A WATERSTOP INTO THE RISER BOX JOINT TO ENSURE A WATERTIGHT CONNECTION. THE
CONTRACTOR SHALL PARGE JOINTS ON BOTH THE INSIDE AND OUTSIDE WITH NON -SHRINK GROUT.
7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS TO THE ENGINEER FOR REVIEW. CONTRACTOR
SHALL ENSURE THAT AN ACCESS HATCH IS PROVIDED WITHIN THE TRASH RACK (SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR
FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LOCK FOR SECURING THE ACCESS HATCH. NOTE THE
ACCESS HATCH SHALL LINE UP WITH THE ACCESS STEPS AFTER INSTALLATION.
8. ALL POURED CONCRETE SHALL MEET THE FOLLOWING SPECIFICATIONS UNLESS OTHERWISE NOTED:
-MINIMUM 3000 PSI (28 DAY)
-SLUMP = 3" - 5"
-ENTRAINED AIR = 5%- 7%
PLEASE NOTE NO CONCRETE SHALL BE POURED WHEN THE AMBIENT AIR TEMPERATURES ARE EXPECTED TO BE ABOVE 85°F OR BELOW
40°F. CAST -IN -PLACE CONCRETE SHALL BE "WET CURED" AFTER FINISHING FOR A MINIMUM OF 48 HOURS.
9. GEOTEXTILE FABRIC FOR THE 24" 0 RCP OUTLET BARREL JOINTS SHALL BE MIRAFI 180N OR ENGINEER APPROVED EQUAL (NON -WOVEN
FABRIC)
10. STORMWATER FACILITY EMERGENCY DRAW DOWN IS VIA AN 6"0 PLUG VALVE. THE VALVE SHALL BE A M&H STYLE 1820 X-CENTRIC VALVE
OR APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE WITH AWWA C-517, AND SHALL BE OPERABLE FROM TOP OF OUTLET STRUCTURE
VIA A HAND WHEEL (SEE DETAIL SHEET C9.02). THE CONTRACTOR SHALL PROVIDE A REMOVABLE VALVE WRENCH WITH A HAND WHEEL
ON TOP FOR OPERATION OF THE 6"0 PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING THE WRENCH TO THE
TRASH RACK.
42" HIGH CHAIN -LINK 'FEN(
(BLACK VINYL-LOATED) TO
ENCLOSE S1`ORMWATER COP
MEASURE ,
STORMWATER -
_ _ CONTROL MEASURE
_ - MAINTENANCE/ACCESS
- EASEMENT FOLLOWS
J ,' BUFFER LINE
PROPERTY BOUNDARY (TYP.)
I /
_ - - 50' STREAM BUFFER \
VELOCITY DISSIPATOR-�
NCDOT CLASS 'B' RIPRAP
121 X 6'W X 22" THICK
D50 = 6"
(SEE DETAIL SHEET C9.02)
ENDWALL PER NCDOT STD. 838.80
INV. OUT (24"0 RCP) = 657.00
REFER TO THE C3 SERIES
FOR THE DETAILED DESIGN OF
THE STORM SEWER SYSTEM
DRAINING TO THE SCM.
TJ LI LT YI.,LPIJJ III
0-RING RCP @ 1.16%
W/ CONCRETE CRADLE
\ \ (JOINTS WRAPPED IN
�\ �\ GEOTEXTILE FABRIC)
SHAPEv= SQUAREv
INTERNAL DIMENSIONS = 4 FT. x 4 FT.
TOP OF RISER = 662.00
(1) RECTANGULAR WEIR (2'W x 1.4'H) = 660.60
2.0"0 ORIFICE (INVERTED SIPHON) = 658.00
INVERT OUT (24"0 0-RING RCP) = 657.50
SEE DETAIL ON SHEET C9.01
TOP �OF BANK
\ � (TYP.)\
�l i
• .A
'IREFER TO THE C3 SERIES
FOR THE RIP RAP APRON
SPECIFICATIONS
(BLA VINYV COAT 0
EN OSE STORM WATE0 L
/ M SURE-
;14--
1653.00
I;
STORMWATER CONTROL r
MEASURE
r j I MAINTENANCE/ACCESS
/ I EASEMENT FOLLOWS
/ LOT LINE
/ EDIMENT\ \
i I IFOREBAY O
BO OM AT 653.0'
r/ SEDIMENT _
AGE) 1 \
I
FOREBAY BERM EL. = 658.00
MINIMUM WIDTH = 5 FT
TO BE COMPACTED
PER "BERM AND SOIL
COMPACTION SPECIFICATIONS"
i \ L
CONTROL MEASURE \ \
MAINTENANCE/ACCESS \
EASEMENT FOLLOWS IN
BUFFER LINE \
WETLANDS
f \ ! \
_ r
-7
STORMWATER CONTROL MEASURE W PLAN VIEW
1" = 30'
GRAPHIC SCALE
0 15 30 60
1 inch = 30 ft.
'J
McADAMS
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
PULTE GROUP - MATT KEARNS
11121 CARMEL COMMONS BLVD, SUITE 450
CHARLOTTE, NC 28226
PHONE: [phone]
IlPulteGroup
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REVISIONS
NO.
DATE
1
09. 07. 2021
REVS PER AJHA 1ST REVIEWS
2
09. 17.2021
REVS PER 1ST NCDOT REVIEW
3
10. 15. 2021
REVS PER 2ND NCDOT REVIEW
4
10. 18. 2021
REVS PER 2ND NCDEQ-SW REVIEW
PLAN INFORMATION
PROJECT NO.
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE
SHEET
2021210184
2021210184-SWA
SAW
SAW
1"=30'
06. 08. 2021
STORMWATER CONTROL
MEASURE W PLAN VIEW
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
C9.00

7
C)
0
0
TOP OF HANDWHEEL TO EXTEND
1-FOOT ABOVE TRASH RACK
TOP OF DAM EL. = 663.80
100-YEAR STORM EL. = 662.75
50-YEAR STORM EL. = 662.58
25-YEAR STORM EL. = 662.38
10-YEAR STORM EL. = 662.05
COMPACTED BERM SECTION
(SEE BERM AND SOIL COMPACTION
SPECIFICATIONS ON SHEET C9.00)
ARMORED EMERGENCY SPILLWAY
3 AT ELEV. 662.00'
1 SPILLWAY FILTER
(SEE DETAIL SHEET C9.02)
TOP OF RISER EL. = 662.00 - ±I - - -
- _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 6" COVER
FOREBAY SEDIMENT BOTTOM: 657.50
- _ 6" COVER _ I I I -III -III -III -III -III -III -III -III -III -III -III -III -III -III -III -III -III -III -III -III -III = = STORAGE ELEV: 654.00
(MIN.) _- I 1=III=1 I I 1=III=III=III=III=III=III=III=III=III=III=III=III=III=III=III=III=III=III=III=III=III=III = _ (MIN.) MAIN POOL SEDIMENT
1-YEAR STORM EL. = 660.68 - -I I-I�I I �I�l I I=I I I 1=III=III=III=III=III=III=III=III=III=III=III=III=III=III=III=III=III=III=III=III=III=III=III= STORAGE ELEV: 653.00
DAM ELEV: 663.80
MAIN POOL
ELEV: 658.00
TEMPORARY POOL
ELEV: 659.43
7F71
TRASH RACK
(SEE DETAIL) PROPOSED GRADE -
CONCRETE COLLAR 3
(TO BE CONSTRUCTED IN
THE FIELD BY THE CONTRACTOR, 1
SEE DETAIL) -
SEDIMENT MAIN
FOREBAY POOL VEGETATIVE SHELF
TOP: 658.50
(1) RECTANGULAR WEIR o - I=I I I=I I I=I I I=I I 11-f = H=I I ICI I =III=I I=III=III=III=III=III=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 I= BOTTOM OF SEDIMENT BOTTOM OF SEDIMENT
2'W x 1.4'H - _ - - - - - STORAGE ELEV: 652.00
1III III-III III III-III-I I I I-III -ftt- II IIl I II I I-III-III-III-III-III-III-III-iI I Ii-iI I I -I I I -I I I-III-III- O �� ENDWALL PER NCDOT STD. 838.80 STORAGE ELEV: 653.50AT INV=660.60
FT DEPTH) (SEE DETAIL ON SHEET C9.02) (6 IN DEPTH AT EXIT)
FLOW ------------ - _ __ APPROXIMATE LOCATION OF WET POND
WATER QUALITY VOLUME = 659.43 43 LF CLASS III 24"0 0-RING RCP - - - - - -- BOTTOM OF SEDIMENT
-_ (ASTM C76-LATEST) ® 1.16% ����00 O EXISTING GROUND STORAGE ELEV: 653.00 CROSS SECTION
NORMAL WATER SURFACE EL. = 658.00 � � a a.
0 0 0
_ (1 FT DEPTH AT ENTRANCE)
o v J° °
24" 0 0-RING RCP INVERT EL. = 657.50 _ a ° ° J� ° , a 4 ° J� O O O O
--
--------4---5.0
------ a
a
- - - - ---------L-_- a a
Ta
a - `
-► a s Jia
a
a ° _3a a ��
2.0" 0 INVERTED SIPHON
a
a °
O O O
I
INV. = 658.00
1
I2 .
IIIIIIIII
I
I III
III III III III IIIII
III III
III III III III II
(SEE DETAIL ON SHEET C9.02)
=
1
III
- CONCRETE CRADLE
III III III III III III III III III
III III III II
� G RCP III III III III III III III III III INV
I III -RINRICE
III - VELOCITY DISSIPATOR
EMERGENCY DIP
(SEE DETAIL ON
SHEET C9.02)-INM
.
III III I III
III III III
EL. 657.00FLLEMATRIAL
III III III III III III III III III III III III III III
(SEE DETAIL SHEET C9.02)6"0
DRAIN TRASH RACK
24 CLASS III 0IRING RCP
KEY TRENCH SEE BERM AND SOIL -I
(
-III - -
(SEE DETAIL ON SHEET C9.02) III III
III III III III III III INVERT OUT = 657.50 -III III III III
III III III III III III III III III III: COMPACTION SPECIFICATIONS ON III
III A DOUBLE LAYER OF NON -WOVEN III III III III III III III
NOTES:
SHEET C9.00) KEY TRENCH TO BE :III
GEOTEXTILE FABRIC SHALL BE PLACED
_III
CONCRETE
III CONTRACTOR SHALL FORM INVERT IN
:PROVIDED PER THE DIRECTION OF
III III III III
: AROUND EACH
III-
JOINT OF THE 240 0-RING RCP :
III III-
1. REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING)
ANTI -FLOTATION BLOCK
BOTTOM OF RISER STRUCTURE TO DRAIN III
-THE SITE GEOTECHNICAL ENGINEER
BARREL IN 2'
WIDE STRIPS CENTERED ON JOINT. -III
THE DAM EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON THE GRADING
POSITIVELY TO INVERT OF OUTLET
III
PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FILL. PRIOR TO TOPSOIL
BARREL USING NON -SHRINK GROUT
III III
III III III III III
INSTALLATION, THE CONTRACTOR SHALL SCARIFY THE TOP 2-TO 3-INCHES OF THE
PERMANENT DAM CROSS SECTION
BERMN SECTION TO PROMOTE BONDING OF THE TOPSOIL WITH THE COMPACTED
N.T.S.
FILL. THE TOPSOIL DEPTH SHALL RANGE FROM 3- TO 4-INCHES ON THE DAM
EMBANKMENT.
d
3�"L x J"O GRADE 8
STAINLESS STEEL
CONCRETE LAG
SCREW
18" X 4" X J"
GALVANIZED STEEL
STRAP (4 PER
RISER JOINT)
0
d
a
3.0"
RISER JOINT CONNECTION DETAIL
N.T.S.
NOTES:
1. CONCRETE ANTI -FLOTATION BLOCK TO BE PROVIDED WITH MINIMUM TEMPERATURE
AND SHRINKAGE STEEL REINFORCEMENT.
2. TRASH RACKS NOT SHOWN FOR CLARITY.
3. THE NUMBER OF GUIDES FOR THE VALVE STEM SHALL BE DETERMINED IN THE FIELD BY
THE CONTRACTOR. THE VALVE STEM MUST BE OPERABLE FROM THE TOP OF THE RISER
VIA THE HANDWHEEL WITH AN INSIGNIFICANT AMOUNT OF PLAY IN THE VALVE STEM.
4. CONTRACTOR SHALL PROVIDE A JOINT IN THE OUTLET BARREL NO MORE THAN 5-FT FROM
THE RISER.
(1) RECTANGULAR WEIR
2'W x 1.4'H
AT INV=660.60 d
a.
INVERTED INTAKE
(SEE DETAIL ON
SHEET C9.02)
6"O DIP DRAIN
W/ TRASH RACK
(SEE DETAIL ON
SHEET C9.02)
CONCRETE
ANTI -FLOTATION
BLOCK
5.0'
4.0'
d
2.0'
I
(1) RECTANGULAR WEIR
2'W x 1.4' H
AT INV=660.60
6" DIP DRAIN
W/ TRASH RACK
(SEE DETAIL ON
SHEET C9.02)
INVERTED SIPHON
(SEE DETAIL ON SHEET C9.02)
8.0'
1.5' 5.0' 1.5'
d ° d °
° °. a
U? ° a 1" THICK JOINT FILLER MATERIAL
°d d
a 4
° CONCRETE CRADLE
d ° (SEE DETAIL ON
v SHEET C9.02)
° d
a °
d
24"0 0-RING
oo 644 ° FLOW C�
6" PLUG VALVE. THE VALVE SHALL BE A -
M&H STYLE 1820 X-CENTRIC VALVE OR
APPROVED EQUAL. THIS VALVE SHALL BE IN
ACCORDANCE WITH AWWA C-517, AND
SHALL BE OPERABLE FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL.
° d
°
d
d 4
d' 4"
°
°
a °
d a
d d d
CONTRACTOR SHALL PROVIDE STEPS IN
ACCORDANCE WITH NCDOT STD. 840.66.
STEPS SHALL BE PLACED AT 16" O.C.
TOP OF RISER EL. = 662.00
(1) RECTANGULAR WEIR
2'W x 1.4' H
AT INV=660.60
VALVE STEM GUIDE
(SEE NOTE #3)
i
6.17'
1
24"0 0-RING
i RCP
/
d
a °�..
d d d °.
d d.
° v d
° 1.17'
d a d
a
. ° 4..
_ d d
CONTRACTOR SHALL FORM
INVERT OF RISER STRUCTURE
TO DRAIN POSITIVELY TO
INVERT OF OUTLET BARREL
USING NON -SHRINK GROUT
INVERTED INTAKE
(SEE DETAIL ON
SHEET C9.02)
INVERT EL. = 657.50
6" DIP DRAIN
W/ TRASH RACK
(SEE DETAIL ON F/
SHEET C9.02) -�
CONTRACTOR SHALL SEAL
THE PIPE PENETRATION
USING A RUBBER BOOT
AND STAINLESS STEEL
HARDWARE
6"0 DIP DRAIN PIPE_
CONTRACTOR SHALL CORE -DRILL THE
HOLE FOR THE 6"0 DIP PIPE IN THE
FIELD. PRECASTER SHALL OMIT
REINFORCEMENT IN THIS AREA
PERMANENT OUTLET STRUCTURE DETAILS
N.T.S.
4 i
J 4
.>r
a.
a a a
a d CONCRETE COLLAR
° (TO BE CONSTRUCTED IN
THE FIELD BY THE CONTRACTOR,
SEE DETAIL)
d 1 " THICK JOINT FILLER MATERIAL
PRECASTER SHALL PROVIDE
A BLOCK OUT FOR THE
24"0 0-RING RCP
CONTRACTOR SHALL PROVIDE
STEPS IN ACCORDANCE WITH
NCDOT STD. 840.66. STEPS
SHALL BE PLACED AT 16" O.C.
TOP OF HANDWHEEL TO EXTEND
1-FOOT ABOVE TRASH RACK
CONTRACTOR SHALL PROVIDE STEPS IN
ACCORDANCE WITH NCDOT STD. 840.66.
STEPS SHALL BE PLACED AT 16" O.C.
PRECASTER SHALL PROVIDE
A BLOCK OUT FOR THE
24"0 0-RING RCP
CONCRETE COLLAR
(TO BE CONSTRUCTED IN THE
FIELD BY THE CONTRACTOR,
SEE DETAIL)
---- -----------------
24"0 0-RING
RCP
FLOW
o A
----------------------
4 CONCRETE CRADLE
Q
/4 (SEE DETAIL ON
SHEET C9.02)
1 " THICK JOINT FILLER MATERIAL
6" PLUG VALVE. THE VALVE SHALL
BE A M&H STYLE 1820 X-CENTRIC CONCRETE ANTI -FLOTATION
VALVE OR APPROVED EQUAL. THIS BLOCK
VALVE SHALL BE IN ACCORDANCE
WITH AWWA C-517, AND SHALL BE
OPERABLE FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL.
7.0'
1.0' (TYP.)
I�
9.9 LF
2"x2"x1 /4"
ANGLE
;ONCRETE
WCHOR
3OLT (TYP.,
;EE NOTE
(4)
DENOTES THE ACCESS HATCH FABRICATED HINGES FOR THE
TO BE PROVIDED BY THE TRASH 2'x3' ACCESS HATCH. ACCESS
RACK FABRICATOR PER OUTLET HATCH SHALL BE POSITIONED
STRUCTURE MATERIAL OVER STEPS.
NOTES: SPECIFICATIONS (SHEET C9.10)
1. ALL REBAR TO BE #4 REBAR.
2. ALL REBAR AND ANGLES TO BE HOT -DIPPED GALVANIZED AND BE PROVIDED WITH AN EPDXY COATING.
3. THE HOT -DIPPED, GALVANIZED 2"x2"x1/4" ANGLES SHALL BE WELDED TO THE REBAR TRASH RACK. ONCE WELDED,
THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE RISER WITH ANGLES SITTING DIRECTLY ON TOP OF RISER.
4. CONTRACTOR SHALL ANCHOR THE TRASH RACK TO MANHOLE WALL WITH FOUR 4"x1/4" CONCRETE ANCHOR BOLTS
THROUGH ANGLES. �/
5. CONTRACTOR SHALL OMIT OR ADJUST REBAR AS NECESSARY TO ALLOW FOR CONCRETE COLLAR. RISER TRASH RACK DETAIL
6. ACCESS HATCH SHALL ALIGN WITH STEPS IN RISER. N.T.S.
NOTES:
1. ALL REBAR TO BE #4 REBAR.
3" CLEARANCE -
TO OUTSIDE OF
#4 REBAR)
5.0'
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
CONCRETE ANCHOR ^'T
(TYP., SEE NOTE
9.9 LF
2"x2"x1 /4"
ANGLE
3" ANCHOR DEPTH
PRECAST
STRUCTURE WALL
d d
4 d
°
°
d - #4 REBAR ANCHORS.-
CONTRACTOR SHALL
DRILL INTO PRECAST
3.625' / STRUCTURE WALL AND
24" 0-RING I 3 83 SET ANCHORS USING
RCP EPDXY GROUT
I
I
0.5'
ANCHOR
DEPTH
°
d d °
a
4" 3.8' 4"
(CENTER TMO-O (CENTER TO 3" CLEARANCE
CENTER) CENTER) (CENTER
#4 REBAR)
TO E OF
FRONT VIEW CONCRETE ANTI -FLOTATION
BLOCK
CONCRETE COLLAR DETAIL
N.T.S.
°
q
a.
o
°
°
d
d
#4 REBAR TRASH RACK (ABOVE)
ANCHOR TRASH RACK TO MANHOLE WALL
WITH FOUR EQUALLY SPACED HOT -DIPPED
GALVANIZED STEEL CLAMPS. EACH CLAMP
ATTACHED TO MANHOLE RISER BY
2-4%1 /4" CONCRETE ANCHOR BOLTS
EACH CLAMP TO BE COATED W/ AN
EPDXY COATING.
1' DEPTH
3000 PSI CONCRETE COLLAR
(MIN. 28 DAY STRENGTH)
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
° 24" 0-RING
RCP
5.5" CENTER TO
d CENTER
a
6" ANCHOR DEPTH
dI d
#4 REBAR ANCHORS.
CONTRACTOR SHALL DRILL
INTO PRECAST BASE AND SET
ANCHORS USING EPDXY GROUT
SIDE VIEW
CONCRETE ANTI -FLOTATION
BLOCK
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
'J
McADAMS
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
PULTE GROUP - MATT KEARNS
11121 CARMEL COMMONS BLVD, SUITE 450
CHARLOTTE, NC 28226
PHONE: [phone]
liPulteGroup
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REVISIONS
NO.
DATE
1
09. 07. 2021
REVS PER AJHA 1ST REVIEWS
2
09. 17.2021
REVS PER 1ST NCDOT REVIEW
3
10. 15. 2021
REVS PER 2ND NCDOT REVIEW
4
10. 18. 2021
REVS PER 2ND NCDEQ-SW REVIEW
PLAN INFORMATION
PROJECT NO. 2021210184
FILENAME 2021210184-SWA
CHECKED BY SAW
DRAWN BY SAW
SCALE N / A
DATE 06. 08. 2021
SHEET
STORMWATER CONTROL
MEASURE W DETAILS
9801

#6 REBAR
PERIMETER FRAME
4" x 4" 6/6
WELDED WIRE
FABRIC (EACH SIDE
& TOP OF CAGE)
18" (TYP.)
2.03'
if
4" ANCHOR DEPTH
CONTRACTOR SHALL
DRILL INTO PRECAST
EXTENDED BASE AND
SET ANCHORS USING
EPDXY GROUT
G
21
2 LF
6"0 DIP
d. d
v
a
d da
d
0.86'
(CENTER TO CENTER)
6" PVC CAF
SCREW TYPE
TOP EL. = 658.83
INVERT THROUGH RISER EL. = 658.00
BOTTOM EL. = 657.50
6" PVC CAP WITH
2.0"0 DRILLED ORIFICE
(2) 4" PERFORATED,
CORRUGATED HDPE PIPE
(ADS N-12 OR
APPROVED EQUIVALENT)
4" x 4" 6/6 WELDED WIF
FABRIC (EACH SIDE & TC
CAGE)
CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
0 0 2.00'
O 0 0
0 1
6" PLUG VALVE. THE VALVE
a SHALL BE A M&H STYLE 1820
X-CENTRIC VALVE OR
d ENGINEER APPROVED EQUAL.
v THIS VALVE SHALL BE IN
ACCORDANCE WITH AWWA
-517, AND SHALL BE C
a OPERABLE FROM TOP OF
OUTLET STRUCTURE VIA A
HANDWHEEL. #6 REBAR PERIMETER �R/1IVIL
6"0 DIP DRAIN PIPE
CONTRACTOR SHALL CORE -DRILL
THE HOLE FOR THE 6"0 DIP IN
THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
AREA.
6110 EMERGENCY DIP DRAIN TRASHRACK DETAILS
N.T.S.
ri
SIPHON OUTLET DETAIL
N.T.S.
RISER OUTLET
STRUCTURE
a d
2
6.0"0 PVC SIPHON
INVERT EL. = 658.00 (NWSE)
80
a -o
2'-6" 0. D.
I
I
I
24"0 0-RING RCP
00 �O �Oo
I I
0000
)O �O CD �O
00�00�00�00�
000 o
00�00�0
00�00�00�00�
0 0 0 0
0 0 0 0
0 0 0 0
O O O O
00�00�00�00�
O O O
00�00�0
O O O O
0�<::z
00�00�00�00�
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0
OU
0 0 0 0
0 0 0 0
ENDWALL PER NCDOT STD. 838.
NOTE: 4" WEEPHOLES TO BE PROVIDED
WITH VARMIT GUARD ON DOWNSTREAM SIDE
AND GALVANIZED HARDWARE CLOTH ON
UPSTREAM SIDE ()/4" MAXIMUM OPENINGS)
n Ra'
INV. V/ YY/1JIILV JI VIVL
ENCASED IN NON -WOVEN
FILTER FABRIC (MIRAFI 180N
OR EQUIVALENT)
ENDWALL PER
NCDOT STD. 838.80
V0. 67 WASHED STONE
NCASED IN NON -WOVEN
�EOTEXTILE FABRIC (MIRAFI
180N OR EQUIVALENT)
SPILLWAY FILTER DETAIL
N.T.S.
GEOTEXTILE FABRIC (MIRAFI
180N OR EQUIVALENT)
66" MIN.
BARREL PIPE CONCRETE CRADLE
6" PLUG VALVE. THE VALVE
SHALL BE A M&H STYLE 1820 CONSTRUCTION SEQUENCE
X-CENTRIC VALVE OR
APPROVED EQUAL. THIS VALVE 1. CONSTRUCT FORMWORK FOR CONCRETE CRADLE ON EXISTING GRADE.
SHALL BE IN ACCORDANCE - 1
WITH AWWA C-517, AND 2. EXCAVATE TRENCH FOR CRADLE AND BARREL PER DIMENSIONS ON DRAWINGS. /
SHALL BE OPERABLE FROM 1
TOP OF OUTLET STRUCTURE 3. PLACE BARREL PIPE ON CONCRETE BLOCKS TO GRADE. CONTRACTOR SHALL WRAP JOINTS WITH 2-FT WIDE STRIPS OF FABRIC ATTHIS \ \ (MIN.)
VIA A HANDWHEEL. STEP. /� 18" TYP.
4. PLACE CONCRETE FOR CRADLE FOR EACH SECTION FROM ONE SIDE OF THE TRENCH. ALLOW CONCRETE TO FILL ENTIRE AREA UNDER PIPE ' 1
AND PIPE HAUNCHES AS TO LEAVE NO VOIDS UNDER THE PIPE BEFORE PLACING CONCRETE ON THE OPPOSITE SIDE OF THE TRENCH. PLACE
ENTIRE CRADLE AS ONE LIFT (VERTICALLY) PER DRAWINGS. 24"0 0-RING RCP
5. CONCRETE CRADLE MAY BE ELIMINATED PER RECOMMENDATION FROM THE ON -SITE GEOTECHNICAL ENGINEER. ANY DEVIATION FROM d a \
a
THIS DETAIL SHALL BE SUBMITTED TO AND REVIEWED BYTHE DESIGN ENGINEER PRIOR TO IMPLEMENTATION. IF THE CRADLE IS c
ELIMINATED, THEN A LETTER FROM AN NC PE CERTIFYING THAT ALL SOIL MATERIAL UNDER, AROUND, AND ABOVE THE BARREL PIPE MEETS ° ..�y.
6" 0 DIP THE BERM MATERIAL SPECIFICATIONS STATED ON SHEET C9.00 1S REQUIRED. 15%° ° 0 . 4° \ e `'
\ / a
6. ALLOW CRADLE TO CURE FOR A MINIMUM OF 7 DAYS BEFORE ANY VIBRATING COMPACTION EQUIPMENT IS USED IN THE VICINITY OF c \
THE BARREL PIPE.
'TOR SHALL SEAL THE PIPE °
� 4
TION USING A RUBBER BOOT 7. TRENCH TO BE BACKFILLED IN 5" LIFTS WHEN COMPACTION IS BY HAND. BACKFILL IS IN 8" LIFTS WHEN CONDUCTED BY MACHINE. ° 3000 PSI
INLESS STEEL HARDWARE MINIMUM OF 2 FEET COVER MUST BE PRESENT ON 24" 0 RCP BEFORE DRIVING OVER WITH HEAVY EQUIPMENT. <°
G 4
' CONCRETE
12" MIN.
d
j . a:
a.
� d ° d4
VDWALL PER
CDOT STD. 838.80
D,
PIPE
�/"1VJ Iv IL VI\
APPROVED EQUIVALENT)
kz) `t rLRFURNILU,
CORRUGATED HDPE PIPE
(ADS N-12 OR
APPROVED EQUIVALENT)
4.5' MIN.
24" CONCRETE CRADLE DETAIL
W1 (FT.)
1-0"
H2
H1
�8" O.C. (TYP. )
REFER TO CHART
FOR BAR SIZE
ELEVATION
W2 (FT.
PLAN
NOTES:
1. A FILTER BLANKET IS TO BE INSTALLED BETWEEN THE
RIPRAP AND SOIL FOUNDATION. THE FILTER BLANKET
WILL CONSIST OF A MINIMUM 4" THICK LAYER OF
STONE (NCDOT #57) UNDERLAIN WITH MIRAFI FILTER
WEAVE 700 OR APPROVED EQUIVALENT
ENDWAL
NCDOT STD. f
24" 0 0-RINC
A�
N.T.S.
D 6"
O
1'-01,
O
H1
1' 0" ----
JL8" O.C.(TYP.)
REFER TO CHART
FOR BAR SIZE
SIDE
z
oU)
F- Q
NOTES:
Q< : .
* THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING
fzl� U
00
STANDARDS: 838.01, 838.11, 838.21, 838.27, 838.33,
IL J �I z
838.39, 838.51, 838.57, 838.63 AND 838.69.
O MCA =
* INSTALL PRECAST ENDWALLS WITH WINGS AND PAY
W Q Q LL-
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838.
Q U cc O
* USE 4000 PSI CONCRETE.
�O-I
1-- = 1 z W
* PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615
F- W O J
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING
=p O C0 Q
TO ASTM A185 WITH 2" MIN. CLEARANCE.
z I --I =
* PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
CL
OSHA STANDARD 1926.704.
r W
* PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY
r 0
CONTRACTOR
* ALL ELEMENTS PRECAST TO MEET ASTM C913.
* WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
* CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1"
LU
NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS
J LU
AT 8" CTS.THE CONTRACTOR WILL HAVE THE OPTION
=
O
TO INCREASE THIS BAR SIZE AS NEEDED.
LL Q o
0
ENDWALL DIMENSIONS
FT.
MINIMUM
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
PIPE DIA.
BAR SIZE
H1(FT.)
H2(FT.)
D (FT.)
W1
W2
1.0
#5 @ 8"
1.25/2.00
2.00/3.75
1.25/1.75
3.00/3.75
5.50/6.00
1.25
#5 @ 8"
1.25/2.00
3.00/3.75
1.25/2.00
3.50/3.75
6.50/6.75
1.50
1 #5 @ 8"
1.25/2.00
3.00/4.25
1.50/2.50
3.50/3.75
6.50/6.75
2.0
#5 @ 8"
1.50/2.50
4.00/4.75
1.75/2.50
4.00/4.25
7.50/8.25
2.5
#5 @ 8"
2.50/3.50
4.00/6.00
2.00/3.00
4.50/5.50
10.00/11.50
3.0
#5 @ 8"
3.00/3.50
5.00/6.00
2.75/3.50
5.25/5.75
11.50/11.75
3.5
#5 @ 8"
3.25/4.50
6.00/6.75
3.25/3.50
6.00/6.75
12.00/13.25
4.0
#5 @ 8"
3.50/4.50
6.50/7.00
3.25/3.50
6.50/6.75
13.00/13.25
4.5
#5 @ 8"
4.00/5.00
6.50/8.50
3.25/4.00
7.00/9.25
13.50/15.75
5.0
#5 @ 8"
4.50/5.00
7.00/8.50
3.25/4.00
7.25/9.25
13.75/15.75
5.5
#5 @ 8"
4.50/5.00
7.50/8.50
3.25/4.00
7.25/9.25
14.00/15.75
6.0
#5 @ 8"
4.50/5.00
1 7.50/8.50
3.25/4.00
7.75/9.25
1 14.75/16.75
OUTLET ENDWALL DETAILS
N.T.S.
NCDOT CLASS "B" RIPRAP
12'L x 6'W x 22" THICK
FILTER BLANKET -
(SEE NOTE)
OUTLET BARREL VELOCITY DISSIPATOR
N.T.S.
24" 0 0-RING RCP
OENDWALL PER
NCDOT STD. 838.80
SECTION A A
0 G rn
H Z I
Q W LU
o W
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Q oC r-
0 (�
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Q r W
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0
0
LL
HEET 1 OF 1
838.80
22" LAYER OF
CLASS "B" RIPRAP
4 FILTER BLANKET
O
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
'J
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
PULTE GROUP -MATT KEARNS
11121 CARMEL COMMONS BLVD, SUITE 450
CHARLOTTE, NC 28226
PHONE: [phone]
IkPulteuroup
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THE JOHN R.
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OF v
FESSR0�� v
` SEAL
6788
A. eWooDP`\.
II,II������ 1o�8-z�Ll
REVISIONS
NO.
DATE
1
09. 07. 2021
REVS PER AJHA 1ST REVIEWS
2
09. 17. 2021
REVS PER 1ST NCDOT REVIEW
3
10. 15. 2021
REVS PER 2ND NCDOT REVIEW
4
10. 18. 2021
REVS PER 2ND NCDEQ-SW REVIEW
PLAN INFORMATION
PROJECT NO.
2021210184
FILENAME
2021210184-SWA
CHECKED BY
SAW
DRAWN BY
SAW
SCALE
N /A
DATE
06. 08. 2021
SHEET
STORMWATER CONTROL
MEASURE 'A' DETAILS
C9602

STORMWATER CONTROL MEASURE 'A' LANDSCAPE PLAN
LEGEND
QTY. SYM. SCIENTIFIC NAME COMMON NAME HATCH TYPE MIN. SPACING
102 CT CAREX TENERA
QUILL SEDGE
99 ED EUPATORIADELPHUS DUBIUS DWARF JOE PYE WEED
104 HL HIBISCUS LAEVIS
SEEDBED PREPARATION
SCARLET ROSE MALLOW
4" CONTAINER
q" CONTAINER
(D 4" CONTAINER
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE.
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM.
4. PER ONE TIME ONLY, APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL.
5. CONTINUE TILLAGE UNTIL A WELL -PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER.
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE. AFTER
PERMANENT COVER IS ESTABLISHED.
9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT
TEMPORARY SEEDING SCHEDULE
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
JAN 1 - MAY 1 RYE (GRAIN) 120 LBS/AC
KOBE LESPEDEZA 50 LBS/AC
MAY 1 - AUG 15 GERMAN MILLET 40 LBS/AC
AUG 15 - DEC 31 RYE (GRAIN) 120 LBS/AC
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10
FERTILIZER (FROM AUG 15 - DEC 31, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC).
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING TOOL. A DISK WITH
BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
JAN 1 -AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE, AND MULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
AUG 15 - DEC 31: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. IF
IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN
LATE FEBRUARY OR EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT TO USE THE PERMANENT SEEDING SCHEDULE
PERMANENT SEEDING SCHEDULE (DAM EMBANKMENTS)
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
AUG 25 - OCT (BEST) TALL FESCUE 200 LBS/AC
FEB - APR 15 (POSSIBLE)
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 4,000 LB/AC GROUND AGRICULTURE LIMESTONE AND 1000
LB/AC 10-10-10 FERTILIZER.
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING TOOL. A
DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE FOLLOWING YEAR; USE SOIL TESTS
OR APPLY 150 LB/AC 10-10-10 FERTLIZER. MOW REGULARLY TO A HEIGHT OF 2-4 INCHES.
NOTE: PERMANENT SEEDING SCHEDULE IS FOR SLOPES OF THE BASIN, TOP OF BERM, AND BASIN FLOOR
2' ON CENTER
2' ON CENTER
2' ON CENTER
PLANTING INSTRUCTIONS
PLANTING TECHNIQUES
A. INSURE THAT ROOTS, ONCE REMOVED FROM POT, ARE STRAIGHTENED AND FACE DOWNWARD.
B. CREATE PLANTING AREA FOR EACH PLANT AND EXCAVATE PIT.
C. PLACE PLANTS IN PIT INSURING ROOTS ARE FACING COMPLETELY DOWNWARD.
D. HEEL IN SOIL AROUOND PLANT AND PROCEED TO NEXT PLANTING LOCATION.
E. NEWLY PLANTED PLANTS NEED TO BE FASTENED TO THE SUBSTRATE FOR THE ESTABLISHMENT OF NEW ROOTS.
F. ROOTS SHALL BE SPREAD IN THEIR NORMAL POSITION. ALL BROKEN OR FRAYED ROOTS HALL BE CUT OFF CLEANLY.
G. THE DIAMETER OF THE PITS FOR ALL VEGETATIVE STOCK SHALL BE AT LEAST THREE TIMES THE DIAMETER OF THE ROOT MASS. PLANT PIT
WALL SHALL BE SCARIFIED PRIOR TO PLANT INSTALLATION.
H. SET THE PLANTS UPRIGHT, IN THE CENTER OF THE PIT. THE BOTTOM OF THE ROOT MASS SHOULD BE RESTING ON UNDISTURBED SOIL.
I. PLACE THE BACKFILL AROUND THE BASE AND SIDES OF THE ROOT MASS, AND WORK EACH LAYER TO SETTLE BACKFILL AND TO ELIMINATE
VOIDS AND AIR POCKETS. WHEN PIT IS APPROXIMATELY 2/3 FULL, WATER THOROUGHLY BEFORE PLACING REMAINDER OF THE BACKFILL.
WATER AGAIN AFTER PLACING FINAL LAYER OF BACKFILL.
J. BROKEN OR DAMAGED PARTS WILL BE CUT BACK TO UNDAMAGED TISSUE, LEAVING AS MUCH GREEN BASAL TISSUE AS POSSIBLE ABOVE
THE ROOTS. IF MORE THAN FIFTY PERCENT (50%) OF THE PLANT IS DAMAGED THEN CONTRACTOR SHALL REPLACE THE PLANT.
CONTAINER STOCK / BARE ROOT
A. STOCK SHALL HAVE BEEN GROWN IN A CONTAINER LONG ENOUGH FOR THE ROOT SYSTEM TO HAVE DEVELOPED SUFFICIENTLY TO HOLD
ITS SOIL TOGETHER ONCE REMOVED FROM THE CONTAINER.
B. CONTAINER PLANTS WILL NEED TO BE WATERED REGULARLY AND PLACED IN SHADY CONDITIONS UNTIL PLANTING OCCURS.
C. BARE ROOT PLANTS ARE FOR IMMEDIATE PLANTING, OTHERWISE SEE D) BELOW.
D. IF BARE ROOTS SPECIMENS ARE NOT TO BE PLANTED WITHIN FOUR (4) DAYS,
TEMPORARY HOLDING OF BARE ROOT SPECIMENS ARE TO BE COVERED ENTIRELY BY A SUITABLE MEDIUM (ETC. SOIL, SAWDUST, MULCH
OR THE LIKE) AND WATERED REGULARLY SO AS TO NOT DRY OUT.
PLANT LOCATIONS
A. NEW PLANTINGS SHALL BE LOCATED WHERE SHOWN ON PLAN EXCEPT WHERE CHANGES HAVE BEEN MADE IN PROPOSED CONSTRUCTION.
B. NECESSARY ADJUSTMENTS SHALL BE MADE ONLY AFTER APPROVAL BY THE OWNER OR THE OWNER'S REPRESENTATIVE.
WATER
WATER SHALL BE POTABLE AND SHALL NOT CONTAIN ELEMENTS TOXIC TO PLANT LIFE.
664
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/ 659_ 660
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104 HL 2 w = 658.00 - 658
x 04 ` —
/ 655
652 654 ' k STORMWATER CONTROL r ,.
1 I /� / r MEASURE _
r' r x/ ssR I I MAINTENANCE/ACCESS
I / _ EASEMENT FOLLOWS
STORMWATERJ /� % / / O LOT LINE
CONTROL MEASURE \"I i �M/AIN/ POOL sssss� \ — �� / I EDIMENT\
MAINTENANCE/ACCESS
EASEMENT FOLLOWS I / ss2 + r I F REBAY
BUFFER LINE
I 652
I
PROPERTY BOUNDARY (TYP.)
102
FOREBAY BERM
\ \
sss 102 CT
50
\ 66o N W� 8.00 Y I
' STIFEAM BUFFER \ i
\\\/O�TDgM `\663
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SO�X�
10-FT AQUATIC SHELF �! _ \ - LOT LINE
\ STORMWATER
_ \ \ CONTROL MEASURE
\ MAINTENANCE/ACCESS
_N1 \ \ \ EASEMENT FOLLOWS / \
BUFFER LINE
WETLA\NO-S
TOP\OF BANK
�(TYP.)\\
—
STORMWATER CONTROL MEASURE 'A' LANDSCAPE PLAN
1" = 30' tA
GRAPHIC SCALE
0 15 30 60
1 inch = 30 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
'J
McADAMS
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
PULTE GROUP - MATT KEARNS
11121 CARMEL COMMONS BLVD, SUITE 450
CHARLOTTE, NC 28226
PHONE: [phone]
IlPulteGroup
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A.
REVISIONS
NO.
DATE
1
09. 07. 2021
REVS PER AJHA 1ST REVIEWS
2
09. 17.2021
REVS PER 1ST NCDOT REVIEW
3
10. 15. 2021
REVS PER 2ND NCDOT REVIEW
4
10. 18. 2021
REVS PER 2ND NCDEQ-SW REVIEW
PLAN INFORMATION
PROJECT NO.
2021210184
FILENAME
2021210184-SWA
CHECKED BY
SAW
DRAWN BY
SAW
SCALE
1"=30'
DATE
06. 08. 2021
SHEET
STORMWATER CONTROL
MEASURE 'A'
LANDSCAPE PLAN
C980
3

STORMWATER CONTROL MEASURE '6' CONSTRUCTION SPECIFICATIONS
GENERAL NOTES CONSTRUCTION SEQUENCE
1. PRIOR TO CONSTRUCTION, ANY DISCREPANCIES IN THE PLANS AND NOTES SHALL BE BROUGHT TO THE DESIGN ENGINEER'S ATTENTION 1. PRIOR TO CONSTRUCTION, THE OWNER SHALL OBTAIN A LAND DISTURBING (GRADING) PERMIT AND AN "APPROVAL TO CONSTRUCT"
IMMEDIATELY. FROM THE TOWN OF MIDLAND AND ALL OTHER NECESSARY PERMITS FROM APPLICABLE AGENCIES (E.G. 404 / 401 PERMITS) \ \ / J l
2. THE FINAL CERTIFICATION FOR THIS FACILITY WILL INCLUDE A CERTIFICATION BY THE ON -SITE GEOTECHNICAL ENGINEER THAT THE 2. INSTALL ALL SEDIMENT AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT AND EROSION CONTROL PLAN. THE \ \\ \ L ` 1` / ` \ \ TOP OF BANK
PROJECT WAS CONSTRUCTED PER THE APPROVED PLANS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE WITH THE CONTRACTOR SHALL MAINTAIN ALL APPROVED SEDIMENT AND EROSION CONTROL MEASURES THROUGHOUT THE ENTIRE PROJECT, AS \ / \ \ (TYP.)
ON -SITE GEOTECHNICAL ENGINEER FOR OBSERVATION AND TESTING SUCH THAT THE ON -SITE GEOTECHNICAL ENGINEER CAN CERTIFY THE REQUIRED. THE CONTRACTOR SHALL RECEIVE APPROVAL FROM THE EROSION CONTROL INSPECTOR, AS REQUIRED BY GOVERNING
AGENCIES, PRIOR TO ANY CLEARING.
CONSTRUCTION.
3. ALL CONSTRUCTION ACTIVITY RELATED TO THE PROPOSED STORMWATER MANAGEMENT FACILITY SHALL BE PER THE DETAILS AND
3. CLEAR AND GRUB AREA WITHIN THE LIMITS OF THE PROPOSED DAM CONSTRUCTION. ALL TREES AND THEIR ENTIRE ROOT SYSTEMS MUST
SPECIFICATIONS SHOWN IN THESE DRAWINGS. SOILS, COMPACTION, AND OTHER MISCELLANEOUS DETAILS AND SPECIFICATIONS MAY BE BE REMOVED FROM THE DAM FOOTPRINT AREA AND BACKFILLED WITH SUITABLE SOIL MATERIAL. THE BACKFILLED AREAS SHALL BE
MODIFIED PER THE RECOMMENDATIONS OF THE ON -SITE GEOTECHNICAL ENGINEER. HOWEVER, PRIOR TO IMPLEMENTATION, THE DESIGN COMPACTED TO THE SAME STANDARDS AS THE DAM EMBANKMENT. THE REMAINING AREA OF THE EMBANKMENT SHALL BE STRIPPED TO \ \ - 7
ENGINEER SHALL BE NOTIFIED OF ANY DEVIATION FROM THESE DESIGN DRAWINGS, INCLUDING SHOP DRAWINGS FOR ANY PROPOSED A SUITABLE DEPTH AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER. ANY RESIDUAL SOILS TO BE LEFT IN PLACE MUST BE WELL
MODIFICATION. SCARIFIED TO PROMOTE BONDING OF THE NEW EMBANKMENT FILL. NO EMBANKMENT MATERIAL SHALL BE PLACED FOR THE DAM OR \ ELANDS
KEY TRENCH UNTIL APPROVAL OF THE DAM SUBGRADE/TRENCH IS OBTAINED FROM THE ON -SITE GEOTECHNICAL ENGINEER. ENDWALL PER NCDOT STD. 838.80 INV. OUT (24"0 RCP) = 609.00
4. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLANTING PLAN/SCHEDULE. PLEASE NOTE THAT NO f i 0 LF WIDE EMERGENCY
\ \
r \ - 2
TREES/SHRUBS OF ANY TYPE MAY BE PLANTED ON THE PROPOSED DAM EMBANKMENT (FILL AREAS). 4. EXCAVATE FOR THE NEW KEY TRENCH ALONG THE CENTERLINE OF THE PROPOSED DAM EMBANKMENT. THE TRENCH SHALL EXTEND A � �-
MINIMUM OF 5 FT BELOW EXISTING GRADE OR 2 FT BELOW THE CONCRETE CRADLE AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5 _ ' \\ I - - SPILLWAY @ 613.50 \ \
5. DURING THE INITIAL STAGES OF CONSTRUCTION, THE STORMWATER MANAGEMENT FACILITY MAY BE USED AS A SEDIMENT BASIN FOR FEET. THE KEY TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1 (H:V). THE KEY TRENCH SHALL BE COMPACTED TO THE SAME I VELOCITY DISSIPATOR \ y PRECAST RISER OUTLET STRUCTURE (SEE RIP RAP APRON
_
EROSION CONTROL PURPOSES. IF SO, THE CONTRACTOR SHALL FOLLOW THE GENERAL CONSTRUCTION SEQUENCE BELOW: SPECIFICATION LISTED IN ITEM 4 OF THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS." DEPENDING UPON ON SITE NCDOT CLASS 'I' RIPRAP SHAPE = SQUARE SPECIFICATIONS)
INTERNAL DIMENSIONS = 4 FT. x 4 FT. \
SOIL CONDITIONS ENCOUNTERED DURING EXCAVATION, THE ON -SITE GEOTECHNICAL ENGINEER MAY VARY THE DEPTH AND DIMENSIONS I 12'L X 6'W X 22" THICK / TOP OF RISER = 613.50 \ ORMWATER CONTROL MEASUIRfff
5.1. THE CONTRACTOR SHALL CONSTRUCT THE ENTIRE FACILITY (PERMANENT OUTLET STRUCTURE, DAM, ETC.) WITH THE EXCEPTION OF OF THE KEY TRENCH AS DEEMED NECESSARY. THE ON -SITE GEOTECHNICAL ENGINEER SHALL RETAIN DOCUMENTATION OF ANY VARIATION /� I D50 = 6" / SO' ST / (1) RECTANGULAR WEIRS (2'W x 1'H) = 612.50 �NTENANCE/ACCESS EASEMENTI /
PTHE INTERIOR FINE HASE IS COMPLETE. GRADING FOR THE FACILITY. THE INTERIOR FINE GRADING WILL BE CONSTRUCTED ONCE THE EROSION CONTROL FOR FUTURE AS BUILT SUBMITTALS TO THE TOWN OF MIDLAND. II (SEE DETAIL SHEET C9.06) RfgM & 1.75"0 ORIFICE (INVERTED SIPHON) = 610.00 FOLLOWS BUFFER LINE i -
5.2. THE TEMPORARY DRAW DOWN RISER (OR SKIMMER) SHALL BE CONNECTED TO THE PERMANENT 8"0 DIP DRAIN PIPE. 5. BEGIN PLACEMENT OF BACKFILL WITHIN THE KEY TRENCH. THE KEY TRENCH SHALL BE COMPACTED TO THE SPECIFICATIONS LISTED ITEM 4 L I � � / L 7 �FFfR INVERT OUT (24"0 0-RING RCP) = 609.50 FOREBAY BERM EL. = 610.00 \
5.3. ONCE THE UPSTREAM DRAINAGE AREA IS STABILIZED AND THE EROSION CONTROL INSPECTOR APPROVES THE REMOVAL OF THE OF THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS." THE KEY TRENCH SHALL BE TESTED PER THE SPECIFICATIONS \ TOP OF BANK (SEE DETAIL ON SHEET C9.05) MINIMUM WIDTH = 5 FT
SEDIMENT BASIN, THE CONTRACTOR SHALL REMOVE THE TEMPORARY DRAW DOWN RISER (OR SKIMMER) AND CLEAN -OUT THE LISTED IN THAT SECTION. (TYP.) / ( TO BE COMPACTED PER "BERM AND SOIL
\ � / � �+ COMPACTION SPECIFICATIONS'
BASIN. ALL SEDIMENT, TRASH, ETC. SHALL BE DISPOSED OF PROPERLY (I.E. - PLACED IN A LANDFILL) AND NOT STOCKPILED IN AN ��
\ 10-FT AQUATIC SHELF
AREA WHERE WATER QUALITY COULD BE ADVERSELY AFFECTED. 6. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY PIPES SHOULD BE EVALUATED BY THE ON -SITE GEOTECHNICAL \ \ L
\ ,�° FROM EL. 609.50 TO 610.50 C�
6
5.4. ONCE THE BASIN IS CLEANED OUT, AND ALL EROSION CONTROL DEVICES REMOVED, THE CONTRACTOR SHALL CONSTRUCT THE ENGINEER TO ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE SUBGRADE LEVEL. SHOULD SOFT OR OTHERWISE \ \ � � 10:1 SLOPE (PTO BE INSTALLED
INTERIOR GRADING SHOWN ON THIS SHEET. UNSUITABLE CONDITIONS BE ENCOUNTERED ALONG THE PIPE ALIGNMENTS, THESE MATERIALS SHOULD BE UNDERCUT AS DIRECTED BY \-T P _ AROUND SCIvl/ PERIMETER)
5.5. ONCE THE GRADING IS COMPLETE, THE CONTRACTOR SHALL REQUEST AN ON -SITE INSPECTION AND AN AS -BUILT SURVEY PRIOR TO THE GEOTECHNICAL ENGINEER. THE UNDERCUT MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL FILL, LEAN I 0 OF pqM�
INSTALLATION OF THE STORMWATER MANAGEMENT FACILITY PLANTS. IF THE CONTRACTOR PLANTS THE PROPOSED VEGETATION CONCRETE OR PLOWABLE FILL AS DIRECTED BY THE ON SITE GEOTECHNICAL ENGINEER. \� 46 LF 24"0 CLASS III / / x x = �� t wlo - 615• 0 �� \ -50' STREAM
PRIOR TO AN AS -BUILT SURVEY (AND SUBSEQUENT APPROVAL), ANY CHANGES TO THE GRADING / RE -PLANTING OF PLANTS WILL BE 0-RING RCP 0 1.09% /� - E MIN.)_ ) ( `\ - BUFFER
AT THE CONTRACTOR'S EXPENSE. 7. IN ORDER TO HELP PROTECT THE SOIL SUBGRADE FROM DETERIORATION (DUE TO EXPOSURE, RAINFALL, SEEPAGE, AND RUNOFF) BEFORE \ 615 x - -x x ` STORMWATER CONTROL MEASURE
- THE CRADLE CAN BE POURED IT IS STRONGLY RECOMMENDED THAT A 3" TO 4" THICK CONCRETE MUD MAT BE POURED OVER THE
W/ CONCRETE CRADLE _ � \ �
5.6. ONCE THE ENGINEER HAS APPROVED THE AS BUILT GRADING, THE CONTRACTOR SHALL PLANT THE PROPOSED STORMWATER �% / W \ MAINTENANCE/ACCESS EASEMENT
MANAGEMENT FACILITY PLANTS SHOWN ON THE LANDSCAPE PLAN FOR THE FACILITY. AFTER COMPLETION OF THE PLANTING, THE SUBGRADE ONCE IT IS APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER. THE MUD MAT WILL ALSO PROVIDE BEARING FOR THE (JOINTS WRAPPED IN 1
V
LANDSCAPE CONTRACTOR SHALL PROVIDE A LETTER TO THE ENGINEER CERTIFYING THAT THE PLANTS HAVE BEEN INSTALLED PER BLOCKS THAT TEMPORARILY SUPPORT THE SPILLWAY PIPE UNTIL THE CRADLE CAN BE POURED. THE METHOD OF BLOCK SUPPORT FOR THE GEOTEXTILE FABRIC) / 11 I
THE APPROVED STORMWATER MANAGEMENT FACILITY PLANTING PLAN. PIPE PROPOSED BY THE CONTRACTOR SHOULD BE SUBMITTED TO THE JOHN R. McADAMS COMPANY FOR REVIEW. SEDIMENT
`\ ! 6T ` 6�° - _ NWSE = 610.00 2:1\� \ FOREBAY
6. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. IF THE EXISTING SOIL LAYER ALONG THE FOREBAY BERM IN THE PROPOSED 8. BEGIN CONSTRUCTION OF THE NEW EMBANKMENT. FILL MATERIALS SHALL BE PLACED IN MAXIMUM 8" THICK LIFTS PRIOR TO ��'� �� / 11 616 }/ / / 6°9 _ - - - - - \ c��,�e \� \ �� BOTTOM AT 605.0'
WET POND AFTER CONSTRUCTION / COMPACTION IS NOT DETERMINED SUITABLE BY A LANDSCAPE PROFESSIONAL FOR THE WETLAND COMPACTION, UNLESS DIRECTED OTHERWISE BY THE ON -SITE GEOTECHNICAL ENGINEER. FILL LIFTS SHALL BE CONTINUOUS OVER THE Y 1 / / 05 a \ / / \ \ ��\ (1' SEDIMENT
PLANTINGS, THEN THE CONTRACTOR SHALL AMEND THE PLANTING AREA OF THE WET POND AS DIRECTED BY A LANDSCAPE ENTIRE LENGTH OF FILL. IF IT IS NECESSARY, THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK ` / ` 1 e �i O \ \ \ `� /SrTORAGE)
PROFESSIONAL. TO FINAL GRADE IN ORDER TO ACHIEVE PROPER COMPACTION. `\ / �\ I 6�6 I / 60 / \ \ \
9. AS CONSTRUCTION OF THE EMBANKMENT MOVES FORWARD, IT WILL BE NECESSARY TO INSTALL THE CONCRETE CRADLE. THIS MAY BE \ \�� \\ I I ' BOTTOM AT 652.0' 605.50 605.00 �REFER TO THE C3
I
7. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON THE DAM EMBANKMENT ONCE FINAL GRADES (AS I I MAIN POOL I
SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FILL. PRIOR TO TOPSOIL INSTALLATION, THE CONTRACTOR CONSTRUCTED USING ONE OF THE FOLLOWING METHODS: `\ 620 I I I (1' SEDIMENT STORAGE) _ I I SERIES FOR THE
SHALL SCARIFY THE THE TOP 2"-3" OF THE BERM SECTION TO PROMOTE BONDING OF THE TOPSOIL WITH THE COMPACTED FILL. THE 1 ` \ 603 / j DETAILED DESIGN OF
TOPSOIL DEPTH SHALL RANGE FROM 3"-4" ON THE DAM EMBANKMENT. PLEASE NOTE THE STOCKPILED TOPSOIL SHALL BE AMENDED, AS 9.1. IF THE PROPOSED STRUCTURAL FILL MATERIAL IS UTILIZED AS THE FORMWORK FOR THE CONCRETE CRADLE, THEN THE STRUCTURAL NJ\ 605 O / \ I THE STORM SEWER
DIRECTED BY A LANDSCAPE PROFESSIONAL, PRIOR TO INSTALLATION ON THE EMBANKMENT. FILL SHOULD BE INSTALLED AND COMPACTED UP TO THE TOP OF CONCRETE CRADLE ELEVATION. ONCE THE STRUCTURAL FILL \ \ \ �`J'p� ` 622 \ S �Pf� \ \ m / \ I SYSTEM DRAINING TO
REACHES THE NEXT DOWNSTREAM JUNCTION BOX OR HEADWALL AND IS COMPACTED TO THE ELEVATION OF THE TOP OF THE \ \ \ _ _ _ _ - - - - - - - - - i >� THE SCM.
8. IT IS ANTICIPATED THAT DEWATERING WILL BE NECESSARY IN THE EXCAVATION AREAS (E.G. - EMBANKMENT SUB GRADE, INTERIOR CONCRETE CRADLE, EXCAVATE THE CONCRETE CRADLE TRENCH PER THE PROVIDED DETAILS AND CONSTRUCT THE CONCRETE \ - I `� \ - _ 2: 1
I \\ NWS=
CRADLE AS PER THE PROVIDED CONCRETE CRADLE DETAIL. \ \
610 E 610.00
PORTIONS OF THE STORMWATER FACILITY, KEY TRENCH, ETC.). THEREFORE, THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND � � \ I 624 - - - - -
9.2. IF THE PROPOSED STRUCTURAL FILL IS NOT UTILIZED AS THE FORMWORK FOR THE CONCRETE CRADLE, THEN PRIOR TO �� _
MAINTAIN ANY PUMPING EQUIPMENT, ETC.. NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE STORMWATER FACILITY \ 1 \
CONSTRUCTING THE STRUCTURAL FILL EMBANKMENT, THE FORMWORK FOR THE CONCRETE CRADLE SHOULD BE INSTALLED ON \ \ \ ) O •• '��
SITE. DURING PLACEMENT OF FILL WITHIN THESE AREAS, THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE BOTTOM OF THE \ I Sp
EXISTING GROUND AND / OR THE MUD MAT. THE CONCRETE CRADLE SHALL BE CONSTRUCTED PER THE PROVIDED DETAILS. \ I s' \ m 5 / 42" HIGH CHAINS �NfS FENCE F
EXCAVATION / CONSTRUCTION AREAS. THE MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM \ \ 26 \ I \ L 6� . I
\ -
\ � - -
AND SIDE SLOPES ARE STABLE WITH NO SEDIMENT DISCHARGED FROM THE SITE I.E. PUMPED WATER MAY NEED TO BE DIRECTED TO AN � - - -
BLACK VINYL GATEDgQ
( 10. INSTALL RISER / BARREL ASSEMBLY, ALONG WITH THE EMERGENCY DRAIN SYSTEM. THE DRAIN VALVE LOCATED WITHIN THE RISER BOX \ \ ` / �� "� _ ENCLOSE STORWIWATER CONTROL,
APPROVED EROSION CONTROL DEVICE SUCH AS A DIRT BAG (ACF ENVIRONMENTAL), OR ENGINEER APPROVED EQUIVALENT, PRIOR TO SHALL BE KEPT OPEN UNTIL AN AS -BUILT CERTIFICATION HAS BEEN COMPLETED BY THE ENGINEER AND AN APPROVAL TO IMPOUND HAS - - - - / MEASURE
DISCHARGE). BEEN ISSUED BY ALL APPLICABLE AGENCIES. \ \� \ \ 626 `� �\ - - 618_ - - - -
\
9. THE RETAINING WALL ALIGNMENT SHOWN ON THESE PLANS DEPICTS THE LOCATION OF THE FRONT FACE OF THE RETAINING WALL AT THE 11. INSTALL 24" RCP OUTLET BARREL SPILLWAY FILTER FROM THE DETAILS SHOWN ON SHEET SHEET C9.06. >% \' \ \ \ 630 �\ 620 I / 620
BOTTOM. 1 v _
12. CONSTRUCT EMBANKMENT PER SPECIFICATIONS LISTED IN THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS" AND
10. THE RETAINING WALL IS TO BE A DESIGN -BUILD PROJECT(S) BY THE CONTRACTOR. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO
OBTAIN FINAL CONSTRUCTION DRAWINGS FROM A REGISTERED PROFESSIONAL ENGINEER AND GAIN ALL REQUIRED PERMITS NECESSARY 626
REQUIREMENTS OF THE ON -SITE GEOTECHNICAL ENGINEER. ALL CHARACTERISTICS OF THE EMBANKMENT FILL MATERIAL SHALL MEET THE �� I - - `632\ I
STANDARDS SET FORTH IN "BERM AND SOIL COMPACTION SPECIFICATIONS", INCLUDING COMPACTION AND MOISTURE REQUIREMENTS. IF t6 \ \ 1
FOR THE CONSTRUCTION OF THE RETAINING WALL. NECESSARY TO ACHIEVE PROPER COMPACTION, THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT
BACK TO PROPER FINAL GRADE. ANY HAND COMPACTION ACTIVITIES AROUND SPILLWAY OR DRAIN STRUCTURES SHALL BE CONDUCTED IN
11. THE RETAINING WALL SHALL BE ASSUMED TO BE BACKFILLED WITH OFF -SITE BORROW MATERIAL OR PROCESSED FILL UNLESS N
4-INCH LOOSE LIFTS AND BE TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTIRE EMBANKMENT. ALL 1 \�?
CONTRACTOR CAN PROVIDE OWNER WITH CONFIRMATION FROM THE GEOTECHNICAL ENGINEER AND THE RETAINING WALL DESIGNER G \ \ `��\ \ 632
_ -
COMPACTION AND MOISTURE TESTING SHALL BE CARRIED OUT AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER AND AS LISTED IN
THAT READILY AVAILABLE ON -SITE SOILS CAN BE USED. THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS".
1
12. THE TOP AND BOTTOM OF WALL ELEVATIONS SHOWN ON THESE PLANS IDENTIFY FINISHED GRADE ELEVATIONS ONLY. THE EXTENT THAT 13. UPON COMPLETION OF DAM EMBANKMENT, PROMPTLY STABILIZE AND SEED DAM EMBANKMENT PER SEEDING SCHEDULE.
THE RETAINING WALL WILL BE EXTENDED BELOW GRADE TO THE FOOTING SHALL BE IDENTIFIED ON THE RETAINING WALL CONSTRUCTION
DRAWINGS. 14. SCHEDULE A FINAL AS -BUILT INSPECTION AND AS -BUILT SURVEY WITH THE ENGINEER. AN AS -BUILT INSPECTION SHOULD BE SCHEDULED A \
MINIMUM OF 60 DAYS BEFORE A PERMIT TO IMPOUND IS REQUIRED. ANY COMMENTS OR DEFICIENCIES IN THE DAM CONSTRUCTION i \ \ \ \I , s I - J I
BERM AND SOIL COMPACTION SPECIFICATIONS MUST BE CORRECTED TO THE SATISFACTION OF THE ENGINEER AND OWNER BEFORE CERTIFICATION SHALL BE GRANTED. UPON FINAL
APPROVAL FROM THE TOWN OF MIDLAND, CLOSE THE 8"0 BOTTOM DRAIN VALVE IN THE RISER BOX AND BEGIN IMPOUNDING WATER.
1. PRIOR TO CONSTRUCTION, THE ON -SITE GEOTECHNICAL ENGINEER SHALL IDENTIFY BORROW / FILL AREAS AND VERIFY THEIR SUITABILITY NO WATER SHALL BE IMPOUNDED BEFORE AN APPROVAL TO IMPOUND IS ISSUED FROM THE TOWN OF MIDLAND.
FOR USE WITHIN THE DAM EMBANKMENT. ALSO, THE ON -SITE GEOTECHNICAL ENGINEER SHALL PERFORM STANDARD PROCTORS ON THE
PROPOSED BORROW MATERIAL TO ENSURE THAT OPTIMUM MOISTURE CONTENT AND COMPACTION CAN BE ACHIEVED/CONTROLLED OUTLET STRUCTURE MATERIAL SPECIFICATIONS`_
DURING CONSTRUCTION. \� c^ c 1 \ \ rn \ a.� \ / I1 \ I /29
LP
1. THE 24"0 RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, MEETING THE REQUIREMENTS OF ASTM C76-LATEST. 2. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW AREAS APPROVED BY THE ON -SITE
THE PIPES SHALL HAVE CONFINED O RING RUBBER GASKET JOINTS MEETING ASTM C 443 LATEST. THE PIPE JOINTS SHALL BE TYPE R 4.
GEOTECHNICAL ENGINEER. THE FILL MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD, STONES GREATER THAN 6", AND FROZEN
OR OTHER OBJECTIONABLE MATERIAL. THE FOLLOWING SOILTYPES ARE SUITABLE FOR USE AS FILL WITHIN THE DAM EMBANKMENTAND \ \ \ \ IN
KEY TRENCH: ML AND CL. ALL FILL MATERIALS SHALL BE APPROVED BY THE ONSITE GEOTECHNICAL ENGINEER FOR THE INTENDED USE. 2• THE STRUCTURAL DESIGN FOR THE 4' X 4' (INTERNAL DIMENSIONS) RISER BOX WITH EXTENDED BASE SHALL BE BY OTHERS. PRIOR TO
ORDERING THE STRUCTURES, THE CONTRACTOR SHALL PROVIDE, TO THE DESIGN ENGINEER FOR REVIEW, SHOP DRAWINGS AND - \ 1\ \ \\\ \ \• •�••: •r I I
SUPPORTING STRUCTURAL CALCULATIONS SEALED BY A P.E. REGISTERED IN NORTH CAROLINA DEMONSTRATING THE PERTINENT VERTICAL 3
3. FILL PLACEMENT FOR THE EMBANKMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT (UNCOMPACTED). EACH LIFT SHALL BE CONTINUOUS
FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL SHALL BE LOADS ARE SUPPORTED BY THE CONCRETE RISER STRUCTURE.d.
REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT. FILL MATERIAL ADJACENT TO ALL SPILLWAY AND DRAINAGE
3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. STEPS SHALL BE PROVIDED ON THE INNER WALL OF \ 1 \ ` \- I- I •• : " J.
STRUCTURES SHALL BE PLACED IN 4 INCH (UNCOMPACTED) LIFTS AND HAND COMPACTED TO THE SAME COMPACTION AND MOISTURE THE RISER BOX. STEPS SHALL BE IN ACCORDANCE WITH NCDOT STD. 840.66. PLEASE REFER TO SHEET C9.06 FOR LOCATION OF THE RISER - �\ \ \ \ -.�'�' - - _ - - ••. I •, J.
REQUIREMENTS AS THE ENTIRE EMBANKMENT.
STEPS. \ \1t \ 1 r\..... y s ' y ' ' ��� 4�•
4. ALL FILL SOILS USED IN THE EMBANKMENT CONSTRUCTION SHALL BE COMPACTED TO AT LEAST 95% OF THE STANDARD PROCTOR `?�`.. ! \ '� d. •. L
4. THE CONCRETE ANTI -FLOTATION BLOCKS SHALL BE PRECAST AS THE EXTENDED BASE OF THE RISER BOX DURING FABRICATION. THE
MAXIMUM DRY DENSITY (ASTM D-698). THE FILL SOILS SHALL BE COMPACTED AT A MOISTURE CONTENT WITHIN -1 TO +3 PERCENT OF ITS •' \ \ \ \� �{
PRECAST BASE SHALL BE INCLUDED AS PART OF THE SHOP DRAWINGS THAT WILL BE SUBMITTED TO THE ENGINEER FOR REVIEW (SEE ITEM \
OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE ON -SITE GEOTECHNICAL ENGINEER DURING
2 ABOVE . IN LIEU OF A PRE -CAST BASE THE CONTRACTOR MAY OPT TO CAST -IN -PLACE THE ANTI -FLOTATION BLOCK IN THE FIELD.
CONSTRUCTION TO VERIFY THAT THE PROPER COMPACTION LEVEL HAS BEEN REACHED. THE FILL SHOULD BE COMPACTED USING A ) \ \ '�% :. •:
HOWEVER, PRIOR TO CONSTRUCTING THE CAST -IN -PLACE BASE, THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE ENGINEER
SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO PREVENT DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE -�. .
FOR REVIEW DENOTING THE FOLLOWING: r ` '�: •. r• \ \ \ �\ / I / -
UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE.
A. STEEL REINFORCEMENT \ r \ \ )
5. THE DESIGN ENGINEER SHALL BE PROVIDED WITH REPORTS AND CERTIFICATION, BY THE ON -SITE GEOTECHNICAL ENGINEER, THAT THE '4
GEOTECHNICAL ASPECTS OF THE FACILITY HAVE BEEN CONSTRUCTED PER PLAN. THIS CERTIFICATION MUST ADDRESS THE TESTING FOR B. THE CONNECTION MECHANISM TO JOIN THE ANTI -FLOTATION BLOCK WITH THE RISER SECTION
MATERIALS AND COMPACTION OF THE DAM EMBANKMENT AND SPILLWAY. THESE REPORTS AND CERTIFICATION WILL BE NEEDED DURING
5. IF THE ANTI -FLOTATION BLOCK IS PRECAST AS PART OF THE RISER BASE SECTION, THE ENTIRE PRECAST RISER BOX STRUCTURE SHALL HAVE � .. . :•� � . ,: `�H � -• `- ; '- � - _ _ s : :. .. �� \
THE AS -BUILT CERTIFICATION PROCESS FOR THIS STORMWATER CONTROL MEASURE. THEREFORE, IT SHALL BE THE CONTRACTOR'S A SHIPPING WEIGHT OF 15,492 LBS. THE STRUCTURE WEIGHT SHALL BE THE SHIPPING WEIGHT AND SHALL BE DETERMINED BY
RESPONSIBILITY TO COORDINATE TESTING AND OBSERVATION WITH THE ON -SITE GEOTECHNICAL ENGINEER. O VV \ _ �� • - \
SUBTRACTING THE WEIGHT OF THE FACTORY BLOCK OUTS FROM THE GROSS STRUCTURE WEIGHT. THIS INFORMATION SHALL BE SHOWN
ON THE SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW. IF THE CONTRACTOR OPTS TO CAST -IN -PLACE THE ANTI -FLOTATION tJ pv C \ \� -` �� 7_ •� - d \
6. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED BLOCK, THE CONTRACTOR SHALL ENSURE THE WEIGHT OF THE ENTIRE RISER STRUCTURE IS EQUAL TO THE MINIMUM LISTED ABOVE. 634
\ _
DURING CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FOR EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT 634 l�
OF FILL OR AS RECOMMENDED BY THE ON -SITE GEOTECHNICAL ENGINEER. 6. THE RISER BOX JOINTS SHALL BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO ASTM-C990-LATEST. IF NECESSARY, THE \ \ d..%. I \ �\ 630 630 _�\•� ''
7. TESTING WILL BE REQUIRED ALONG THE O CONTRACTOR SHALL INCORPORATE A WATERSTOP INTO THE RISER BOX JOINT TO ENSURE A WATERTIGHT CONNECTION. THE
GE
OF FILL OR AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER. RCP OUTLET BARREL AT A FREQUENCY OF ONE TEST PER 25 LF OF PIPE PER VERTICAL FOOT CONTRACTOR SHALL PARGE JOINTS ON BOTH THE INSIDE AND OUTSIDE WITH NON -SHRINK GROUT. \ •• % \ 1 624
\ ' �•
7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS TO THE ENGINEER FOR REVIEW. CONTRACTOR \ •� / • • % \ \ \ 1 620 - 624 \
SHALL ENSURE THAT AN ACCESS HATCH IS PROVIDED WITHIN THE TRASH RACK (SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR / \ % . • '. \ / 1 \
FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LOCK FOR SECURING THE ACCESS HATCH. NOTE THE
ACCESS HATCH SHALL LINE UP WITH THE ACCESS STEPS AFTER INSTALLATION. / // / a•.J.-
8. ALL POURED CONCRETE SHALL MEET THE FOLLOWING SPECIFICATIONS UNLESS OTHERWISE NOTED:
-MINIMUM 3000 PSI (28 DAY) l\ ,•d \ J l \ 11 _---_-- \ L\-
-SLUMP =3"-5"
-ENTRAINED AIR = 5%- 7%
PLEASE NOTE NO CONCRETE SHALL BE POURED WHEN THE AMBIENT AIR TEMPERATURES ARE EXPECTED TO BE ABOVE 85°F OR BELOW
40°F. CAST -IN -PLACE CONCRETE SHALL BE "WET CURED" AFTER FINISHING FOR A MINIMUM OF 48 HOURS.
9. GEOTEXTILE FABRIC FOR THE 24" 0 RCP OUTLET BARREL JOINTS SHALL BE MIRAFI 180N OR ENGINEER APPROVED EQUAL (NON -WOVEN
FABRIC) 10. STORMWATER FACILITY EMERGENCY DRAW DOWN IS VIA AN 6"0 PLUG VALVE. THE VALVE SHALL BE A M&H STYLE 1820 X-CENTRIC VALVE STORMWATER CONTROL MEASURE ' B' PLAN VIEW
OR APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE WITH AWWA C-517, AND SHALL BE OPERABLE FROM TOP OF OUTLET STRUCTURE 1" = 30'
VIA A HAND WHEEL (SEE DETAIL SHEET C9.06). THE CONTRACTOR SHALL PROVIDE A REMOVABLE VALVE WRENCH WITH A HAND WHEEL
ON TOP FOR OPERATION OF THE 6"0 PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING THE WRENCH TO THE
TRASH RACK. t4
GRAPHIC SCALE
0 15 30 60
1 inch = 30 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION I
'J
McADAMS
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
PULTE GROUP - MATT KEARNS
11121 CARMEL COMMONS BLVD, SUITE 450
CHARLOTTE, NC 28226
PHONE: [phone]
IlPulteGroup
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REVISIONS
NO.
DATE
1
09. 07. 2021
REVS PER AJHA 1ST REVIEWS
2
09. 17.2021
REVS PER 1ST NCDOT REVIEW
3
10. 15. 2021
REVS PER 2ND NCDOT REVIEW
4
10. 18. 2021
REVS PER 2ND NCDEQ-SW REVIEW
PLAN INFORMATION
PROJECT NO.
2021210184
FILENAME
2021210184-SWB
CHECKED BY
SAW
DRAWN BY
SAW
SCALE
1"=30'
DATE
06. 08. 2021
SHEET
STORMWATER CONTROL
MEASURE'B' PLAN VIEW
C980
4

TOP OF HANDWHEEL TO EXTEND
1-FOOT ABOVE TRASH RACK
TOP OF DAM EL. = 615.50
TRASH RACK
(SEE DETAIL) PROPOSED GRADE -
- COMPACTED BERM SECTION
(SEE BERM AND SOIL COMPACTION
SPECIFICATIONS ON SHEET C9.04)
ARMORED EMERGENCY
MAIN POOL
ELEV: 610.00
TEMPORARY POOL
ELEV: 611.10
DAM ELEV: 615.50 -71
CONCRETE COLLAR 3 SPILLWAY AT ELEV. 613.50 I - - - I
100-YEAR STORM EL. = 613.97 (TO BE CONSTRUCTED IN 3 _- O I -I O I -I O I -I O I -I O I -III -III -III -III -III -III = _
50-YEAR STORM EL. = 613.83 THE FIELD BY THE CONTRACTOR, 1 _- I I -III -III -III -III -III -III -III -III -III -III -III -III -III-_ _ 1 SPILLWAY FILTER SEDIMENT MAIN
SEE DETAIL) - I I -III -I I I -I I I -I I I -I I I -I I I=1 I I -I I I -I I I -I I I -I I I -I I I -I I I -I I I -I I I -III (SEE DETAIL SHEET C9.D6) FOREBAY POOL VEGETATIVE SHELF
25-YEAR STORM EL. = 613.69 I I�I I� I�__ _ I�I �I I� I I�I I� I�_ I�I �I I -_ _
TOP: 610.50
9.50
TOP OF RISER EL. = 613.50 (1) RECTANGULAR WEIR 6" COVER _= I I I=I I I=III=III=I I I=I I I=I I I=I I I=I I I=I I I=I I I=I I I=III=III=III=III=I I I=I I I=III EI I I=III=III == 6" COVER FOREBAY SEDIMENT BOTTOM: L SEDIMENT
10-YEAR STORM EL. = 613.34 2'W x 1.O'H (MIN.) _- I I=I I IEE I I I=I I I=I I I=I I I=I I I=I I I=I I I=I I I=I I I=I I I=I I I=III=III=III=III=III=I I I=I I I=I I I=I I I=I I FE I I=I I I-_ (MIN.) STORAGE ELEV: 606.00 MAIN POOL SEDIMENT
AT INV=612.5D _=-I I-I�I I ILL I I=I I I I=III=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=I I I=I I I=I I I=I I I=I I I=I I I=I I I=I I I=III= _ STORAGE ELEV: 604.00
1-YEAR STORM EL. = 612.39 o IEEI I I=I I I=I I I=I I I IT=-� H=I II I I =I I I=III=I I I=I I I=I I I=I I I=I I I=I I I=I I I=I I I=I I I=I I I=I I I=I I I=III=III=III=III=III=III=III II = BOTTOM OF SEDIMENT BOTTOM OF SEDIMENT
_ - - - - - - - - - - - - - - - - - - STORAGE ELEV: 603.00
1=III=III=III ;III III -III -II II -III =-ftt- II-I�lIImIII III III III III III III III III III -III -III -III -III- - - - - ENDWALL PER NCDOT STD. 838.80 STORAGE ELEV: 605.50
I -III III I I I_I I I-1 11=-H-{=�I II I =III III III III �IIIi III=III=III=III=I I (1 FT DEPTH)
(SEE DETAIL ON SHEET C9.06) (6 IN DEPTH AT EXIT)
-----------------------------------
FLOW
O APPROXIMATE LOCATION OF WET POND
WATER QUALITY VOLUME = 611.10 46 LF CLASS III 24"0 0-RING RCP - - - - - -- BOTTOM OF SEDIMENT
-_ (ASTM C76-LATEST) ® 1.09% � O O O EXISTING GROUND STORAGE ELEV: 605.00 CROSS SECTION
NORMAL WATER SURFACE EL. = 610.00 a a.
0 0 0
_ (1 FT DEPTH AT ENTRANCE)
o v J° °O�O�O� _
24" 0 0-RING RCP INVERT EL. = 609.50 a ° ° J� a a °. a a ° J� O O O O
--------4-----.--==-----=----=----=- ° 5.0' (MIN) a a
a ---=----------L-_- a
-' -a -- -
O O
IIIJ III III III III III III III III III III III
a
a1 III a 1 III IIIa III III III III II°I III IIIO IIIOIIIOIII III III IIIII III IIIIII III IIIIII III IIIIII III IIIIII III IIIIII III IIIIII III IIOI
a a1.75"0 INVERTED SIPHON IIIINV. = 610.00 -2.
111
(SEE DETAIL ON SHEET C9.06) III I I =IIII III II 111 ii iii iii iii III III
RETE CRADLE INV 24"0 0-RING RCP -
I
ITY- DISSI
IPATOR1THIC 0
6"0 EMERGENCY DIP LER (SEE DETAIL ON SHEET C9.06)-5 FT. WIDE MINIEL. 609.00
(SEE DETAIL SHEET C9.06)
I I 1 1 1 1 III III KEY TRENCH SEE BERM AND SOIL -III III III III III III III III III _III _ III _ III III III III III III III III III
DRAIN TRASH RACK 24 CLASS III 0-RING RCP
(SEE DETAIL ON SHEET C9.06) III III III III III III III III INVERT OUT = 609.50 -III III III III III III III III III III III III III III- COMPACTION SPECIFICATIONS ON III III A DOUBLE LAYER OF NON -WOVEN III III III III III III III NOTES:
_III SHEET C9.04) KEY TRENCH TO BE :III GEOTEXTILE FABRIC SHALL BE PLACED
CONCRETE CONTRACTOR SHALL FORM INVERT IN : PROVIDED PER THE DIRECTION OF : AROUND EACH JOINT OF THE 24" 0 0-RING RCP : 1. REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING)
ANTI -FLOTATION BLOCK III BOTTOM OF RISER STRUCTURE TO DRAIN III III III III- THE SITE GEOTECHNICAL ENGINEER III- BARREL IN 2' WIDE STRIPS CENTERED ON JOINT. -III III III- THE DAM EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON THE GRADING
POSITIVELY TO INVERT OF OUTLET III PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FILL. PRIOR TO TOPSOIL
BARREL USING NON -SHRINK GROUT III III III III III III III III INSTALLATION, THE CONTRACTOR SHALL SCARIFY THE TOP 2-TO 3-INCHES OF THE
PERMANENT DAM CROSS SECTION BERMN SECTION TO PROMOTE BONDING OF THE TOPSOIL WITH THE COMPACTED
N.T.S. FILL. THE TOPSOIL DEPTH SHALL RANGE FROM 3- TO 4-INCHES ON THE DAM
EMBANKMENT.
d
3�"L x J"O GRADE 8
STAINLESS STEEL
CONCRETE LAG
SCREW
18" X 4" X J"
GALVANIZED STEEL
STRAP (4 PER
0 RISER JOINT)
d
a
3.0"
RISER JOINT CONNECTION DETAIL
N.T.S.
NOTES:
1. CONCRETE ANTI -FLOTATION BLOCK TO BE PROVIDED WITH MINIMUM TEMPERATURE
AND SHRINKAGE STEEL REINFORCEMENT.
2. TRASH RACKS NOT SHOWN FOR CLARITY.
3. THE NUMBER OF GUIDES FOR THE VALVE STEM SHALL BE DETERMINED IN THE FIELD BY
THE CONTRACTOR. THE VALVE STEM MUST BE OPERABLE FROM THE TOP OF THE RISER
VIA THE HANDWHEEL WITH AN INSIGNIFICANT AMOUNT OF PLAY IN THE VALVE STEM.
4. CONTRACTOR SHALL PROVIDE A JOINT IN THE OUTLET BARREL NO MORE THAN 5-FT FROM
THE RISER.
(1) RECTANGULAR WEIR
2'W x 1'H
AT INV=612.50 d
4.
INVERTED INTAKE
(SEE DETAIL ON
SHEET C9.06)
6"0 DIP DRAIN
W/ TRASH RACK
(SEE DETAIL ON
SHEET C9.06)
CONCRETE
ANTI -FLOTATION
BLOCK
5.0'
4.0'
0
d
2.0'
I
8.0'
1.5' 5.0' 1.5'
d ° 4 °
° °. 4
U? ° a 1" THICK JOINT FILLER MATERIAL
°d.
(1) RECTANGULAR WEIR d ° °zf
2'W x 1'H ° ° 4..
AT INV=612.50 CONCRETE CRADLE
°
6" DIP DRAIN ° a 4 ° a ° (SEE DETAIL ON
W/ TRASH RACK ° SHEET C9.06)
° d
(SEE DETAIL ON 4 ----------------
SHEET C9.06) a
0:
24"0 0-RING
0 0 ° RCP
oo "' 44 FLOW
d'
a 4..
------------
°
°
4 a.
a a a.
d p
d d °
d 41
CONCRETE COLLAR
° (TO BE CONSTRUCTED IN
"' THE FIELD BY THE CONTRACTOR,
SEE DETAIL)
° d 1" THICK JOINT FILLER MATERIAL
6" PLUG VALVE. THE VALVE SHALL BE A PRECASTER SHALL PROVIDE
M&H STYLE 1820 X-CENTRIC VALVE OR A BLOCK OUT FOR THE
APPROVED EQUAL. THIS VALVE SHALL BE IN 24"0 0-RING RCP
ACCORDANCE WITH AWWA C-517, AND
SHALL BE OPERABLE FROM TOP OF OUTLET CONTRACTOR SHALL PROVIDE
STRUCTURE VIA A HANDWHEEL. STEPS IN ACCORDANCE WITH
NCDOT STD. 840.66. STEPS
SHALL BE PLACED AT 16" O.C.
CONTRACTOR SHALL PROVIDE STEPS IN
ACCORDANCE WITH NCDOT STD. 840.66.
STEPS SHALL BE PLACED AT 16" O.C.
TOP OF RISER EL. = 613.50
(1) RECTANGULAR WEIR
2'W x 1'H
AT INV=612.50
VALVE STEM GUIDE
(SEE NOTE #3)
i
5.67'
1
24" 0 0-RING
i RCP
/
4
d 4 Q °.
d d.
° a 4
° 1.17'
Z
°
° 4.. d d a
CONTRACTOR SHALL FORM
INVERT OF RISER STRUCTURE
TO DRAIN POSITIVELY TO
INVERT OF OUTLET BARREL
USING NON -SHRINK GROUT
INVERTED INTAKE
(SEE DETAIL ON
SHEET C9.06)
INVERT EL. = 610.00
6" DIP DRAIN
W/ TRASH RACK
(SEE DETAIL ON
SHEET C9.00) -�
CONTRACTOR SHALL SEAL
THE PIPE PENETRATION
USING A RUBBER BOOT
AND STAINLESS STEEL
HARDWARE
6"0 DIP DRAIN PIPE_
CONTRACTOR SHALL CORE -DRILL THE
HOLE FOR THE 6"0 DIP PIPE IN THE
FIELD. PRECASTER SHALL OMIT
REINFORCEMENT IN THIS AREA
PERMANENT OUTLET STRUCTURE DETAILS
N.T.S.
TOP OF HANDWHEEL TO EXTEND
1-FOOT ABOVE TRASH RACK
CONTRACTOR SHALL PROVIDE STEPS IN
ACCORDANCE WITH NCDOT STD. 840.66.
STEPS SHALL BE PLACED AT 16" O.C.
PRECASTER SHALL PROVIDE
A BLOCK OUT FOR THE
24"0 0-RING RCP
CONCRETE COLLAR
(TO BE CONSTRUCTED IN THE
I FIELD BY THE CONTRACTOR,
SEE DETAIL)
---- -----------------
24"0 0-RING
RCP
FLOW
o A A
O•
--------------
a �
Q 4 Q/ Nt Q CONCRETE CRADLE
/4 (SEE DETAIL ON
SHEET C9.06)
1 " THICK JOINT FILLER MATERIAL
6" PLUG VALVE. THE VALVE SHALL
BE A M&H STYLE 1820 X-CENTRIC CONCRETE ANTI -FLOTATION
VALVE OR APPROVED EQUAL. THIS BLOCK
VALVE SHALL BE IN ACCORDANCE
WITH AWWA C-517, AND SHALL BE
OPERABLE FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL.
7.0'
1.0' (TYP.)
I­�
9.9 LF
2"x2"x1 /4"
ANGLE
;ONCRETE
WCHOR
3OLT (TYP.,
;EE NOTE
(4)
DENOTES THE ACCESS HATCH 'FABRICATED HINGES FOR THE
TO BE PROVIDED BY THE TRASH 2'x3' ACCESS HATCH. ACCESS
RACK FABRICATOR PER OUTLET HATCH SHALL BE POSITIONED
STRUCTURE MATERIAL OVER STEPS.
NOTES: SPECIFICATIONS (SHEET C9.10)
1. ALL REBAR TO BE #4 REBAR.
2. ALL REBAR AND ANGLES TO BE HOT -DIPPED GALVANIZED AND BE PROVIDED WITH AN EPDXY COATING.
3. THE HOT -DIPPED, GALVANIZED 2"x2"x1/4" ANGLES SHALL BE WELDED TO THE REBAR TRASH RACK. ONCE WELDED,
THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE RISER WITH ANGLES SITTING DIRECTLY ON TOP OF RISER.
4. CONTRACTOR SHALL ANCHOR THE TRASH RACK TO MANHOLE WALL WITH FOUR 4"x1/4" CONCRETE ANCHOR BOLTS
THROUGH ANGLES. �/
5. CONTRACTOR SHALL OMIT OR ADJUST REBAR AS NECESSARY TO ALLOW FOR CONCRETE COLLAR. RISER TRASH RACK DETAIL
6. ACCESS HATCH SHALL ALIGN WITH STEPS IN RISER. N.T.S.
NOTES:
1. ALL REBAR TO BE #4 REBAR.
3" CLEARANCE -
TO OUTSIDE OF
#4 REBAR)
5.0'
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
CONCRETE ANCHOR ^'T
(TYP., SEE NOTE
9.9 LF
2"x2"x1 /4"
ANGLE
3" ANCHOR DEPTH
PRECAST
STRUCTURE WALL
d d
4 d
°
°
d - #4 REBAR ANCHORS. -
CONTRACTOR SHALL
DRILL INTO PRECAST
3.625' / STRUCTURE WALL AND
24" 0-RING I 3.83' SET ANCHORS USING
RCP EPDXY GROUT
I
I
0.5'
ANCHOR
DEPTH
°
d d °
a
4" 3.8' 4"
(CENTER TO (CENTER TO O TO OUTSIDE OF
3" CLEARANCE
CENTER) CENTER) (CENTER
#4 REBAR)
FRONT VIEW CONCRETE ANTI -FLOTATION
BLOCK
CONCRETE COLLAR DETAIL
N.T.S.
°
°
01111111111111
k' ./
#4 REBAR TRASH RACK (ABOVE)
ANCHOR TRASH RACK TO MANHOLE WALL
WITH FOUR EQUALLY SPACED HOT -DIPPED
GALVANIZED STEEL CLAMPS. EACH CLAMP
ATTACHED TO MANHOLE RISER BY
2-4"x1 /4" CONCRETE ANCHOR BOLTS
EACH CLAMP TO BE COATED W/ AN
EPDXY COATING.
1' DEPTH
3000 PSI CONCRETE COLLAR
(MIN. 28 DAY STRENGTH)
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
° 24" 0-RING
RCP
5.5" CENTER TO
d CENTER
a
6" ANCHOR DEPTH
dI d
#4 REBAR ANCHORS.
CONTRACTOR SHALL DRILL
INTO PRECAST BASE AND SET
ANCHORS USING EPDXY GROUT
SIDE VIEW
CONCRETE ANTI -FLOTATION
BLOCK
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
'J
McADAMS
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
PULTE GROUP -MATT KEARNS
11121 CARMEL COMMONS BLVD, SUITE 450
CHARLOTTE, NC 28226
PHONE: [phone]
IlPulteGroup
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` SEAL
�°°°• ONE •� �:
REVISIONS
NO.
DATE
1
09. 07. 2021
REVS PER AJHA 1ST REVIEWS
2
09. 17.2021
REVS PER 1ST NCDOT REVIEW
3
10. 15. 2021
REVS PER 2ND NCDOT REVIEW
4
10. 18. 2021
REVS PER 2ND NCDEQ-SW REVIEW
PLAN INFORMATION
PROJECT NO. 2021210184
FILENAME 2021210184-SWB
CHECKED BY SAW
DRAWN BY SAW
SCALE N / A
DATE 06. 08. 2021
SHEET
STORMWATER CONTROL
MEASURE '6' DETAILS
9w05

#6 REBAR
PERIMETER FRAME
4" x 4" 6/6
WELDED WIRE
FABRIC (EACH SIDE
& TOP OF CAGE)
18" (TYP.)
2.03'
if
4" ANCHOR DEPTH
CONTRACTOR SHALL
DRILL INTO PRECAST
EXTENDED BASE AND
SET ANCHORS USING
EPDXY GROUT
G
21
2 LF
6"0 DIP
d. d
v
a
d da
d
0.86'
(CENTER TO CENTER)
6" PVC CAF
SCREW TYPE
TOP EL. = 610.83
INVERT THROUGH RISER EL. = 610.00
BOTTOM EL. = 609.50
6" PVC CAP WITH
1.75"0 DRILLED ORIFICE
(2) 4" PERFORATED,
CORRUGATED HDPE PIPE
(ADS N-12 OR
APPROVED EQUIVALENT)
4" x 4" 6/6 WELDED WIF
FABRIC (EACH SIDE & TC
CAGE)
CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
0 0 2.00'
O 0 0
0 1
6" PLUG VALVE. THE VALVE
a SHALL BE A M&H STYLE 1820
X-CENTRIC VALVE OR
d ENGINEER APPROVED EQUAL.
v THIS VALVE SHALL BE IN
ACCORDANCE WITH AWWA
-517, AND SHALL BE C
a OPERABLE FROM TOP OF
OUTLET STRUCTURE VIA A
HANDWHEEL. #6 REBAR PERIMETER �R/1IVIL
6"0 DIP DRAIN PIPE
CONTRACTOR SHALL CORE -DRILL
THE HOLE FOR THE 6"0 DIP IN
THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
AREA.
6110 EMERGENCY DIP DRAIN TRASHRACK DETAILS
N.T.S.
ri
SIPHON OUTLET DETAIL
N.T.S.
RISER OUTLET
STRUCTURE
a d
2
6.0"0 PVC SIPHON
INVERT EL. = 610.00 (NWSE)
80
a -o
2'-6" 0. D.
I
I
I
24"0 0-RING RCP
00 �O �Oo
I I
�O �O �O �O
00�00�00�00�
000 o
00�00�0
00�00�00�00�
0 0 0 0
O O O O
0 0 0 0
O O O
0 0 0 0
O O O O
000-
00�00�00�00�
oU 0
00�00�0
0�0-00000
00�00�00�00�
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0
O� O� OU
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0
ENDWALL PER NCDOT STD. 838.
NOTE: 4" WEEPHOLES TO BE PROVIDED
WITH VARMIT GUARD ON DOWNSTREAM SIDE
AND GALVANIZED HARDWARE CLOTH ON
UPSTREAM SIDE ()/4" MAXIMUM OPENINGS)
n Ra'
INV. V/ YY/1JIILV JI VIVL
ENCASED IN NON -WOVEN
FILTER FABRIC (MIRAFI 180N
OR EQUIVALENT)
ENDWALL PER
NCDOT STD. 838.80
V0. 67 WASHED STONE
NCASED IN NON -WOVEN
�EOTEXTILE FABRIC (MIRAFI
180N OR EQUIVALENT)
SPILLWAY FILTER DETAIL
N.T.S.
GEOTEXTILE FABRIC (MIRAFI
180N OR EQUIVALENT)
66" MIN.
BARREL PIPE CONCRETE CRADLE
6" PLUG VALVE. THE VALVE
SHALL BE A M&H STYLE 1820 CONSTRUCTION SEQUENCE
X-CENTRIC VALVE OR
APPROVED EQUAL. THIS VALVE 1. CONSTRUCT FORMWORK FOR CONCRETE CRADLE ON EXISTING GRADE.
SHALL BE IN ACCORDANCE - 1
WITH AWWA C-517, AND 2. EXCAVATE TRENCH FOR CRADLE AND BARREL PER DIMENSIONS ON DRAWINGS. /
SHALL BE OPERABLE FROM 1
TOP OF OUTLET STRUCTURE 3. PLACE BARREL PIPE ON CONCRETE BLOCKS TO GRADE. CONTRACTOR SHALL WRAP JOINTS WITH 2-FT WIDE STRIPS OF FABRIC ATTHIS \ \ (MIN.)
VIA A HANDWHEEL. STEP. /� 18" TYP.
4. PLACE CONCRETE FOR CRADLE FOR EACH SECTION FROM ONE SIDE OF THE TRENCH. ALLOW CONCRETE TO FILL ENTIRE AREA UNDER PIPE ' 1
AND PIPE HAUNCHES AS TO LEAVE NO VOIDS UNDER THE PIPE BEFORE PLACING CONCRETE ON THE OPPOSITE SIDE OF THE TRENCH. PLACE
ENTIRE CRADLE AS ONE LIFT (VERTICALLY) PER DRAWINGS. 24"0 0-RING RCP
5. CONCRETE CRADLE MAY BE ELIMINATED PER RECOMMENDATION FROM THE ON -SITE GEOTECHNICAL ENGINEER. ANY DEVIATION FROM d a \
a
THIS DETAIL SHALL BE SUBMITTED TO AND REVIEWED BYTHE DESIGN ENGINEER PRIOR TO IMPLEMENTATION. IF THE CRADLE IS c
ELIMINATED, THEN A LETTER FROM AN NC PE CERTIFYING THAT ALL SOIL MATERIAL UNDER, AROUND, AND ABOVE THE BARREL PIPE MEETS ° ..�y.
6" 0 DIP THE BERM MATERIAL SPECIFICATIONS STATED ON SHEET C9.04 1S REQUIRED. 15%° ° 0 . 4° \ e `'
\ / °de
6. ALLOW CRADLE TO CURE FOR A MINIMUM OF 7 DAYS BEFORE ANY VIBRATING COMPACTION EQUIPMENT IS USED IN THE VICINITY OF c \
THE BARREL PIPE.
'TOR SHALL SEAL THE PIPE °
� 4
TION USING A RUBBER BOOT 7. TRENCH TO BE BACKFILLED IN 5" LIFTS WHEN COMPACTION IS BY HAND. BACKFILL IS IN 8" LIFTS WHEN CONDUCTED BY MACHINE. ° 3000 PSI
INLESS STEEL HARDWARE MINIMUM OF 2 FEET COVER MUST BE PRESENT ON 24" 0 RCP BEFORE DRIVING OVER WITH HEAVY EQUIPMENT. <°
G 4
' CONCRETE
d .. °
12" MIN. $ e' d °d
d
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a.
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VDWALL PER
CDOT STD. 838.80
D,
PIPE
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APPROVED EQUIVALENT)
kz) `t rLRFURNILU,
CORRUGATED HDPE PIPE
(ADS N-12 OR
APPROVED EQUIVALENT)
4.5' MIN.
24" CONCRETE CRADLE DETAIL
W1 (FT.)
1-0"
H2
H1
�8" O.C. (TYP. )
REFER TO CHART
FOR BAR SIZE
ELEVATION
W2 (FT.
PLAN
NOTES:
1. A FILTER BLANKET IS TO BE INSTALLED BETWEEN THE
RIPRAP AND SOIL FOUNDATION. THE FILTER BLANKET
WILL CONSIST OF A MINIMUM 4" THICK LAYER OF
STONE (NCDOT #57) UNDERLAIN WITH MIRAFI FILTER
WEAVE 700 OR APPROVED EQUIVALENT
ENDWAL
NCDOT STD. f
24" 0 0-RINC
A�
N.T.S.
D 6"
O
1'-01,
O
H1
1' 0" ----
JL8" O.C.(TYP.)
REFER TO CHART
FOR BAR SIZE
SIDE
z
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F- Q
NOTES:
Q< : .
* THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING
fzl� U
00
STANDARDS: 838.01, 838.11, 838.21, 838.27, 838.33,
IL J �I z
838.39, 838.51, 838.57, 838.63 AND 838.69.
O MCA =
* INSTALL PRECAST ENDWALLS WITH WINGS AND PAY
W Q Q IL =
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838.
Q U cc O
* USE 4000 PSI CONCRETE.
�O-I
1-- = 1 z W
* PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615
F- W O J
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING
=p O C0 Q
TO ASTM A185 WITH 2" MIN. CLEARANCE.
z I --I =
* PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
CL
OSHA STANDARD 1926.704.
r W
* PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY
r 0
CONTRACTOR
* ALL ELEMENTS PRECAST TO MEET ASTM C913.
* WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
* CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1"
LU
NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS
J LU
AT 8" CTS.THE CONTRACTOR WILL HAVE THE OPTION
=
O
TO INCREASE THIS BAR SIZE AS NEEDED.
LL Q o
0
ENDWALL DIMENSIONS
FT.
MINIMUM
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
PIPE DIA.
BAR SIZE
H1(FT.)
H2(FT.)
D (FT.)
W1
W2
1.0
#5 @ 8"
1.25/2.00
2.00/3.75
1.25/1.75
3.00/3.75
5.50/6.00
1.25
#5 @ 8"
1.25/2.00
3.00/3.75
1.25/2.00
3.50/3.75
6.50/6.75
1.50
1 #5 @ 8"
1.25/2.00
3.00/4.25
1.50/2.50
3.50/3.75
6.50/6.75
2.0
#5 @ 8"
1.50/2.50
4.00/4.75
1.75/2.50
4.00/4.25
7.50/8.25
2.5
#5 @ 8"
2.50/3.50
4.00/6.00
2.00/3.00
4.50/5.50
10.00/11.50
3.0
#5 @ 8"
3.00/3.50
5.00/6.00
2.75/3.50
5.25/5.75
11.50/11.75
3.5
#5 @ 8"
3.25/4.50
6.00/6.75
3.25/3.50
6.00/6.75
12.00/13.25
4.0
#5 @ 8"
3.50/4.50
6.50/7.00
3.25/3.50
6.50/6.75
13.00/13.25
4.5
#5 @ 8"
4.00/5.00
6.50/8.50
3.25/4.00
7.00/9.25
13.50/15.75
5.0
#5 @ 8"
4.50/5.00
7.00/8.50
3.25/4.00
7.25/9.25
13.75/15.75
5.5
#5 @ 8"
4.50/5.00
7.50/8.50
3.25/4.00
7.25/9.25
14.00/15.75
6.0
#5 @ 8"
4.50/5.00
1 7.50/8.50
3.25/4.00
7.75/9.25
1 14.75/16.75
OUTLET ENDWALL DETAILS
N.T.S.
NCDOT CLASS "B" RIPRAP
12'L x 6'W x 22" THICK
FILTER BLANKET -
(SEE NOTE)
OUTLET BARREL VELOCITY DISSIPATOR
N.T.S.
24" 0 0-RING RCP
OENDWALL PER
NCDOT STD. 838.80
SECTION A A
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HEET 1 OF 1
838.80
22" LAYER OF
CLASS "B" RIPRAP
4 FILTER BLANKET
O
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
'J
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
PULTE GROUP -MATT KEARNS
11121 CARMEL COMMONS BLVD, SUITE 450
CHARLOTTE, NC 28226
PHONE: [phone]
IkPulteuroup
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THE JOHN R.
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-A '• C-0293
OF v
` SEAL
788
P�
A.
REVISIONS
NO.
DATE
1
09. 07. 2021
REVS PER AJHA 1ST REVIEWS
2
09. 17. 2021
REVS PER 1ST NCDOT REVIEW
3
10. 15. 2021
REVS PER 2ND NCDOT REVIEW
4
10. 18. 2021
REVS PER 2ND NCDEQ-SW REVIEW
PLAN INFORMATION
PROJECT NO.
2021210184
FILENAME
2021210184-SWB
CHECKED BY
SAW
DRAWN BY
SAW
SCALE
N /A
DATE
06. 08. 2021
SHEET
STORMWATER CONTROL
MEASURE'S' DETAILS
C9e06

STORMWATER CONTROL MEASURE 'A' LANDSCAPE PLAN
LEGEND
QTY. SYM. SCIENTIFIC NAME COMMON NAME HATCH TYPE MIN. SPACING
99 CT CAREX TENERA
QUILL SEDGE
136 ED EUPATORIADELPHUS DUBIUS DWARF JOE PYE WEED
69 HL HIBISCUS LAEVIS
SEEDBED PREPARATION
SCARLET ROSE MALLOW
4" CONTAINER
q" CONTAINER
(D 4" CONTAINER
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE.
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM.
4. PER ONE TIME ONLY, APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL.
5. CONTINUE TILLAGE UNTIL A WELL -PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER.
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE. AFTER
PERMANENT COVER IS ESTABLISHED.
9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT
TEMPORARY SEEDING SCHEDULE
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
JAN 1 - MAY 1 RYE (GRAIN) 120 LBS/AC
KOBE LESPEDEZA 50 LBS/AC
MAY 1 - AUG 15 GERMAN MILLET 40 LBS/AC
AUG 15 - DEC 31 RYE (GRAIN) 120 LBS/AC
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10
FERTILIZER (FROM AUG 15 - DEC 31, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC).
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING TOOL. A DISK WITH
BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
JAN 1 -AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE, AND MULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
AUG 15 - DEC 31: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. IF
IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN
LATE FEBRUARY OR EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT TO USE THE PERMANENT SEEDING SCHEDULE
PERMANENT SEEDING SCHEDULE (DAM EMBANKMENTS)
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
AUG 25 - OCT (BEST) TALL FESCUE 200 LBS/AC
FEB - APR 15 (POSSIBLE)
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 4,000 LB/AC GROUND AGRICULTURE LIMESTONE AND 1000
LB/AC 10-10-10 FERTILIZER.
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING TOOL. A
DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE FOLLOWING YEAR; USE SOIL TESTS
OR APPLY 150 LB/AC 10-10-10 FERTLIZER. MOW REGULARLY TO A HEIGHT OF 2-4 INCHES.
NOTE: PERMANENT SEEDING SCHEDULE IS FOR SLOPES OF THE BASIN, TOP OF BERM, AND BASIN FLOOR
R
2' ON CENTER
2' ON CENTER
2' ON CENTER
PLANTING INSTRUCTIONS
PLANTING TECHNIQUES
A. INSURE THAT ROOTS, ONCE REMOVED FROM POT, ARE STRAIGHTENED AND FACE DOWNWARD.
B. CREATE PLANTING AREA FOR EACH PLANT AND EXCAVATE PIT.
C. PLACE PLANTS IN PIT INSURING ROOTS ARE FACING COMPLETELY DOWNWARD.
D. HEEL IN SOIL AROUOND PLANT AND PROCEED TO NEXT PLANTING LOCATION.
E. NEWLY PLANTED PLANTS NEED TO BE FASTENED TO THE SUBSTRATE FOR THE ESTABLISHMENT OF NEW ROOTS.
F. ROOTS SHALL BE SPREAD IN THEIR NORMAL POSITION. ALL BROKEN OR FRAYED ROOTS HALL BE CUT OFF CLEANLY.
G. THE DIAMETER OF THE PITS FOR ALL VEGETATIVE STOCK SHALL BE AT LEAST THREE TIMES THE DIAMETER OF THE ROOT MASS. PLANT PIT
WALL SHALL BE SCARIFIED PRIOR TO PLANT INSTALLATION.
H. SET THE PLANTS UPRIGHT, IN THE CENTER OF THE PIT. THE BOTTOM OF THE ROOT MASS SHOULD BE RESTING ON UNDISTURBED SOIL.
I. PLACE THE BACKFILL AROUND THE BASE AND SIDES OF THE ROOT MASS, AND WORK EACH LAYER TO SETTLE BACKFILL AND TO ELIMINATE
VOIDS AND AIR POCKETS. WHEN PIT IS APPROXIMATELY 2/3 FULL, WATER THOROUGHLY BEFORE PLACING REMAINDER OF THE BACKFILL.
WATER AGAIN AFTER PLACING FINAL LAYER OF BACKFILL.
J. BROKEN OR DAMAGED PARTS WILL BE CUT BACK TO UNDAMAGED TISSUE, LEAVING AS MUCH GREEN BASAL TISSUE AS POSSIBLE ABOVE
THE ROOTS. IF MORE THAN FIFTY PERCENT (50%) OF THE PLANT IS DAMAGED THEN CONTRACTOR SHALL REPLACE THE PLANT.
CONTAINER STOCK / BARE ROOT
A. STOCK SHALL HAVE BEEN GROWN IN A CONTAINER LONG ENOUGH FOR THE ROOT SYSTEM TO HAVE DEVELOPED SUFFICIENTLY TO HOLD
ITS SOIL TOGETHER ONCE REMOVED FROM THE CONTAINER.
B. CONTAINER PLANTS WILL NEED TO BE WATERED REGULARLY AND PLACED IN SHADY CONDITIONS UNTIL PLANTING OCCURS.
C. BARE ROOT PLANTS ARE FOR IMMEDIATE PLANTING, OTHERWISE SEE D) BELOW.
D. IF BARE ROOTS SPECIMENS ARE NOT TO BE PLANTED WITHIN FOUR (4) DAYS,
TEMPORARY HOLDING OF BARE ROOT SPECIMENS ARE TO BE COVERED ENTIRELY BY A SUITABLE MEDIUM (ETC. SOIL, SAWDUST, MULCH
OR THE LIKE) AND WATERED REGULARLY SO AS TO NOT DRY OUT.
PLANT LOCATIONS
A. NEW PLANTINGS SHALL BE LOCATED WHERE SHOWN ON PLAN EXCEPT WHERE CHANGES HAVE BEEN MADE IN PROPOSED CONSTRUCTION.
B. NECESSARY ADJUSTMENTS SHALL BE MADE ONLY AFTER APPROVAL BY THE OWNER OR THE OWNER'S REPRESENTATIVE.
WATER
WATER SHALL BE POTABLE AND SHALL NOT CONTAIN ELEMENTS TOXIC TO PLANT LIFE.
TOP OF BANK
7
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STORMWATER CONTROL MEASURE
MAINTENANCE/ACCESS EASEMENT
FOLLOWS BUFFER LINE
TOP50'
xOF DAMA= 615.50 \iC STREAMBUFFER
— — — _x \ `� STORMWATER CONTROL MEASURE
6/ \ `�� MAINTENANCE/ACCESS EASEMENT
jREFER TO THE C3
I SERIES FOR THE
/ DETAILED DESIGN OF
I THE STORM SEWER
I SYSTEM DRAINING TO
THE SCM.
136 ED620
626
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STORMWATER CONTROL MEASURE '6' LANDSCAPE PLAN
1" = 30'
GRAPHIC SCALE
0 15 30 60
1 inch = 30 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
'J
McADAMS
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
PULTE GROUP - MATT KEARNS
11121 CARMEL COMMONS BLVD, SUITE 450
CHARLOTTE, NC 28226
PHONE: [phone]
IlPulteGroup
I /
\I I I
\ , /29
0 \ 1
d
634 _71
634 I-
- 630 ^
��•; . ;
630 � � •
— —{ \624
11 \\
STORMWATER CONTROL MEASURE '6' LANDSCAPE PLAN
1" = 30'
GRAPHIC SCALE
0 15 30 60
1 inch = 30 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
'J
McADAMS
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
PULTE GROUP - MATT KEARNS
11121 CARMEL COMMONS BLVD, SUITE 450
CHARLOTTE, NC 28226
PHONE: [phone]
IlPulteGroup
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° SEAL
46788 i_
REVISIONS
NO.
DATE
1
09. 07. 2021
REVS PER AJHA 1ST REVIEWS
2
09. 17.2021
REVS PER 1ST NCDOT REVIEW
3
10. 15. 2021
REVS PER 2ND NCDOT REVIEW
4
10. 18. 2021
REVS PER 2ND NCDEQ-SW REVIEW
PLAN INFORMATION
PROJECT NO. 2021210184
FILENAME 2021210184-SWB
CHECKED BY SAW
DRAWN BY SAW
SCALE 1"=30'
DATE 06. 08. 2021
SHEET
STORMWATER CONTROL
MEASURE '6'
LANDSCAPE PLAN
C9w07

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STORMWATER CONTROL MEASURE 'C' CONSTRUCTION SPECIFICATIONS
GENERAL NOTES
1. PRIOR TO CONSTRUCTION, ANY DISCREPANCIES IN THE PLANS AND NOTES SHALL BE BROUGHT TO THE DESIGN ENGINEER'S ATTENTION
IMMEDIATELY.
2. THE FINAL CERTIFICATION FORTH IS FACILITY WILL INCLUDE A CERTIFICATION BY THE ON -SITE GEOTECHNICAL ENGINEER THAT THE
PROJECT WAS CONSTRUCTED PER THE APPROVED PLANS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE WITH THE
ON -SITE GEOTECHNICAL ENGINEER FOR OBSERVATION AND TESTING SUCH THAT THE ON -SITE GEOTECHNICAL ENGINEER CAN CERTIFY THE
CONSTRUCTION.
3. ALL CONSTRUCTION ACTIVITY RELATED TO THE PROPOSED STORMWATER MANAGEMENT FACILITY SHALL BE PER THE DETAILS AND
SPECIFICATIONS SHOWN IN THESE DRAWINGS. SOILS, COMPACTION, AND OTHER MISCELLANEOUS DETAILS AND SPECIFICATIONS MAY BE
MODIFIED PER THE RECOMMENDATIONS OF THE ON -SITE GEOTECHNICAL ENGINEER. HOWEVER, PRIOR TO IMPLEMENTATION, THE DESIGN
ENGINEER SHALL BE NOTIFIED OF ANY DEVIATION FROM THESE DESIGN DRAWINGS, INCLUDING SHOP DRAWINGS FOR ANY PROPOSED
MODIFICATION.
4. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLANTING PLAN/SCHEDULE. PLEASE NOTE THAT NO
TREES/SHRUBS OF ANY TYPE MAY BE PLANTED ON THE PROPOSED DAM EMBANKMENT (FILL AREAS).
5. DURING THE INITIAL STAGES OF CONSTRUCTION, THE STORMWATER MANAGEMENT FACILITY MAY BE USED AS A SEDIMENT BASIN FOR
EROSION CONTROL PURPOSES. IF SO THE CONTRACTOR SHALL FOLLOW THE GENERAL CONSTRUCTION SEQUENCE BELOW:
5.1. THE CONTRACTOR SHALL CONSTRUCT THE ENTIRE FACILITY (PERMANENT OUTLET STRUCTURE, DAM, ETC.) WITH THE EXCEPTION OF
THE INTERIOR FINE GRADING FOR THE FACILITY. THE INTERIOR FINE GRADING WILL BE CONSTRUCTED ONCE THE EROSION CONTROL
PHASE IS COMPLETE.
5.2. THE TEMPORARY DRAW DOWN RISER (OR SKIMMER) SHALL BE CONNECTED TO THE PERMANENT 8"0 DIP DRAIN PIPE.
5.3. ONCE THE UPSTREAM DRAINAGE AREA IS STABILIZED AND THE EROSION CONTROL INSPECTOR APPROVES THE REMOVAL OF THE
SEDIMENT BASIN, THE CONTRACTOR SHALL REMOVE THE TEMPORARY DRAW DOWN RISER (OR SKIMMER) AND CLEAN -OUT THE
BASIN. ALL SEDIMENT, TRASH, ETC. SHALL BE DISPOSED OF PROPERLY (I.E. - PLACED IN A LANDFILL) AND NOT STOCKPILED IN AN
AREA WHERE WATER QUALITY COULD BE ADVERSELY AFFECTED.
5.4. ONCE THE BASIN IS CLEANED OUT, AND ALL EROSION CONTROL DEVICES REMOVED, THE CONTRACTOR SHALL CONSTRUCT THE
INTERIOR GRADING SHOWN ON THIS SHEET.
5.5. ONCE THE GRADING IS COMPLETE, THE CONTRACTOR SHALL REQUEST AN ON -SITE INSPECTION AND AN AS -BUILT SURVEY PRIOR TO
INSTALLATION OF THE STORMWATER MANAGEMENT FACILITY PLANTS. IF THE CONTRACTOR PLANTS THE PROPOSED VEGETATION
PRIOR TO AN AS -BUILT SURVEY (AND SUBSEQUENT APPROVAL), ANY CHANGES TO THE GRADING / RE -PLANTING OF PLANTS WILL BE
AT THE CONTRACTOR'S EXPENSE.
5.6. ONCE THE ENGINEER HAS APPROVED THE AS -BUILT GRADING THE CONTRACTOR SHALL PLANT THE PROPOSED STORMWATER
MANAGEMENT FACILITY PLANTS SHOWN ON THE LANDSCAPE PLAN FOR THE FACILITY. AFTER COMPLETION OF THE PLANTING, THE
LANDSCAPE CONTRACTOR SHALL PROVIDE A LETTER TO THE ENGINEER CERTIFYING THAT THE PLANTS HAVE BEEN INSTALLED PER
THE APPROVED STORMWATER MANAGEMENT FACILITY PLANTING PLAN.
6. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. IF THE EXISTING SOIL LAYER ALONG THE FOREBAY BERM IN THE PROPOSED
WET POND AFTER CONSTRUCTION / COMPACTION IS NOT DETERMINED SUITABLE BY A LANDSCAPE PROFESSIONAL FOR THE WETLAND
PLANTINGS, THEN THE CONTRACTOR SHALL AMEND THE PLANTING AREA OF THE WET POND AS DIRECTED BY A LANDSCAPE
PROFESSIONAL.
7. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON THE DAM EMBANKMENT ONCE FINAL GRADES (AS
SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FILL. PRIOR TO TOPSOIL INSTALLATION, THE CONTRACTOR
SHALL SCARIFY THE THE TOP 2"-3" OF THE BERM SECTION TO PROMOTE BONDING OF THE TOPSOIL WITH THE COMPACTED FILL. THE
TOPSOIL DEPTH SHALL RANGE FROM 3"-4" ON THE DAM EMBANKMENT. PLEASE NOTE THE STOCKPILED TOPSOIL SHALL BE AMENDED, AS
DIRECTED BY A LANDSCAPE PROFESSIONAL, PRIOR TO INSTALLATION ON THE EMBANKMENT.
8. IT IS ANTICIPATED THAT DEWATERING WILL BE NECESSARY IN THE EXCAVATION AREAS (E.G. - EMBANKMENT SUB GRADE INTERIOR
PORTIONS OF THE STORMWATER FACILITY, KEY TRENCH, ETC.). THEREFORE, THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND
MAINTAIN ANY PUMPING EQUIPMENT, ETC.. NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE STORMWATER FACILITY
SITE. DURING PLACEMENT OF FILL WITHIN THESE AREAS, THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE BOTTOM OF THE
EXCAVATION / CONSTRUCTION AREAS. THE MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM
AND SIDE SLOPES ARE STABLE, WITH NO SEDIMENT DISCHARGED FROM THE SITE (I.E. PUMPED WATER MAY NEED TO BE DIRECTED TO AN
APPROVED EROSION CONTROL DEVICE SUCH AS A DIRT BAG (ACF ENVIRONMENTAL), OR ENGINEER APPROVED EQUIVALENT, PRIOR TO
DISCHARGE).
9. THE RETAINING WALL ALIGNMENT SHOWN ON THESE PLANS DEPICTS THE LOCATION OF THE FRONT FACE OF THE RETAINING WALL AT THE
BOTTOM.
10. THE RETAINING WALL IS TO BE A DESIGN -BUILD PROJECT(S) BY THE CONTRACTOR. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO
OBTAIN FINAL CONSTRUCTION DRAWINGS FROM A REGISTERED PROFESSIONAL ENGINEER AND GAIN ALL REQUIRED PERMITS NECESSARY
FOR THE CONSTRUCTION OF THE RETAINING WALL.
11. THE RETAINING WALL SHALL BE ASSUMED TO BE BACKFILLED WITH OFF -SITE BORROW MATERIAL OR PROCESSED FILL UNLESS
CONTRACTOR CAN PROVIDE OWNER WITH CONFIRMATION FROM THE GEOTECHNICAL ENGINEER AND THE RETAINING WALL DESIGNER
THAT READILY AVAILABLE ON -SITE SOILS CAN BE USED.
12. THE TOP AND BOTTOM OF WALL ELEVATIONS SHOWN ON THESE PLANS IDENTIFY FINISHED GRADE ELEVATIONS ONLY. THE EXTENT THAT
THE RETAINING WALL WILL BE EXTENDED BELOW GRADE TO THE FOOTING SHALL BE IDENTIFIED ON THE RETAINING WALL CONSTRUCTION
DRAWINGS.
BERM AND SOIL COMPACTION SPECIFICATIONS
1. PRIOR TO CONSTRUCTION, THE ON -SITE GEOTECHNICAL ENGINEER SHALL IDENTIFY BORROW / FILL AREAS AND VERIFY THEIR SUITABILITY
FOR USE WITHIN THE DAM EMBANKMENT. ALSO, THE ON -SITE GEOTECHNICAL ENGINEER SHALL PERFORM STANDARD PROCTORS ON THE
PROPOSED BORROW MATERIAL TO ENSURE THAT OPTIMUM MOISTURE CONTENT AND COMPACTION CAN BE ACHIEVED / CONTROLLED
DURING CONSTRUCTION.
2. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW AREAS APPROVED BY THE ON -SITE
GEOTECHNICAL ENGINEER. THE FILL MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD, STONES GREATER THAN 6", AND FROZEN
OR OTHER OBJECTIONABLE MATERIAL. THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL WITHIN THE DAM EMBANKMENT AND
KEY TRENCH: ML AND CL. ALL FILL MATERIALS SHALL BE APPROVED BY THE ONSITE GEOTECHNICAL ENGINEER FOR THE INTENDED USE.
3. FILL PLACEMENT FOR THE EMBANKMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT (UNCOMPACTED). EACH LIFT SHALL BE CONTINUOUS
FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM SECTION ALL UNSUITABLE MATERIAL SHALL BE
REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT. FILL MATERIAL ADJACENT TO ALL SPILLWAY AND DRAINAGE
STRUCTURES SHALL BE PLACED IN 4-INCH (UNCOMPACTED) LIFTS AND HAND -COMPACTED TO THE SAME COMPACTION AND MOISTURE
REQUIREMENTS AS THE ENTIRE EMBANKMENT.
4. ALL FILL SOILS USED IN THE EMBANKMENT CONSTRUCTION SHALL BE COMPACTED TO AT LEAST 95% OF THE STANDARD PROCTOR
MAXIMUM DRY DENSITY ASTM D 698 . THE FILL SOILS SHALL BE COMPACTED AT A MOISTURE CONTENT WITHIN -1 TO 3 PERCENT OF ITS
OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE ON -SITE GEOTECHNICAL ENGINEER DURING
CONSTRUCTION TO VERIFY THAT THE PROPER COMPACTION LEVEL HAS BEEN REACHED. THE FILL SHOULD BE COMPACTED USING A
SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO PREVENT DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE
UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE.
5. THE DESIGN ENGINEER SHALL BE PROVIDED WITH REPORTS AND CERTIFICATION, BY THE ON -SITE GEOTECHNICAL ENGINEER, THAT THE
GEOTECHNICAL ASPECTS OF THE FACILITY HAVE BEEN CONSTRUCTED PER PLAN. THIS CERTIFICATION MUST ADDRESS THE TESTING FOR
MATERIALS AND COMPACTION OF THE DAM EMBANKMENT AND SPILLWAY. THESE REPORTS AND CERTIFICATION WILL BE NEEDED DURING
THE AS -BUILT CERTIFICATION PROCESS FOR THIS STORMWATER CONTROL MEASURE. THEREFORE, IT SHALL BE THE CONTRACTOR'S
RESPONSIBILITY TO COORDINATE TESTING AND OBSERVATION WITH THE ON -SITE GEOTECHNICAL ENGINEER.
6. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED
DURING CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FOR EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT
OF FILL OR AS RECOMMENDED BY THE ON -SITE GEOTECHNICAL ENGINEER.
7. TESTING WILL BE REQUIRED ALONG THE 36"0 RCP OUTLET BARREL AT A FREQUENCY OF ONE TEST PER 25 LF OF PIPE PER VERTICAL FOOT
OF FILL OR AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER.
CONSTRUCTION SEQUENCE
1. PRIOR TO CONSTRUCTION, THE OWNER SHALL OBTAIN A LAND DISTURBING (GRADING) PERMIT AND AN "APPROVAL TO CONSTRUCT"
FROM THE TOWN OF MIDLAND AND ALL OTHER NECESSARY PERMITS FROM APPLICABLE AGENCIES (E.G. 404 / 401 PERMITS)
2. INSTALL ALL SEDIMENT AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT AND EROSION CONTROL PLAN. THE
CONTRACTOR SHALL MAINTAIN ALL APPROVED SEDIMENT AND EROSION CONTROL MEASURES THROUGHOUT THE ENTIRE PROJECT, AS
REQUIRED. THE CONTRACTOR SHALL RECEIVE APPROVAL FROM THE EROSION CONTROL INSPECTOR, AS REQUIRED BY GOVERNING
AGENCIES, PRIOR TO ANY CLEARING.
3. CLEAR AND GRUB AREA WITHIN THE LIMITS OF THE PROPOSED DAM CONSTRUCTION. ALL TREES AND THEIR ENTIRE ROOT SYSTEMS MUST
BE REMOVED FROM THE DAM FOOTPRINT AREA AND BACKFILLED WITH SUITABLE SOIL MATERIAL. THE BACKFILLED AREAS SHALL BE
COMPACTED TO THE SAME STANDARDS AS THE DAM EMBANKMENT. THE REMAINING AREA OF THE EMBANKMENT SHALL BE STRIPPED TO
A SUITABLE DEPTH AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER. ANY RESIDUAL SOILS TO BE LEFT IN PLACE MUST BE WELL
SCARIFIED TO PROMOTE BONDING OF THE NEW EMBANKMENT FILL. NO EMBANKMENT MATERIAL SHALL BE PLACED FOR THE DAM OR
KEY TRENCH UNTIL APPROVAL OF THE DAM SUBGRADE / TRENCH IS OBTAINED FROM THE ON -SITE GEOTECHNICAL ENGINEER.
4. EXCAVATE FOR THE NEW KEY TRENCH ALONG THE CENTERLINE OF THE PROPOSED DAM EMBANKMENT. THE TRENCH SHALL EXTEND A
MINIMUM OF 5 FT BELOW EXISTING GRADE OR 2 FT BELOW THE CONCRETE CRADLE AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5
FEET. THE KEY TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1 (H:V). THE KEY TRENCH SHALL BE COMPACTED TO THE SAME
SPECIFICATION LISTED IN ITEM 4 OF THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS." DEPENDING UPON ON -SITE
SOIL CONDITIONS ENCOUNTERED DURING EXCAVATION, THE ON -SITE GEOTECHNICAL ENGINEER MAY VARY THE DEPTH AND DIMENSIONS
OF THE KEY TRENCH AS DEEMED NECESSARY. THE ON -SITE GEOTECHNICAL ENGINEER SHALL RETAIN DOCUMENTATION OF ANY VARIATION
FOR FUTURE AS -BUILT SUBMITTALS TO THE TOWN OF MIDLAND.
5. BEGIN PLACEMENT OF BACKFILL WITHIN THE KEY TRENCH. THE KEY TRENCH SHALL BE COMPACTED TO THE SPECIFICATIONS LISTED ITEM 4
OF THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS." THE KEY TRENCH SHALL BE TESTED PER THE SPECIFICATIONS
LISTED IN THAT SECTION.
6. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY PIPES SHOULD BE EVALUATED BY THE ON -SITE GEOTECHNICAL
ENGINEER TO ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE SUBGRADE LEVEL. SHOULD SOFT OR OTHERWISE
UNSUITABLE CONDITIONS BE ENCOUNTERED ALONG THE PIPE ALIGNMENTS THESE MATERIALS SHOULD BE UNDERCUT AS DIRECTED BY
THE GEOTECHNICAL ENGINEER. THE UNDERCUT MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL FILL, LEAN
CONCRETE OR FLOWABLE FILL AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER.
7. IN ORDER TO HELP PROTECT THE SOIL SUBGRADE FROM DETERIORATION (DUE TO EXPOSURE, RAINFALL, SEEPAGE, AND RUNOFF) BEFORE
THE CRADLE CAN BE POURED IT IS STRONGLY RECOMMENDED THAT A 3" TO 4" THICK CONCRETE MUD MAT BE POURED OVER THE
SUBGRADE ONCE IT IS APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER. THE MUD MAT WILL ALSO PROVIDE BEARING FOR THE
BLOCKS THAT TEMPORARILY SUPPORT THE SPILLWAY PIPE UNTIL THE CRADLE CAN BE POURED. THE METHOD OF BLOCK SUPPORT FOR THE
PIPE PROPOSED BY THE CONTRACTOR SHOULD BE SUBMITTED TO THE JOHN R. MCADAMS COMPANY FOR REVIEW.
8. BEGIN CONSTRUCTION OF THE NEW EMBANKMENT. FILL MATERIALS SHALL BE PLACED IN MAXIMUM 8" THICK LIFTS PRIOR TO
COMPACTION, UNLESS DIRECTED OTHERWISE BY THE ON -SITE GEOTECHNICAL ENGINEER. FILL LIFTS SHALL BE CONTINUOUS OVER THE
ENTIRE LENGTH OF FILL. IF IT IS NECESSARY, THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK
TO FINAL GRADE IN ORDER TO ACHIEVE PROPER COMPACTION.
9. AS CONSTRUCTION OF THE EMBANKMENT MOVES FORWARD, IT WILL BE NECESSARY TO INSTALL THE CONCRETE CRADLE. THIS MAY BE
CONSTRUCTED USING ONE OF THE FOLLOWING METHODS:
9.1. IF THE PROPOSED STRUCTURAL FILL MATERIAL IS UTILIZED AS THE FORMWORK FOR THE CONCRETE CRADLE THEN THE STRUCTURAL
FILL SHOULD BE INSTALLED AND COMPACTED UP TO THE TOP OF CONCRETE CRADLE ELEVATION. ONCE THE STRUCTURAL FILL
REACHES THE NEXT DOWNSTREAM JUNCTION BOX OR HEADWALL AND IS COMPACTED TO THE ELEVATION OF THE TOP OF THE
CONCRETE CRADLE, EXCAVATE THE CONCRETE CRADLE TRENCH PER THE PROVIDED DETAILS AND CONSTRUCT THE CONCRETE
CRADLE AS PER THE PROVIDED CONCRETE CRADLE DETAIL.
9.2. IF THE PROPOSED STRUCTURAL FILL IS NOT UTILIZED AS THE FORMWORK FOR THE CONCRETE CRADLE, THEN PRIOR TO
CONSTRUCTING THE STRUCTURAL FILL EMBANKMENT THE FORMWORK FOR THE CONCRETE CRADLE SHOULD BE INSTALLED ON
EXISTING GROUND AND / OR THE MUD MAT. THE CONCRETE CRADLE SHALL BE CONSTRUCTED PER THE PROVIDED DETAILS.
10. INSTALL RISER / BARREL ASSEMBLY, ALONG WITH THE EMERGENCY DRAIN SYSTEM. THE DRAIN VALVE LOCATED WITHIN THE RISER BOX
SHALL BE KEPT OPEN UNTIL AN AS -BUILT CERTIFICATION HAS BEEN COMPLETED BY THE ENGINEER AND AN APPROVAL TO IMPOUND HAS
BEEN ISSUED BY ALL APPLICABLE AGENCIES.
11. INSTALL 36" RCP OUTLET BARREL SPILLWAY FILTER FROM THE DETAILS SHOWN ON SHEET SHEET C9.10.
12. CONSTRUCT EMBANKMENT PER SPECIFICATIONS LISTED IN THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS" AND
REQUIREMENTS OF THE ON -SITE GEOTECHNICAL ENGINEER. ALL CHARACTERISTICS OF THE EMBANKMENT FILL MATERIAL SHALL MEET THE
STANDARDS SET FORTH IN "BERM AND SOIL COMPACTION SPECIFICATIONS", INCLUDING COMPACTION AND MOISTURE REQUIREMENTS. IF
NECESSARY TO ACHIEVE PROPER COMPACTION, THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT
BACK TO PROPER FINAL GRADE. ANY HAND COMPACTION ACTIVITIES AROUND SPILLWAY OR DRAIN STRUCTURES SHALL BE CONDUCTED IN
4-INCH LOOSE LIFTS AND BE TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTIRE EMBANKMENT. ALL
COMPACTION AND MOISTURE TESTING SHALL BE CARRIED OUT AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER AND AS LISTED IN
THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS".
13. UPON COMPLETION OF DAM EMBANKMENT, PROMPTLY STABILIZE AND SEED DAM EMBANKMENT PER SEEDING SCHEDULE.
14. SCHEDULE A FINAL AS -BUILT INSPECTION AND AS -BUILT SURVEY WITH THE ENGINEER. AN AS -BUILT INSPECTION SHOULD BE SCHEDULED A
MINIMUM OF 60 DAYS BEFORE A PERMIT TO IMPOUND IS REQUIRED. ANY COMMENTS OR DEFICIENCIES IN THE DAM CONSTRUCTION
MUST BE CORRECTED TO THE SATISFACTION OF THE ENGINEER AND OWNER BEFORE CERTIFICATION SHALL BE GRANTED. UPON FINAL
APPROVAL FROM THE TOWN OF MIDLAND, CLOSE THE 8"0 BOTTOM DRAIN VALVE IN THE RISER BOX AND BEGIN IMPOUNDING WATER.
NO WATER SHALL BE IMPOUNDED BEFORE AN APPROVAL TO IMPOUND IS ISSUED FROM THE TOWN OF MIDLAND.
OUTLET STRUCTURE MATERIAL SPECIFICATIONS
1. THE 36"0 RCP OUTLET BARREL SHALL BE CLASS III RCP MODIFIED BELL AND SPIGOT MEETING THE REQUIREMENTS OF ASTM C76-LATEST.
THE PIPES SHALL HAVE CONFINED O-RING RUBBER GASKET JOINTS MEETING ASTM C-443-LATEST. THE PIPE JOINTS SHALL BE TYPE R-4.
2. THE STRUCTURAL DESIGN FOR THE 5' X 5' (INTERNAL DIMENSIONS) RISER BOX WITH EXTENDED BASE SHALL BE BY OTHERS. PRIOR TO
ORDERING THE STRUCTURES, THE CONTRACTOR SHALL PROVIDE, TO THE DESIGN ENGINEER FOR REVIEW, SHOP DRAWINGS AND
SUPPORTING STRUCTURAL CALCULATIONS SEALED BY A P.E. REGISTERED IN NORTH CAROLINA DEMONSTRATING THE PERTINENT VERTICAL
LOADS ARE SUPPORTED BY THE CONCRETE RISER STRUCTURE.
3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. STEPS SHALL BE PROVIDED ON THE INNER WALL OF
THE RISER BOX. STEPS SHALL BE IN ACCORDANCE WITH NCDOT STD. 840.66. PLEASE REFER TO SHEET C9.10 FOR LOCATION OF THE RISER
STEPS.
4. THE CONCRETE ANTI -FLOTATION BLOCKS SHALL BE PRECAST AS THE EXTENDED BASE OF THE RISER BOX DURING FABRICATION. THE
PRECAST BASE SHALL BE INCLUDED AS PART OF THE SHOP DRAWINGS THAT WILL BE SUBMITTED TO THE ENGINEER FOR REVIEW (SEE ITEM
2 ABOVE). IN LIEU OF A PRE -CAST BASE, THE CONTRACTOR MAY OPT TO CAST -IN -PLACE THE ANTI -FLOTATION BLOCK IN THE FIELD.
HOWEVER, PRIOR TO CONSTRUCTING THE CAST -IN -PLACE BASE, THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE ENGINEER
FOR REVIEW DENOTING THE FOLLOWING:
A. STEEL REINFORCEMENT
B. THE CONNECTION MECHANISM TO JOIN THE ANTI -FLOTATION BLOCK WITH THE RISER SECTION
5. IF THE ANTI -FLOTATION BLOCK IS PRECAST AS PART OF THE RISER BASE SECTION, THE ENTIRE PRECAST RISER BOX STRUCTURE SHALL HAVE
A SHIPPING WEIGHT OF 40,369 LBS. THE STRUCTURE WEIGHT SHALL BE THE SHIPPING WEIGHT AND SHALL BE DETERMINED BY
SUBTRACTING THE WEIGHT OF THE FACTORY BLOCK OUTS FROM THE GROSS STRUCTURE WEIGHT. THIS INFORMATION SHALL BE SHOWN
ON THE SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW. IF THE CONTRACTOR OPTS TO CAST -IN -PLACE THE ANTI -FLOTATION
BLOCK, THE CONTRACTOR SHALL ENSURE THE WEIGHT OF THE ENTIRE RISER STRUCTURE IS EQUAL TO THE MINIMUM LISTED ABOVE.
6. THE RISER BOX JOINTS SHALL BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO ASTM-C990-LATEST. IF NECESSARY THE
CONTRACTOR SHALL INCORPORATE A WATERSTOP INTO THE RISER BOX JOINT TO ENSURE A WATERTIGHT CONNECTION. THE
CONTRACTOR SHALL PARGE JOINTS ON BOTH THE INSIDE AND OUTSIDE WITH NON -SHRINK GROUT.
7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS TO THE ENGINEER FOR REVIEW. CONTRACTOR
SHALL ENSURE THAT AN ACCESS HATCH IS PROVIDED WITHIN THE TRASH RACK (SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR
FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LOCK FOR SECURING THE ACCESS HATCH. NOTE THE
ACCESS HATCH SHALL LINE UP WITH THE ACCESS STEPS AFTER INSTALLATION.
8. ALL POURED CONCRETE SHALL MEET THE FOLLOWING SPECIFICATIONS UNLESS OTHERWISE NOTED:
-MINIMUM 3000 PSI (28 DAY)
-SLUMP = 3" - 5"
-ENTRAINED AIR = 5%- 7%
PLEASE NOTE NO CONCRETE SHALL BE POURED WHEN THE AMBIENT AIR TEMPERATURES ARE EXPECTED TO BE ABOVE 85°F OR BELOW
40°F. CAST -IN -PLACE CONCRETE SHALL BE "WET CURED" AFTER FINISHING FOR A MINIMUM OF 48 HOURS.
9. GEOTEXTILE FABRIC FOR THE 36" 0 RCP OUTLET BARREL JOINTS SHALL BE MIRAFI 180N OR ENGINEER APPROVED EQUAL (NON -WOVEN
FABRIC)
10. STORMWATER FACILITY EMERGENCY DRAW DOWN IS VIA AN 6"0 PLUG VALVE. THE VALVE SHALL BE A M&H STYLE 1820 X-CENTRIC VALVE
OR APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE WITH AWWA C-517, AND SHALL BE OPERABLE FROM TOP OF OUTLET STRUCTURE
VIA A HAND WHEEL (SEE DETAIL SHEET C9.10). THE CONTRACTOR SHALL PROVIDE A REMOVABLE VALVE WRENCH WITH A HAND WHEEL
ON TOP FOR OPERATION OF THE 6"0 PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING THE WRENCH TO THE
TRASH RACK.
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McADAMS
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
PULTE GROUP - MATT KEARNS
11121 CARMEL COMMONS BLVD, SUITE 450
CHARLOTTE, NC 28226
PHONE: [phone]
IlPulteGroup
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REVISIONS
NO.
DATE
1
09. 07. 2021
REVS PER AJHA 1ST REVIEWS
2
09. 17.2021
REVS PER 1ST NCDOT REVIEW
3
10. 15. 2021
REVS PER 2ND NCDOT REVIEW
4
10. 18. 2021
REVS PER 2ND NCDEQ-SW REVIEW
PLAN INFORMATION
PROJECT NO.
2021210184
FILENAME
2021210184-SWC
CHECKED BY
SAW
DRAWN BY
SAW
SCALE
1"=30'
DATE
06. 08. 2021
SHEET
STORMWATER CONTROL
MEASURE 'C' PLAN VIEW
C980
8

0
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0
TOP OF HANDWHEEL TO EXTEND
1-FOOT ABOVE TRASH RACK
TOP OF DAM EL. = 608.00
100-YEAR STORM EL. = 606.97
50-YEAR STORM EL. = 606.76
25-YEAR STORM EL. = 606.50
10-YEAR STORM EL. = 606.05 _T
TOP OF RISER EL. = 606.00 (1) RECTANGULAR WEIR
4' W x 0.8' H
AT INV=605.20
1-YEAR STORM EL. = 603.99
TRASH RACK
(SEE DETAIL) PROPOSED GRADE -
CONCRETE COLLAR 3
(TO BE CONSTRUCTED IN
THE FIELD BY THE CONTRACTOR, 1
SEE DETAIL)
6" COVER = I I I II I
(MIN.)
COMPACTED BERM SECTION
(SEE BERM AND SOIL COMPACTION
SPECIFICATIONS ON SHEET C9.08)
ARMORED EMERGENCY
3 SPILLWAY AT ELEV. 606.00
1 SPILLWAY FILTER
(SEE DETAIL SHEET C9.10)
6" COVER
(MIN.)
DAM ELEV: 608.00
MAIN POOL
ELEV: 602.00
TEMPORARY POOL
ELEV: 603.26
SEDIMENT MAIN
FOREBAY POOL VEGETATIVE SHELF
TOP: 602.50
FOREBAY SEDIMENT BOTTOM: 601.50
STORAGE ELEV: 598.00 MAIN POOL SEDIMENT
STORAGE ELEV: 597.00
BOTTOM OF SEDIMENT BOTTOM OF SEDIMENT
STORAGE ELEV 596 00
(4) 6"0 ORIFICE 0 p = I=1I I=1I I=1I I ;III I I I� �I I I� �I I II I I III11I I II1II I II1II I II11=1I1 1I1 11rj I IH4 I I� JI I II I I I I I II I II I II I II I II I II I II I II I II I II I II I II I II I II I II I II I II I II I II I O O (SEE DETAIL ONENDWALL PER CDO ET C9. 0) 80 (60INAGE ELEV: DEPTH TS97.50
EXIT)
WATER QUALITY VOLUME = 603.26 INV. = 603.40 I I I
----------------------------------- -� i-I - - n 1 FT DEPTH
(2 PER SIDE) o--------------------------------- -
O O O O BOTTOM OF SEDIMENT
FLOW-------------�� � ___ __ _ _ _ - - APPROXIMATE LOCATION OF WET POND
NORMAL WATER SURFACE EL. = 602.00 -►
64 LF CLASS III TES 0-RING RCP O O - EXISTING GROUND STORAGE ELEV: 597.00
(ASTM C76-LATEST) ® 0.78% O���O��o O (1 FT DEPTH AT ENTRANCE) CROSS SECTION
/
- a 4-a
a
-/ a a a J
�O
436"0 0-RING RCP INVERT EL. 597.00 a a
-4--- 5.0' (MIN) a
--=----------- a a °3.5"0 INVERTED SIPHON.a
- ------.--a ------ --- -INV. 602.00 a a a
(SEE DETAIL ON SHEET C9.10) a a C0O- OQ�o
_
_
_
_ J Ala�-O O
I I (I I �I I I=1 I I=1 1= 11� I III III III III III III III I I III III III III III III III III III III III III III III III III III III III III III III I I I I I
III II III I iii iii iii iii iii
1 1 -
FILLERICMATERIAL CONCRETE CRADLE -III III III III III III III III III III III III III III III EL. INV 36596.00 ING RCP III III III III III III III III III III - VELOCITY DISSIPATOR
6"0 EMERGENCY DIP III (SEE DETAIL ON SHEET C9.10) 5 FT. WIDE MINIMUM (SEE DETAIL SHEET C9.10)
DRAIN TRASH RACK III III III III III III III III III III III III III III III III III III III III III III IIKEYTRENCH SEE BERM AND
COMPACTION SPECIFICATIONS OSOIL -III III III III BLEILAYER I OF NON-WOVEN
ONI-IWI OVIEIN(SEE DETAIL ON SHEET C9.10 IIIII III III III III III III III III III III III III III III
NOTES: .
_III SHEET C9.08) KEY TRENCH TO BE -III GEOTEXTILE FABRIC SHALL BE PLACED
CONCRETE CONTRACTOR SHALL FORM INVERT IN - PROVIDED PER THE DIRECTION OF - AROUND EACH JOINT OF THE 36" 0 0-RING RCP = 1. REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING)
ANTI -FLOTATION BLOCK III BOTTOM OF RISER STRUCTURE TO DRAIN III III III III- THE SITE GEOTECHNICAL ENGINEER III- BARREL IN 2' WIDE STRIPS CENTERED ON JOINT. -III III III- THE DAM EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON THE GRADING
POSITIVELY TO INVERT OF OUTLET III PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FILL. PRIOR TO TOPSOIL
BARREL USING NON -SHRINK GROUT III III III III III III III III INSTALLATION, THE CONTRACTOR SHALL SCARIFY THE TOP 2-TO 3-INCHES OF THE
PERMANENT DAM CROSS SECTION BERMN SECTION TO PROMOTE BONDING OF THE TOPSOIL WITH THE COMPACTED
N.T.S. FILL. THE TOPSOIL DEPTH SHALL RANGE FROM 3- TO 4-INCHES ON THE DAM
EMBANKMENT.
d
3�"L x J"O GRADE 8
° STAINLESS STEEL
CONCRETE LAG
SCREW
a
18" X 4" X J"
GALVANIZED STEEL
STRAP (4 PER
RISER JOINT)
0
d
a
3.0"
RISER JOINT CONNECTION DETAIL
N.T.S.
NOTES:
1. CONCRETE ANTI -FLOTATION BLOCK TO BE PROVIDED WITH MINIMUM TEMPERATURE
AND SHRINKAGE STEEL REINFORCEMENT.
2. TRASH RACKS NOT SHOWN FOR CLARITY.
3. THE NUMBER OF GUIDES FOR THE VALVE STEM SHALL BE DETERMINED IN THE FIELD BY
THE CONTRACTOR. THE VALVE STEM MUST BE OPERABLE FROM THE TOP OF THE RISER
VIA THE HANDWHEEL WITH AN INSIGNIFICANT AMOUNT OF PLAY IN THE VALVE STEM.
4. CONTRACTOR SHALL PROVIDE A JOINT IN THE OUTLET BARREL NO MORE THAN 5-FT FROM
THE RISER.
(1) RECTANGULAR WEIR
4' W x 0.8' H
AT INV=605.20
(4) 6"0 ORIFICE -
INV. = 603.40
(2 PER SIDE)
INVERTED INTAKE -
(SEE DETAIL ON
SHEET C9.10)
6"0 DIP DRAIN
W/ TRASH RACK
(SEE DETAIL ON
SHEET C9.10)
CONCRETE
ANTI -FLOTATION
BLOCK
6.0'
5.0'
o
4.0'
1
36" 0 0-RING
i RCP
/
v
4
a d a
a
a
a a a
a
(1) RECTANGULAR WEIR
4' W x 0.8' H
AT INV=605.20
6" DIP DRAIN
W/ TRASH RACK
(SEE DETAIL ON
SHEET C9.10)
INVERTED SIPHON
(SEE DETAIL ON SHEET C9.10)
6" PLUG VALVE. THE VALVE SHALL BE A
M&H STYLE 1820 X-CENTRIC VALVE OR (4) 6"0 ORIFICE
APPROVED EQUAL. THIS VALVE SHALL BE IN INV. = 603.40
ACCORDANCE WITH AWWA C-517, AND (2 PER SIDE)
SHALL BE OPERABLE FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL.
CONTRACTOR SHALL PROVIDE STEPS IN
ACCORDANCE WITH NCDOT STD. 840.66.
STEPS SHALL BE PLACED AT 16" O.C.
iflR:il
J v 0.50'
a v
4 °-
. 2.33'
a.
n a
CONTRACTOR SHALL FORM
INVERT OF RISER STRUCTURE
TO DRAIN POSITIVELY TO
INVERT OF OUTLET BARREL
USING NON -SHRINK GROUT
TOP OF RISER EL. = 606.00
(1) RECTANGULAR WEIR
4' W x 0.8' H
AT INV=605.20
INVERTED INTAKE
(SEE DETAIL ON
SHEET C9.02)
VALVE STEM GUIDE
(SEE NOTE #3)
INVERT EL. = 597.00
6" DIP DRAIN
W/ TRASH RACK
(SEE DETAIL ON
SHEET C9.10) -�
CONTRACTOR SHALL SEAL
THE PIPE PENETRATION
USING A RUBBER BOOT
AND STAINLESS STEEL
HARDWARE
6"0 DIP DRAIN PIPE_
CONTRACTOR SHALL CORE -DRILL THE
HOLE FOR THE 6"0 DIP PIPE IN THE
FIELD. PRECASTER SHALL OMIT
REINFORCEMENT IN THIS AREA
PERMANENT OUTLET STRUCTURE DETAILS
N.T.S.
rry
" THICK JOINT FILLER MATERIAL
a.° v a CONCRETE CRADLE
.4 (SEE DETAIL ON
SHEET C9.10)
4
a. 4
CONCRETE COLLAR
(TO BE CONSTRUCTED IN
THE FIELD BY THE CONTRACTOR,
\SEE DETAIL)
_1" THICK JOINT FILLER MATERIAL
PRECASTER SHALL PROVIDE
A BLOCK OUT FOR THE
36"0 0-RING RCP
CONTRACTOR SHALL PROVIDE
STEPS IN ACCORDANCE WITH
NCDOT STD. 840.66. STEPS
SHALL BE PLACED AT 16" O.C.
TOP OF HANDWHEEL TO EXTEND
1-FOOT ABOVE TRASH RACK
CONTRACTOR SHALL PROVIDE STEPS IN
ACCORDANCE WITH NCDOT STD. 840.66.
STEPS SHALL BE PLACED AT 16" O.C.
(4) 6"0 ORIFICE
INV. = 603.40
(2 PER SIDE)
PRECASTER SHALL PROVIDE
A BLOCK OUT FOR THE
36"0 0-RING RCP
CONCRETE COLLAR
(TO BE CONSTRUCTED IN THE
I FIELD BY THE CONTRACTOR,
SEE DETAIL)
---- -----------------
36"0 0-RING
RCP
FLOW
o A /
O•
4
Nt
Q Q Q CONCRETE CRADLE
/4 (SEE DETAIL ON
SHEET C9.10)
1" THICK JOINT FILLER MATERIAL
6" PLUG VALVE. THE VALVE SHALL
BE A M&H STYLE 1820 X-CENTRIC CONCRETE ANTI -FLOTATION
VALVE OR APPROVED EQUAL. THIS BLOCK
VALVE SHALL BE IN ACCORDANCE
WITH AWWA C-517, AND SHALL BE
OPERABLE FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL.
7.0'
1.0' (TYP.)
9.9 LF
2"x2"x1 /4"
ANGLE
;ONCRETE
WCHOR
3OLT (TYP.,
;EE NOTE
64)
DENOTES THE ACCESS HATCH FABRICATED HINGES FOR THE
TO BE PROVIDED BY THE TRASH 2'x3' ACCESS HATCH. ACCESS
RACK FABRICATOR PER OUTLET HATCH SHALL BE POSITIONED
STRUCTURE MATERIAL OVER STEPS.
NOTES: SPECIFICATIONS (SHEET C9.10)
1. ALL REBAR TO BE #4 REBAR.
2. ALL REBAR AND ANGLES TO BE HOT -DIPPED GALVANIZED AND BE PROVIDED WITH AN EPDXY COATING.
3. THE HOT -DIPPED, GALVANIZED 2"x2"x1/4" ANGLES SHALL BE WELDED TO THE REBAR TRASH RACK. ONCE WELDED,
THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE RISER WITH ANGLES SITTING DIRECTLY ON TOP OF RISER.
4. CONTRACTOR SHALL ANCHOR THE TRASH RACK TO MANHOLE WALL WITH FOUR 4"x1/4" CONCRETE ANCHOR BOLTS
THROUGH ANGLES. �/
5. CONTRACTOR SHALL OMIT OR ADJUST REBAR AS NECESSARY TO ALLOW FOR CONCRETE COLLAR. RISER TRASH RACK DETAIL
6. ACCESS HATCH SHALL ALIGN WITH STEPS IN RISER. N.T.S.
NOTES:
1. ALL REBAR TO BE #4 REBAR.
2. WRAP OUTSIDE OF PIPE WITH VOLCLAY WATERSTOP-RXO 101 (OR PRE -APPROVED EQUIVALENT) AT THE FACE OF THE PRECAST STRUCTURE
WALL. PROVIDE 6" OVER LAP ON THE BOTTOM OF THE PIPE.
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
0.5'
3.5'
1.0'
ANCHOR
DEPTH
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
4
a
a
4 --
/ `
36" 0-RING
RCP /
� / 4
3" CLEARANCE
TO OUTSIDE
OF #4 REBAR)
WRAP OUTSIDE OF
PIPE WITH FLEXIBLE
WATERSTOP SEAL
(SEE NOTE 2)
4.5'
a
a
a
a
a .a45..2„a
a41a
a
(CENTER -TO -CENTER)
a
° a
4
CONCRETE
ANTI -FLOTATION
BLOCK
_ 4.6' _
(CENTER TO
CENTER)
FRONT VIEW
CONCRETE ANCHOR ^'T
(TYP., SEE NOTE
9.9 LF
2"x2%1 /4"
ANGLE
3" ANCHOR DEPTH
PRECAST -
STRUCTURE
WALL
#4 REBAR ANCHORS.-
CONTRACTOR SHALL
DRILL INTO PRECAST
STRUCTURE WALL AND
SET ANCHORS USING
EPDXY GROUT
WRAP OUTSIDE OF
PIPE WITH FLEXIBLE
WATERSTOP SEAL
(SEE NOTE 2)
44 a
a
a
3" CLEARANCE
36" 0-RING
RCP
#4 REBAR TRASH RACK (ABOVE)
ANCHOR TRASH RACK TO MANHOLE WALL
WITH FOUR EQUALLY SPACED HOT -DIPPED
GALVANIZED STEEL CLAMPS. EACH CLAMP
ATTACHED TO MANHOLE RISER BY
2-4%1 /4" CONCRETE ANCHOR BOLTS
EACH CLAMP TO BE COATED W/ AN
EPDXY COATING.
3000 PSI CONCRETE
COLLAR
(MIN. 28 DAY STRENGTH)
- 3" CLEARANCE
TO OUTSIDE OF
1 #4 REBAR)
5.5" CENTER TO
CENTER
12" ANCHOR DEPTH
a
TO OUTSIDE OF
#4 REBAR) SIDE VIEW
36" CONCRETE COLLAR DETAIL
N.T.S.
#4 REBAR ANCHORS.
CONTRACTOR SHALL DRILL
INTO PRECAST BASE AND
SET ANCHORS USING
EPDXY GROUT
CONCRETE ANTI -FLOTATION
BLOCK
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION I
'J
McADAMS
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
PULTE GROUP -MATT KEARNS
11121 CARMEL COMMONS BLVD, SUITE 450
CHARLOTTE, NC 28226
PHONE: [phone]
liPulteGroup
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46788 5
`P� '°•. G 1 NEB•
REVISIONS
NO.
DATE
1
09. 07. 2021
REVS PER AJHA 1ST REVIEWS
2
09. 17.2021
REVS PER 1ST NCDOT REVIEW
3
10. 15. 2021
REVS PER 2ND NCDOT REVIEW
4
10. 18. 2021
REVS PER 2ND NCDEQ-SW REVIEW
PLAN INFORMATION
PROJECT NO. 2021210184
FILENAME 2021210184-SWC
CHECKED BY SAW
DRAWN BY SAW
SCALE N / A
DATE 06. 08. 2021
SHEET
STORMWATER CONTROL
MEASURE 'C' DETAILS
C9809

#6 REBAR
PERIMETER FRAME
4" x 4" 6/6
WELDED WIRE
FABRIC (EACH SIDE
& TOP OF CAGE)
18" (TYP.)
2.03'
if
4" ANCHOR DEPTH
CONTRACTOR SHALL
DRILL INTO PRECAST
EXTENDED BASE AND
SET ANCHORS USING
EPDXY GROUT
G
21
2 LF
6"0 DIP
a. d
v
a
a da
a
0.86'
(CENTER TO CENTER)
6" PVC CAF
SCREW TYPE
TOP EL. = 602.83
INVERT THROUGH RISER EL. = 602.00
BOTTOM EL. = 601.50
4" x 4" 6/6 WELDED WIF
FABRIC (EACH SIDE & TC
CAGE)
CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
0 0
° ° 2.00'
0
0 0
90
1
6" PLUG VALVE. THE VALVE
SHALL BE A M&H STYLE 1820
X-CENTRIC VALVE OR
a ENGINEER APPROVED EQUAL.
v THIS VALVE SHALL BE IN
ACCORDANCE WITH AWWA
C-517, AND SHALL BE
a OPERABLE FROM TOP OF
OUTLET STRUCTURE VIA A
HANDWHEEL. #6 REBAR PERIMETER
6"0 DIP DRAIN PIPE
CONTRACTOR SHALL CORE -DRILL
THE HOLE FOR THE 6"0 DIP IN
THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
AREA.
6110 EMERGENCY DIP DRAIN TRASHRACK DETAILS
N.T.S.
ri
6" PVC CAP WITH
3.5"0 DRILLED ORIFICE
PROPOSED GRADE
-III-III-I11 I MI
I 36"0 0-RING RCP
FLOW
NO. 67 WASHED STONE
ENCASED IN NON -WOVEN
FILTER FABRIC (MIRAFI 180N
OR EQUIVALENT). FILTER
FABRIC OVERLAP TO BE A
MINIMUM 2' IN THE
DOWNSTREAM DIRECTION.
SIPHON OUTLET DETAIL
N.T.S.
CONTRACTOR SHALL PROVIDE STEEL CLAMP TO
INSURE A WATERTIGHT SEAL BETWEEN THE
SPILLWAY FILTER NON -WOVEN FILTER FABRIC
AND 36"0 0-RING RCP OUTLET BARREL
RISER OUTLET
STRUCTURE
4 d
2
6.0"0 PVC SIPHON
INVERT EL. = 602.00 (NWSE)
ENDWALL PER
i 6" MIN. NCDOT STD. 838.80
1' MIN.
CONTRACTOR SHALL I
STEEL CLAMP TO IN
WATERTIGHT SEAL BETWE
SPILLWAY FILTER NON
FILTER FABRIC Al'
0-RING RCP OUTLET
ENDWALL PER NCDOT STD. 838.80
NOTE. 4" WEEPHOLES TO BE PROVIDED WITH
VARMIT GUARD ON DOWNSTREAM SIDE AND
GALVANIZED HARDWARE CLOTH ON UPSTREAM
SIDE (Y4" MAXIMUM OPENINGS). VARMINT GUARD
SHALL BE HAVILAND BRAND STEEL FINGER TYPE
OR ENGINEER APPROVED EQUIVALENT.
(2) 4" PERFORATED,
CORRUGATED HDPE PIPE (ADS
N-12 OR APPROVED
EQUIVALENT)
ENDWALL PER
NCDOT STD. 838.80
SPILLWAY FILTER DETAIL
N.T.S.
n Ra'
BARREL PIPE PLOWABLE FILL CRADLE
6" PLUG VALVE. THE VALVE SHALL BE A M&H STYLE 1820 CONSTRUCTION SEQUENCE
X-CENTRIC VALVE OR 1. CONSTRUCT FORMWORK FOR FLOWABLE FILL CRADLE ON EXISTING GRADE.
APPROVED EQUAL. THIS VALVE
SHALL BE IN ACCORDANCE 2. EXCAVATE TRENCH FOR CRADLE AND BARREL PER DIMENSIONS ON DRAWINGS.
WITH AWWA C-517, AND
SHALL BE OPERABLE FROM 3. PLACE BARREL PIPE ON CONCRETE BLOCKS TO GRADE. CONTRACTOR SHALL WRAP JOINTS WITH 2-FT WIDE
TOP OF OUTLET STRUCTURE
VIA A HANDWHEEL. STRIPS OF FABRIC AT THIS STEP.
4. PLACE FLOWABLE FILL FOR CRADLE FOR EACH SECTION FROM ONE SIDE OF THE TRENCH. ALLOW FLOWABLE
FILL TO FILL ENTIRE AREA UNDER PIPE AND PIPE HAUNCHES AS TO LEAVE NO VOIDS UNDER THE PIPE BEFORE
PLACING FLOWABLE FILL ON THE OPPOSITE SIDE OF THE TRENCH. PLACE ENTIRE CRADLE AS ONE LIFT
(VERTICALLY) PER DRAWINGS.
5. FLOWABLE FILL CRADLE MAY BE ELIMINATED PER RECOMMENDATION FROM THE ON -SITE GEOTECHNICAL
ENGINEER. ANY DEVIATION FROM THIS DETAIL SHALL BE SUBMITTED TO AND REVIEWED BY THE DESIGN
6" DIP ENGINEER PRIOR TO IMPLEMENTATION. IF THE CRADLE IS ELIMINATED, THEN A LETTER FROM AN NC PE
CERTIFYING THAT ALL SOIL MATERIAL UNDER, AROUND, AND ABOVE THE BARREL PIPE MEETS THE BERM 22
MATERIAL SPECIFICATIONS STATED ON SHEET C9.00 IS REQUIRED.
;TOR SHALL SEAL THE PIPE 6. ALLOW CRADLE TO CURE FOR A MINIMUM OF 7 DAYS BEFORE ANY VIBRATING COMPACTION EQUIPMENT IS
TION USING A RUBBER BOOT USED IN THE VICINITY OF THE BARREL PIPE.
INLESS STEEL HARDWARE
7. TRENCH TO BE BACKFILLED IN 5" LIFTS WHEN COMPACTION IS BY HAND. BACKFILL IS IN 8" LIFTS WHEN
CONDUCTED BY MACHINE. MINIMUM OF 2 FEET COVER MUST BE PRESENT ON 24"0 RCP BEFORE DRIVING
OVER WITH HEAVY EQUIPMENT. 12" iMIN
ENCASED IN NON -WOVEN
FILTER FABRIC (MIRAFI 180N
OR EQUIVALENT)
WASHED STONE
IN NON -WOVEN
-ABRIC (MIRAFI
R EQUIVALENT)
Ndi
W1 (FT.)
1-0"
ELEVATION
W2 (FT.
PLAN
36" CONCRETE CRADLE DETAIL
N.T.S.
H2
H1
�8" O.C. (TYP. )
REFER TO CHART
FOR BAR SIZE
NOTES:
1. A FILTER BLANKET IS TO BE INSTALLED BETWEEN THE
RIPRAP AND SOIL FOUNDATION. THE FILTER BLANKET
WILL CONSIST OF A MINIMUM 4" THICK LAYER OF
STONE (NCDOT #57) UNDERLAIN WITH MIRAFI FILTER
WEAVE 700 OR APPROVED EQUIVALENT
ENDWAL
80" NCDOT STD. f
36"0 0-RINC
A�
CORRUGATED
HDPE PIPE (ADS N-12 OR
APPROVED EQUIVALENT)
D 6"
1'-0„
O
H1
0 8" O.C.(TYP.)
6 REFER TO CHART
FOR BAR SIZE
SIDE
�1-3000 PSI CONCRETE, OR
PER RECOMMENDATION FROM
ON -SITE GEOTECHNICAL
ENGINEER
z
oU)
H Q
NOTES:
* THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING
H CDU
STANDARDS: 838.01, 838.11, 838.21, 838.27, 838.33,
IL J H z
838.39, 838.51, 838.57, 838.63 AND 838.69.
O MCA =
* INSTALL PRECAST ENDWALLS WITH WINGS AND PAY
W Q Q IL =
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838.
Q U Cr O H
* USE 4000 PSI CONCRETE.
= z W
* PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615
I- W O J
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING
=p O CO Q
TO ASTM A185 WITH 2" MIN. CLEARANCE.
z F, _
* PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
H
OSHA STANDARD 1926.704.
r W
* PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY
r 0
CONTRACTOR
* ALL ELEMENTS PRECAST TO MEET ASTM C913.
* WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
* CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1"
LU
NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS
J �e
AT 8" CTS.THE CONTRACTOR WILL HAVE THE OPTION
=
O J
TO INCREASE THIS BAR SIZE AS NEEDED.
LL Q "
0
ENDWALL DIMENSIONS
FT.
MINIMUM
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
PIPE DIA.
BAR SIZE
H1(FT.)
H2(FT.)
D (FT.)
W1
W2
1.0
#5 @ 8"
1.25/2.00
2.00/3.75
1.25/1.75
3.00/3.75
5.50/6.00
1.25
#5 @ 8"
1.25/2.00
3.00/3.75
1.25/2.00
3.50/3.75
6.50/6.75
1.50
1 #5 @ 8"
1.25/2.00
3.00/4.25
1.50/2.50
3.50/3.75
6.50/6.75
2.0
#5 @ 8"
1.50/2.50
4.00/4.75
1.75/2.50
4.00/4.25
7.50/8.25
2.5
#5 @ 8"
2.50/3.50
4.00/6.00
2.00/3.00
4.50/5.50
10.00/11.50
3.0
#5 @ 8"
3.00/3.50
5.00/6.00
2.75/3.50
5.25/5.75
11.50/11.75
3.5
#5 @ 8"
3.25/4.50
6.00/6.75
3.25/3.50
6.00/6.75
12.00/13.25
4.0
#5 @ 8"
3.50/4.50
6.50/7.00
3.25/3.50
6.50/6.75
13.00/13.25
4.5
#5 @ 8"
4.00/5.00
6.50/8.50
3.25/4.00
7.00/9.25
13.50/15.75
5.0
#5 @ 8"
4.50/5.00
7.00/8.50
3.25/4.00
7.25/9.25
13.75/15.75
5.5
#5 @ 8"
4.50/5.00
7.50/8.50
3.25/4.00
7.25/9.25
14.00/15.75
6.0
#5 @ 8"
4.50/5.00
1 7.50/8.50
3.25/4.00
1 7.75/9.25
14,75/16.75
OUTLET ENDWALL DETAILS
N.T.S.
NCDOT CLASS "B" RIPRAP
18'L x 9'W x 22" THICK
------------
I I I TEE
-�
FILTER BLANKET -
(SEE NOTE)
OUTLET BARREL VELOCITY DISSIPATOR
N.T.S.
36"0 0-RING RCP
ENDWALL PER
NCDOT STD. 838.80
SECTION A A
0 G rn
H Z i
Q W LU
o W o W N
Q oC r-
0 (�
zz Z
I—O
� V
N
Q H w
Q V z
O W
cc IOC
a CC
0
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HEET 1 OF 1
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The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
PULTE GROUP - MATT KEARNS
11121 CARMEL COMMONS BLVD, SUITE 450
CHARLOTTE, INC 28226
PHONE: [phone]
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REVISIONS
NO.
DATE
1
09. 07. 2021
REVS PER AJHA 1ST REVIEWS
2
09. 17. 2021
REVS PER 1ST NCDOT REVIEW
3
10. 15. 2021
REVS PER 2ND NCDOT REVIEW
4
10. 18. 2021
REVS PER 2ND NCDEQ-SW REVIEW
PLAN INFORMATION
PROJECT NO.
2021210184
FILENAME
2021210184-SWC
CHECKED BY
SAW
DRAWN BY
SAW
SCALE
N/A
DATE
06. 08. 2021
SHEET
STORMWATER CONTROL
MEASURE'C' DETAILS
C9610

STORMWATER CONTROL MEASURE 'A' LANDSCAPE PLAN
LEGEND
QTY. SYM. SCIENTIFIC NAME COMMON NAME HATCH TYPE MIN. SPACING
192 CT CAREX TENERA
QUILL SEDGE
308 ED EUPATORIADELPHUS DUBIUS DWARF JOE PYE WEED
153 HL HIBISCUS LAEVIS
SEEDBED PREPARATION
SCARLET ROSE MALLOW
4" CONTAINER
q" CONTAINER
(D 4" CONTAINER
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE.
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM.
4. PER ONE TIME ONLY, APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL.
5. CONTINUE TILLAGE UNTIL A WELL -PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER.
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE. AFTER
PERMANENT COVER IS ESTABLISHED.
9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT
TEMPORARY SEEDING SCHEDULE
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
JAN 1 - MAY 1 RYE (GRAIN) 120 LBS/AC
KOBE LESPEDEZA 50 LBS/AC
MAY 1 - AUG 15 GERMAN MILLET 40 LBS/AC
AUG 15 - DEC 31 RYE (GRAIN) 120 LBS/AC
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10
FERTILIZER (FROM AUG 15 - DEC 31, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC).
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING TOOL. A DISK WITH
BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
JAN 1 -AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE, AND MULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
AUG 15 - DEC 31: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. IF
IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN
LATE FEBRUARY OR EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT TO USE THE PERMANENT SEEDING SCHEDULE
PERMANENT SEEDING SCHEDULE (DAM EMBANKMENTS)
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
AUG 25 - OCT (BEST) TALL FESCUE 200 LBS/AC
FEB - APR 15 (POSSIBLE)
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 4,000 LB/AC GROUND AGRICULTURE LIMESTONE AND 1000
LB/AC 10-10-10 FERTILIZER.
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING TOOL. A
DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE FOLLOWING YEAR; USE SOIL TESTS
OR APPLY 150 LB/AC 10-10-10 FERTLIZER. MOW REGULARLY TO A HEIGHT OF 2-4 INCHES.
NOTE: PERMANENT SEEDING SCHEDULE IS FOR SLOPES OF THE BASIN, TOP OF BERM, AND BASIN FLOOR
2' ON CENTER
2' ON CENTER
2' ON CENTER
PLANTING INSTRUCTIONS
PLANTING TECHNIQUES
A. INSURE THAT ROOTS, ONCE REMOVED FROM POT, ARE STRAIGHTENED AND FACE DOWNWARD.
B. CREATE PLANTING AREA FOR EACH PLANT AND EXCAVATE PIT.
C. PLACE PLANTS IN PIT INSURING ROOTS ARE FACING COMPLETELY DOWNWARD.
D. HEEL IN SOIL AROUOND PLANT AND PROCEED TO NEXT PLANTING LOCATION.
E. NEWLY PLANTED PLANTS NEED TO BE FASTENED TO THE SUBSTRATE FOR THE ESTABLISHMENT OF NEW ROOTS.
F. ROOTS SHALL BE SPREAD IN THEIR NORMAL POSITION. ALL BROKEN OR FRAYED ROOTS HALL BE CUT OFF CLEANLY.
G. THE DIAMETER OF THE PITS FOR ALL VEGETATIVE STOCK SHALL BE AT LEAST THREE TIMES THE DIAMETER OF THE ROOT MASS. PLANT PIT
WALL SHALL BE SCARIFIED PRIOR TO PLANT INSTALLATION.
H. SET THE PLANTS UPRIGHT, IN THE CENTER OF THE PIT. THE BOTTOM OF THE ROOT MASS SHOULD BE RESTING ON UNDISTURBED SOIL.
I. PLACE THE BACKFILL AROUND THE BASE AND SIDES OF THE ROOT MASS, AND WORK EACH LAYER TO SETTLE BACKFILL AND TO ELIMINATE
VOIDS AND AIR POCKETS. WHEN PIT IS APPROXIMATELY 2/3 FULL, WATER THOROUGHLY BEFORE PLACING REMAINDER OF THE BACKFILL.
WATER AGAIN AFTER PLACING FINAL LAYER OF BACKFILL.
J. BROKEN OR DAMAGED PARTS WILL BE CUT BACK TO UNDAMAGED TISSUE, LEAVING AS MUCH GREEN BASAL TISSUE AS POSSIBLE ABOVE
THE ROOTS. IF MORE THAN FIFTY PERCENT (50%) OF THE PLANT IS DAMAGED THEN CONTRACTOR SHALL REPLACE THE PLANT.
CONTAINER STOCK / BARE ROOT
A. STOCK SHALL HAVE BEEN GROWN IN A CONTAINER LONG ENOUGH FOR THE ROOT SYSTEM TO HAVE DEVELOPED SUFFICIENTLY TO HOLD
ITS SOIL TOGETHER ONCE REMOVED FROM THE CONTAINER.
B. CONTAINER PLANTS WILL NEED TO BE WATERED REGULARLY AND PLACED IN SHADY CONDITIONS UNTIL PLANTING OCCURS.
C. BARE ROOT PLANTS ARE FOR IMMEDIATE PLANTING, OTHERWISE SEE D) BELOW.
D. IF BARE ROOTS SPECIMENS ARE NOT TO BE PLANTED WITHIN FOUR (4) DAYS,
TEMPORARY HOLDING OF BARE ROOT SPECIMENS ARE TO BE COVERED ENTIRELY BY A SUITABLE MEDIUM (ETC. SOIL, SAWDUST, MULCH
OR THE LIKE) AND WATERED REGULARLY SO AS TO NOT DRY OUT.
PLANT LOCATIONS
A. NEW PLANTINGS SHALL BE LOCATED WHERE SHOWN ON PLAN EXCEPT WHERE CHANGES HAVE BEEN MADE IN PROPOSED CONSTRUCTION.
B. NECESSARY ADJUSTMENTS SHALL BE MADE ONLY AFTER APPROVAL BY THE OWNER OR THE OWNER'S REPRESENTATIVE.
WATER
WATER SHALL BE POTABLE AND SHALL NOT CONTAIN ELEMENTS TOXIC TO PLANT LIFE.
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STORMWATER CONTROL MEASURE V LANDSCAPE PLAN GRAPHIC SCALE
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FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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McADAMS
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293, C-187
www.mcadamsco.com
CLIENT
PULTE GROUP - MATT KEARNS
11121 CARMEL COMMONS BLVD, SUITE 450
CHARLOTTE, NC 28226
PHONE: [phone]
IlPulteGroup
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REVISIONS
NO.
DATE
1
09. 07. 2021
REVS PER AJHA 1ST REVIEWS
2
09. 17.2021
REVS PER 1ST NCDOT REVIEW
3
10. 15.2021
REVS PER 2ND NCDOT REVIEW
4
10. 18. 2021
REVS PER 2ND NCDEQ-SW REVIEW
PLAN INFORMATION
PROJECT NO.
2021210184
FILENAME
2021210184-SWC
CHECKED BY
SAW
DRAWN BY
SAW
SCALE
1"=30'
DATE
06. 08. 2021
SHEET
STORMWATER CONTROL
MEASURE 'C'
LANDSCAPE PLAN
C9811

Basin Information
Drainage Area 1
Drainage Area 2
Drainage Area 3
Drainage Area BP
Receiving Stream Name
Caldwell Cr
Caldwell Cr
Caldwell Cr
CaldwelI Cr
Stream Class *
C
C
C
C
Stream Index Number *
13-17-5-5
13-17-8-5
13-17-8-5
13-17-8-5
Total Drainage Area (sf)
442,822
275,917
1,028,016
1,265,358
On -site Drainage Area (s*
378,353
275,917
1,011,162
1,265,358
Off -site Drainage Area (sf)
64,469
0
16,854
0
Proposed Impervious Area'* sf)
211,456
133,828
445,873
200,517
% Impervious Area (total)48
49
43
16
Impervious' Surface Area
Drainage Area 1
Drainage Area 2
Drainage Area 3
Drainage Area BP
On -site Buildings/Lots (sf)
68,440.00
84,680.00
296,960.00
134,560.00
On -site Streets (so
34,410.85
331870.59
91,679.91
31,198.71
On -site Parking (sf)
1,865.42
3,282.71
8,863.10
282.10
On -site Sidewalks (sf)
10,093.93
11,995.08
31,515.51
12,838.65
Other on -site (so
11,267.46
0
0
0
Future (sf)
20,909.17
0
0
21,637.65
Off -site (sf)
64,469.00
0
16,854.00
0
Existing BUA*** (sf)
0
0
0
0
Total (so:
211,456
133,828.38
445,872.52
200,517.11
Drainage
Pervious
Swale
BLIA
0 Slope
Va„o, Vactual
Flow
#
Area
(ac)
(a�)
(cfs) (°/o)
(fps) (fps)
depth (it)
(ac)
1
1.80
0.28
1.52
0.44
5.81
2.50
4.50
3.63
0.47
2
0.38
0.19
0.19
0.65
1.81
3.00
4.50
2.77
0.24
3
0.46
0.21
0.25
0.62
2.09
3.00
4.50
2.89
0.26
4
1.00
0.20
0.80
0.47
3.45
4.00
4.50
3.64
0.32
TOTAL OFF -SITE AREA = 1.19 AC< TT 1\I 1 I I I I 1
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The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
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license number: C-0293, C-187
www.mcadamsco.com
CLIENT
PULTE GROUP - MATT KEARNS
11121 CARMEL COMMONS BLVD, SUITE 450
CHARLOTTE, NC 28226
PHONE: [phone]
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REVISIONS
NO.
DATE
1
09. 07. 2021
REVS PER AJHA 1ST REVIEWS
2
09. 17.2021
REVS PER 1ST NCDOT REVIEW
3
10. 15. 2021
REVS PER 2ND NCDOT REVIEW
4
10. 18. 2021
REVS PER 2ND NCDEQ-SW REVIEW
PLAN INFORMATION
PROJECT NO.
2021210184
FILENAME
2021210184- Post. I
CHECKED BY
SAW
DRAWN BY
SAW
SCALE
1"=100'
DATE
06. 08. 2021
SHEET
POST DEVELOPMENT
HYDROLOGY MAP
C961
2