SW6191002_PLANS_10/30/2019

IV
U1
2 3 4 UNCLASSIFIEDHFOR OFFICIAL USE ONLY 7 8 9 10
5 1 6
LAND DEVELOPMENT PLANS FOR
EROSION CONTROL NARRATIVE:
THE PURPOSE OF THIS LAND DISTURBANCE IS TO CONSTRUCT A MILITARY
OPERATIONS SUPPORT FACILITY. THE FACILITY WILL INCLUDE A 17,000 SQUARE
FOOT BUILDING, APPROXIMATELY 100 PARKING SPACES, AND STORMWATER
FTE BRAIGG QUALITY AND QUANTITY CONTROL MEASURES. EROSION CONTROL FOR THE
PROJECT WILL BE SEPARATED INTO THREE PHASES. THROUGHOUT EACH
PHASE, AND THEREFORE THE DURATION OF CONSTRUCTION, EROSION AND
SEDIMENT CONTROL DEVICES AND MEASURES WILL BE IMPLEMENTED AND
SOF OPERATIONS FACILITY MAINTAINED ACCORDING TO THE EROSION AND SEDIMENT CONTROL PLAN TO
ENSURE THAT POLLUTANTS TO DOWNSTREAM WATERS WILL BE MINIMIZED TO
THE GREATEST POSSIBLE EXTENT.
Popv Army r� PRKS Cvrvers Creek
v�ss r? V 5ondhf7ls 5t Pork 5lflcamb
Pope Arl, Sp lake
Pope Arany 87
A&AvW
r
Fort Bragg
Mill
piste Rd
BnnesFord
Beare
APPROXIMATE SITE
LOCATION
Bennie ❑Gone
Myrtle Hill
���� p � 9roada�res
BR
Cliidale Murray Hills Ra
a
5k1ba
r�ettlevitle
�
�
�
�
d01 ik,aef«d fxd 16vuens
- -
-
17o4emn
§r � �
Raeford Rd Fenix
Vander
� -•._,_
Exergreen Estates
Wkeaafe F
Tr4
aA° pR�
Dr �
� a
o� 34l
Cumberland
aLdson
'
d
SCR
a i
pRd
Foy"ttewme l
fir} Rockfish •,
t
Iregi�nQL +'
Airport
f
r yis5 �
o
'�drdrsfj Rd
162
BR
4k
4 l ��f
I * LazyAcres
Hope M01F. � Ground:.----'
Ardulusa 9
VICINITY MAP
NOT TO SCALE
MALVESTI ST, POPE FIELD, NC 28308
CAPE FEAR RIVER BASIN
TOTAL DISTURBED ACREAGE: 2.59
EXISTING PERVIOUS AREA: 2.56
EXISTING IMPERVIOUS AREA: 0.03
INDEX OF SHEETS
SHEET #
TITLE
C-000
COVER SHEET
VF100
SURVEY AND NOTES
VF101
EXISTING TOPOGRAPHICAL PLAN
B-101
BORING LOCATION PLAN
BB601
SOIL TEST BORING LOGS, SOIL CLASSIFICATION & NOTES 1
BB602
SOIL TEST BORING LOGS, SOIL CLASSIFICATION & NOTES 2
BB603
SOIL TEST BORING LOGS, SOIL CLASSIFICATION & NOTES 3
CD101
SITE DEMOLITION PLAN
C-101
SITE LAYOUT PLAN
CS501
SITE DETAILS
CG101
SITE GRADING PLAN
CG102
STORM DRAINAGE PLAN
CG103
EROSION CONTROL PHASE I PLAN
CG104
EROSION CONTROL PHASE II PLAN
CG105
EROSION CONTROL PHASE III PLAN
CG201
STORM DRAINAGE PROFILES
CG501
STORM DRAINAGE DETAILS
CG502
N.P.D.E.S. CHECKLIST 1
CG503
N.P.D.E.S. CHECKLIST 2
CG504
EROSION CONTROL DETAILS & NOTES 1
CG505
EROSION CONTROL DETAILS & NOTES 2
CG506
EROSION CONTROL DETAILS & NOTES 3
CG507
EROSION CONTROL DETAILS & NOTES 4
CG508
EROSION CONTROL DETAILS & NOTES 5
CG509
EROSION CONTROL DETAILS & NOTES 6
CG510
EROSION CONTROL DETAILS & NOTES 7
CG511
EROSION CONTROL DETAILS & NOTES 8
CG512
EROSION CONTROL DETAILS & NOTES 9
CG513
EROSION CONTROL DETAILS & NOTES 10
CG514
EROSION CONTROL DETAILS & NOTES 11
CG515
ADDITIONAL NOTES
CU201
SITE UTILITIES PLAN
CU202
SANITARY SEWER PROFILE
CU501
SANITARY SEWER DETAILS 1
CU502
SANITARY SEWER DETAILS 2
CU503
WATER DETAILS
L-101
LANDSCAPING PLAN
START DATE OCT. 2019 THIS SCHEDULE IS TO BE USED FOR PERMITTING PURPOSES ONLY. REFER
END DATE APR. 2021 TO APPROVED PROJECT SCHEDULE FOR EXACT CONSTRUCTION SEQUENCING.
•
DESCRIPTION
PHASE I EROSION• -• •
♦♦♦♦♦♦♦tii♦111111111111111111111111111111111111111111�1111111�111111111111111111
SEVEN DAY EC INSPECTION-
♦♦♦♦♦♦♦♦♦♦it♦1111111111111111111111111111111111111111111111111111111111111111111
CLEARING,- "ING, GRADING♦♦♦♦♦♦♦♦♦♦♦iiiiit♦11111111111111111111111111111111111111111111111111111111111111
TEMPORARY GRASSING
11111111111111111::11::11::11::11::11::11::11::11::11::11::11::11::11::11::11111
FINAL PAVING♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦t1111111111111111111111111♦i
DISPOSITION OF
111111111111111111111111111111111111111111111111111111111111111111111111111�11�:
BUILDING• •
CLEARINGOF •- DRAINS111111111111111111111111111111■■11111111111111111111■■11111111111111111111■■1111
FINAL LANDSCAPING
1111111111111111111111111111111111111111111111111111111111111111111111111111::::
.0DA•HARVESTING PERIODACTIVITY
■■■■■■■■111111111111111111111111111111111111111111111�1111111�111111111111111111
SCHEDULE
Know what's below.
Call before you dig
IF YOU DIG NORTH CAROLINA...
CALL US FIRST!
UTILITIES PROTECTION CENTER
IT'S THE LAW
l 'sue � .�,� �'� -•'�j � �,..� - '',. ` '
_ FLOODPLAIN
�.�, k,� EXTENTS
AIR .11f:'.! 11 old olio4.
,J r
APPROXIMATE SITE
LOCATION -,
r 1P _'►t 1
tv
H Ilk rAlllarr'1R) Y-'+1 It : �l 1123N. ', •�...• ;-
tAk
vu
tit T
FLOOD MAP
NOT TO SCALE
24-HOUR CONTACT: LEE WARD
PHONE: [phone]
EMAIL: LEE. [e-mail]
ENGINEER: LOWE ENGINEERS
990 HAMMOND DRIVE
SUITE 900
ATLANTA, GA 30328
CONTACT: GERALD F. OBERHOLTZER, PE
PHONE: [phone]
FAX: [phone]
UTILITY CONTACT INFO:
OLD NORTH UTILITY SERVICES (WATER/SANITARY)
ADDRESS: 2941 LOGISTICS ST., BLDG N-6307, FT BRAGG, NC 28307
PHONE: [phone]
SANDHILLS UTILITIES (ELECTRICAL)
ADDRESS: 6503 BUTNER RD #2, FORT BRAGG, NC 28307
PHONE: [phone]
I l
11�11
US Army Corps
of Engineers°
10-09-19
II��II�
Ill
ZZ
0Z
U
cr
O
0
Q
U
Of
o
W
U
<
0
w
N
CV
J
Z
W
co
W
=
�cn
C5cn
��
W
WU
Z W
Lu 0
M
c
coo
m
J Z
�
o
m
o
Z
c�
Z
Y
H
0
co¢Q�wQm�w�
W
2
2
D 2
N Z
20
CnU
=rAH
to Q
C
rp
r
U o
Z_ W N
�
ui U) g
U 1- Z
W
Z
J
0 Ur
U�
LULU O�
W
Uj =
0�
W Y
0UwZZ
0
a
0OZ
Q-,0
0Z
0
fY
U
? O
2i
}
U
J
11
Q
Z
J >-
0�
Q U
=WLU
L0
W
CfzQ
=
U0z
ZP:0-
cr-
C�
LU
OfN
>
O
afL}
Ir0W
U
mW
�o
c-e to
0
LL
SHEET ID
C-000
UNCLASSIFIEDHFOR OFFICIAL USE ONLY
CORRECTED FINAL - NOT FOR CONSTRUCTION

1
2 3 4 UNCLASSIFIEDHFORIOFFICIAL USE ONLY
7
:V
L
10
G
F
E
C
C
W
SURVEY NOTES
1. SURVEY PERFORMED BY:
LOWE ENGINEERS, LLC
N.C. FIRM LICENSE #P-1582
990 HAMMOND DRIVE, SUITE 900
ATLANTA, GA 30328
770-857-8400
2. HORIZONTAL CONTROL: THE HORIZONTAL POSITIONS FOR
THIS PROJECT ARE BASED UPON GPS OBSERVATIONS
USING THE NORTH CAROLINA GRID COORDINATE SYSTEM
NAD83 IN U.S. SURVEY FEET.
3. VERTICAL CONTROL: THE ELEVATIONS ARE BASED UPON
GPS OBSERVATIONS USING THE NORTH CAROLINA
VERTICAL DATUM (NAVD88), GEOID 12B, IN U.S. SURVEY
FEET.
4. THE LOCATION OF UNDERGROUND UTILITIES IS BASED
UPON THE FIELD SURVEYS OF ABOVE GROUND FEATURES.
THE SURVEYOR DOES NOT GUARANTEE THAT ALL
UNDERGROUND STRUCTURES SUCH AS UTILITIES, TANKS,
PIPE, ETC. ARE LOCATED HEREON, EITHER IN SERVICE OR
ABANDONED. THE SURVEYOR FURTHER DOES NOT
WARRANT THAT THE UNDERGROUND UTILITIES ARE IN THE
EXACT LOCATION INDICATED. IF MARKED BY OTHERS, NO
EXCAVATIONS WERE MADE DURING THIS SURVEY TO
LOCATE ANY BURIED UTILITIES OR STRUCTURES.
UNDERGROUND UTILITIES SHOWN ARE APPROXIMATE
LOCATIONS AND ARE BASED ON ABOVE GROUND
FEATURES, PHYSICAL EVIDENCE, PAINT MARKINGS, AND
BASE UTILITY PLANS.
5. LOCATION OF UNDERGROUND UTILITIES SHOULD BE FIELD
VERIFIED BY CONTACTING THE NC ONE CALL CENTER AT
1-800-632-4949 OR THE BASE UTILITY LOCATOR SERVICE AT
1-910-396-0325.
6. NO DETERMINATION HAS BEEN MADE BY THE SURVEYOR
AS TO THE FOLLOWING:
6.1. 100-YEAR FLOOD LIMITS
6.2. WETLANDS
6.3. UNDERGROUND STORAGE FACILITIES
6.4. GRAVES, CEMETERIES, OR BURIAL GROUNDS
6.5. HAZARDOUS WASTE
7. ALL DISTANCES ARE HORIZONTAL GROUND DISTANCES,
NOT GRID DISTANCES, IN U.S. SURVEY FEET.
8. DATE OF FIELD SURVEY: 01JAN2019.
9. CONTOUR INTERVALS ARE ONE FOOT.
10. THE CONTRACTOR SHALL OBTAIN ANY ADDITIONAL
SURVEY NECESSARY TO COMPLETE THE CONSTRUCTION
OF THIS PROJECT. ADDITIONAL SURVEYS ARE AT
CONTRACTOR'S EXPENSE AND WILL NOT BE REIMBURSED
BY THE GOVERNMENT.
LEGEND
STREET SIGN
EXISTING WATER VALVE
EXISTING FIRE HYDRANT
CB CATCH BASIN
CO O SANITARY CLEAN -OUT
DI DROP INLET
RCP REINFORCED CONCRETE PIPE
BL BOLLARD
MH MANHOLE
✓B JUNCTION BOX
LP * LIGHT POLE
- - - 281- - - EXISTING CONTOUR
282 X SPOT ELEVATION
- UGT UGT - UNDERGROUND TELECOMM
8-SS 8" SANITARY SEWER PIPING
G- NATURAL GAS PIPING
W - WATER MAIN
= _ = = = = EXISTING DRAINAGE PIPING
® EXISTING DROP INLET
EXISTING TREE LINE
I a EXISTING CONCRETE
. G .
EXISTING ASPHALT
i EXISTING BUILDING
MATCHLINE MATCHLINE
SURVEYOR'S NOTES 0 � = = � = = � = = � = = � = = � a s ° � OR . � = = � = = �
z SEE PARTIAL PLAN THIS SHEET ° ` . ° : SEE THIS SHEET
1. NO UNDERGROUND INSTALLATION OR IMPROVEMENTS 00 c) BUILDING 3352 . =Z'
HAVE BEEN LOCATED EXCEPT THOSE SHOWN HEREON. �Ni. � / � \ I
z I
.:�.::, ...*
2. THIS DRAWING NOT VALID WITHOUT THE SIGNATURE AND P- o o °.. 1. /
ORIGINAL SEAL OF A NORTH CAROLINA REGISTERED - 811DW 6 - - ® WM `�' . '... _ /0 /
11
°n .wI .�. c, /
SURVEYOR & MAPPER. 6„ C I.E.IN:228. 5' .TLC LP /� I I
I.E.IN:2 8 0' $_,s-$-- " u - n / / ° ... .a .., - 9 ,, a .: W':...:. /�I I 1
3. AS USED ON THIS DRAWING, CERTIFY MEANS TO STATE OR C.O. - r, � 232. CANOPY - ,� �u� �'� �4 ' .. WE, BOX . J / °O I I r�
DECLARE A PROFESSIONAL OPINION OF CONDITIONS I BL �BLL .. e moo\ \ ° o - . � - .. '�- -� T � Q' "i
REGARDING THOSE FACTS OR FINDINGS WHICH ARE THE .:x...:� I I /
* .. BL GATE S ° s: L - - c�
SUBJECT OF THE CERTIFICATION AND DOES NOT p Z ~ I I
CONSTITUTE A WARRANTY OR GUARANTEE EITHER \ LP �'' W \'.. . ' .... p4 I I
s ` \ , �..
W W' :.:
\ m \ a / ~
I
EXPRESSED OR IMPLIED. THIS CERTIFICATION IS ONLY ASPHALT EXISTING PARKIN "'
FH c�
-
:
FOR THE LANDS AS DESCRIBED. IT IS NOT A CERTIFICATE - .. " ,..:. . <.. :. A�.::' :.::.. :... ':'...: .
,..: ,\\..: \
:...,.:.
- ..
OF TITLE, ZONING, EASEMENTS OR FREEDOM OF `�....., ...:.: G /
ENCUMBRANCES. rn , :. \ \, :c; ':.../,: .. �-- - - -
- - - -
B M .. 2 ..
:. :' ::\.;.:'. T UGT' ....: G ...t�/. = cb- T
\ - _r' UGT. -�---..UGT.. : UG..: -� �'C M.:' ./... ` . : , ....
a. -' IJGfi: .,:.:..:.. UGT. UG .: v' 1GT H ::. C/L .. `% .:: .
4. NO INSTRUMENTS OF RECORD REFLECTING EASEMENTS, r'..
1 I- .. :. ' .. .
RIGHTS -OF -WAY AND/OR OWNERSHIP WERE FURNISHED cq.: \ .'
�.
THIS SURVEYOR EXCEPT AS SHOWN HEREON. I - -... / � - ELEC. c I i
f '.
\ ...
�''.' /� / / )BOX II/
5. LOWE ENGINEERS ACCEPTS NO RESPONSIBILITY FOR I :W _ / __ / /
I �.. �.::.:. / ,, / / III
IDENTIFICATION OF TREE SPECIES SHOWN HEREON. I 5 : . / / / - __ / ~
EVERY EFFORT HAS BEEN MADE TO PROPERLY IDENTIFY I ~ Q / / / _ I I I
I .� : I / / / / � _ _ - -236- - -_ / III I
THE TREES SHOWN HEREON; HOWEVER, TREE 1 -
IDENTIFICATION IS OUTSIDE THE AREA OF EXPERTISE OF A BUILDING 3352 I I I. / / / / / __ � _ � : J ' .. ' '" III I
/ / / / I CD v '...I
PROFESSIONAL LAND SURVEYOR. THE TREE TYPES \ I / / I I N
LP I
SHOWN HEREON ARE FOR INFORMATIONAL PURPOSES / I LP : ':1 ICk / � / / ca- 0 /1 + + .: I III ' BUILDING
ONLY AND SHOULD ONLY BE USED AFTER CONFIRMATION I / '. : 1: '. /... ,, . J I / / `.' .
BY A CERTIFIED ARBORIST OR OTHER SUCH l ° ��. l / l ~ : �::' 3050
�....... ..: .. 1 // / 13. III �
,.
PROFESSIONAL. \ a I I N / / / I I /`'...:.I `:% I I \
U �....::.: I I / -11�
6. SURVEY STANDARDS USED: NAD83 NORTH CAROLINA p ': I I / / - - - - - - MH I ° I I I /
STATE PLANE, US FOOT; NAVD88 VERTICAL GEOID 12B MATCHLINE � EXISTINGASPHALT I / � / I ` I)_\
LAST DAY OF SURVEY, 1-11-2019. = = = 1 PARKING LOT o I I I / / � / c Uc�T + . Grl I GT
SEE THIS SHEET � I I / / K /
7. UNDERGROUND POWER LINE AND EAST -WEST WATER LINE - c _ I / j I \
WERE IMPORTED AND SCALED FROM A DRAWING W 1 I I I I / I :Q
I -.:.:. I
RECEIVED BY JSOC ON 12-20-2018 (DWG "AREA 3 BASE MAP v I I I / c I , $ i+..
16"). SURVEY PARTIAL PLAN I
is< .:.--
SCALE: 1' = 30' z ". I / •
...:.. ... I I 1 ? C/ I..I... ...TOP EL:: z^327'
1 I W / - I ( O . l: ,� -�. FULL OF UVAT RJ
:' � :.::. : + I I I I \ \ \ � EX l f { EXISTING
I I \ \ I TOP 237.15 PARKING LOT
Y : .:. .
�. I c I I 1. E l=233.55 I f. /
I 222,
lEO T 23147
: -... � 1 I
. . ...., .. . _ .....:. I \\ Q TOP: 237.15
\
.... .....:
s I.:I :. �o « . 'I. E. lN: 233.55
III c0'.:.... '.:.. >.. I - --->cP I I I�:..:.'.:: tP1 I I 1 \ \ c z ":.: :.::.' ti:.
E EC. •: '..: I I I 1 I I. ... ....:.I.EOUT. 231.47
III I >.. 1 / _ - 226
J
/.. I 1
I LP o...:....: I I \ I
II
.:. .. .
I .. 00/.. ' . CO:.....::. /.. J .....: I 24'RCP
II - - - --
-.... :........ ; : Q /. :. + 4> EXISTI ASPHALT 6 '' . I i " / I - - - - JB
I I . III p �' ' I
RC ...:...: .. P.;
N N TL.... O I
NI /
I
..�V' ++ :... i.. ': P RKINGLOT c
NNN ::.. ti... / ^� I 1 I y�
I / + 1
I
N - /�' /C�
�: I
F
.. /.... /
I
/ /, !: .'.. AZEBO 77\ I I / > > cn
I\
,.. ':...
EX -DI
I :. I I / I TOP:
I I I I \\
- ./..
/ . /. .. ..:.....:......: ' / /
I /..............': �e
I , ' ..,......;.: /. l.EIN 18":235.
CO .. C{7.......:... ..
`..
I I
I I
/.
I /., C?: @�..... . ' /:. ::.:...:,::...:. /.. � / / // I.EIN24":234.83
III ::..:....:..,. ~ ,. I.,. I //I / I / �
I I I : '.: / .. / � -
I / / / /
•
...:.. ...:
I
I I I I CQ:..:.:.: / c'0 / I i , / / \ - / / l E OUT 234 82
I I I , ... :.'...:: ' . o `6 .':.'.... ':. :. '~.. ..... ..:..:.:... ' . - UGT T UGT / \ // � "1: - o eA%,
. ..
1 /: ...
\ I III I I \ \ \ I UGT _UGT c / // / ' 2
LP UGT \ I .. ..':..:: '.. ': �-¢
I I \ LP 1 U/ ' l I I
I I I I \ \ T �� cr /
I I I I I I .:. \ - --- \ \,\ \\ uGT� / \ \ Ucr // \ j I:.:.'.::
III %�./7777
o EXDI __ -_ �, _ _�G \ \ \ �_ \ \
I I I I I I .:. is :N: : :. ~ ..:., .:.. '...:..... ; / (FULL OF WA TER) - - - \ \ - _ / \
I %' .. 1 UGT �� U�� \\ \ \ \ \ \ \ \ \ \ \ \\ \ \ \ � UC \ UCT /�/\ � \ \\ � I 1. I BUILDING
// / / I I \ / C-BNlV ING PIPES JB \ \ �1_ \ \ \ \ \ \ � \ \ \ �, __ \ iIGT \ \ �'7 , I I , .. 3046
/ / / / :... �� . f � UNDET � INED O � - UG \ \ \ \ \ ��� \ \ \ \ \ \ � \ 236 GQ/ // - U�T ,\ �D
/ / /III co'.` ::: , I \ \ �Q ���. \ - \ - _ - �230 \ \ \ \ \ , , 0 // \ �\ c l 1.:
+ \ _ __ _ ; _ \ \\ I 1
l ( \ / L,1-
1 _ \ \ \ \ \ \ / \ CONC. WALK
I v \ \L \I \t� \ / \ 3 ,..
\ \ I I S �, 1_� - __ 1-1 1_� // ) 1 i�3: 1 .�� +:+ + I + + + ++ ;++;
\ CR TE ,-�� - - - _ \ \ \ \ // 23s \ IL 1\ Iti
AI F
I 1 \ 22p � , - / �� -� 1 \ \ \ - � \ \ \ / I /'
\\ " \ \, \,) C, '1�1 t� �,, I 1-1 1-1 '__�, __ -, \ \ _11A, I I I + + +/++�+++�+ ++ ccj)) ++I+ ++ +++�+++++++.+ +
4 + . + + + + �+ + +++ ++ �
� \ \ \ - \ \ \ - \ I I °a
,G( I I \ \ \ \ \ \ \
\ _ /� \ \ \ \�� //_ \ I I �) W
\(FULL OFWA� R) / \ \ -1--- \ \ - - - \ 1 I �// \ \
CO NECTINGPIP / \ \ --- \ \\ \ \ - -_� \ \ \ \ \\ \ \��/_ "I -------- ��Q \\ I I I �// \
\ \ \ \ \ \ I \
NDETERMINE�\ \ /\ ��\\ \\ \\ \�\ \\ \\\\ \� \ \ `\��\ /� \\\� ` \ \\ \ ��� I I�' I (� //N /
- \\ \� \\ \ \ \1 � �\\ / \\ \ -_ / ��� 3C EX I\ -232---\ \\ \ \ 1 L // \ �o`� / \
\ 21 \ \ \ \ / \ \ // _ , \ \ MSINGIQ� _ _ \ \ 1 I i / /
�116, \ 8� \ � \ 22p \ \ / � ✓ \ -_ %/ - ` \ \ \TOP: 33.16 - - -6 TLAN S \\ 1 I 1 � c I ~ I I
\ k U /
I \ \ \ \ \ \ \ \ \ \ I \ \ \ \ \ �/ \ \ � � \ \ \ A\%D 2�9.76\ BUFFER \ \ \� 1 . I �' - � (ZI I V - ': I � / / J )
C1,1
\ \ ---- \ \/', � G '� S \ \ \ \ \ \ \ �'I 1 z =W:.. �- N
I / \ \ \ \ \ -- '� // 224-_ \ \ \ \\1-1 1-1- \ \ \ \ 1 I � ;.:� 5 // �
\ \\ \---_ \ % -�"41
\\\ ///\\\ \N \ \\\ \\ \\ -\ \ \ \ I I I II1 �. �I ':. .;:Q.::- ..." / I/ //
\ \\ \ I \ �, I
i "I "I \\ \ \\ \\\ 1 1 I I 1 1 p I I 1 I l/ BUILDING
11 \ �\ / / \\-- \ \ \ \\ \ \ \ I 1 I I I II / ` 3042
/ - \ \ \ 1 1 III I I \ 1-11
l- \ /i\ ` \ \ \ \ 1 III :, I II
-/ � // �----- \ \\ \ \ \\ \\ \ \ 1 1 1 �I�I IDI C) I III I \
,'� \ ���, \ ��� 1 \ \ \ \ 1 1 1 I I I N,� � III I 1
/ -220 \ \ \ I II I I I
SURVEY &NOTES /, _ _ _ \ , \ \ \ \ \ 1 I I I ��I I ICI I II �®"
SCALE: 1 = 30 / // , -WETLANDS - \ \ 1 I I I I �I III ��� .' b 11
I
// I I iLa n.: II
// L _ _ 11 inn
// _ - WETLANDS BDY
// IIV - - -7-k #0 M-MML-Any M M 0 11
ADWALL
TOP.- 6.70' // / �(\ PN�S�� -00 - - - - -� 41,# - _ - - - _ _# N JB
INV.' 213.28' / // = - _ _ _ _ _ _ _ - _ WETLANDS = _vo _ '
/ - _ -
�- -00
- _ __WETLANDS _ _ _ _ __ wo
-�i 1----_ - - -_ ----.0000
LP
:1,�: = = = = = _
/
30 0 30 60 90
1 GRAPHIC SCALE: 1 INCH = 30 FEET
i i
iiffili
11 I
US Army Corps
of Engineers
10-09-19
,
'k
�111111�
O
w
0
O
O
..
C)
z
0
� 2
U
<
�
O
rn
W �
U N
F--
W
U)Q
=z
�_=
z
W
Q 00
Z 00
0
w0
m
}
cop
m
00
E_=
w
m �
o
�
2
� u)j
U
g
W 2i
=�mU=c��cnQ
0
o=
m=
U = o
Z W N
tr
U)C/)g
U �Z
z
W J
C� Ur
Z U �
� z of
�Q
W
W >
� � Ld
W
�j =
LL o �_
2 Y
O LL
Oagaoz
�
o
f
rr b
O z
o
U z O
� O
:E �� z
_E
Q 2
J_
Z) �
11
z}
J
�_
J
'It
U Q
H
LL N
O
ofza'
z
OOZ
06
Zia
}
C� of N
LJJ
Q� O
�
�
o
o �
LL
SHEET ID
UNCLASSIFIED//FOR OFFICIAL USE ONLY
LOWE ENGINEERS, LLC.
REG. #: P-1582
VF100
CORRECTED FINAL - NOT FOR CONSTRUCTION

1
2
3 I 4 I UNCLASSIFIEDHFORIOFFICIAL USE ONLY I 7 I 8 I 9 I 10
F
E
LEGEND
BL BOLLARD
LPO LIGHT POLE
— — — - 281- — — — EXISTING CONTOUR
EXISTING CONCRETE
EXISTING ASPHALT
TREE LINE
LIMITS OF CONSTRUCTION
8-SS 8" SANITARY SEWER PIPING
C
i
EXISTING TOPOGRAPHICAL PLAN
SCALE: 1" = 30'
N
30 0 30 60 90
GRAPHIC SCALE: 1 INCH = 30 FEET
LOWE ENGINEERS, LLC.
REG. #: P-1582
US Army Corps
of Engineers
10-09-19
�111111�
o
w
0
O
o
O
W
c)
U
�
W c
U N
W
N
J =
z
H
cl)
U 4
z
.. Q
W0-
Q 00
z 00
0
0
m
}
m
coW
p
o0
IL
C�
z Y
U)
U
~
W
Of U)
2
::)
N Z
� =
0 m
U
=
(f)
U)
0
o�
o�
U�o
Z W N
tr z
C6 C/)g
W �Z
w
U c C�
Z U 0
z Of
�
0
W
w >
U)c/)
Ld
W
�j =
W o F-
2 Y
O LL
O z 0
w wQ
a �Oz
a�0
rr (� z
O
o
?
U OF-
� O
00
Q J_
00
z
Q
Q
z
J
0-
J }
J
Q
0 J
U
UQ�
2
=w�
D_
N
of Z rn
Q
OO�-a
C� Of N
O
0-
W' O LL
CO LL
(�
O
Z
LL O
U)
X
w
SHEET ID
VF101
UNCLASSIFIEDHFOR OFFICIAL USE ONLY
CORRECTED FINAL - NOT FOR CONSTRUCTION

1
2
3 1 4
UNCLASSIFIEDHFORIOFFICIAL USE ONLY
7
9 1 10
Ct
F
E
I
I*
IV
RAI
DI TOP
238.aD• I
ELECTRIC a
CANOPY POWER BOX — —w+� BOX a
I
z
BL
BL
ASP T
„„�
337�04'
"
u
P.
E CTRI
BO o
1
T
w
B u 1 LO1NG
ATS-02
N
y
�
�� DI . 236A V
�-4`
,
ATS-04
TOP �_
�•n'
�• m
I%
I n
I +
�pF/,
ATS-01
��,
227.87 I
(NO UD) +
�
��
,o TOP ELEV.
4, 40.58'
Xf••^•
DI TOP
ELEV. 237AV
4
pl TOP yd
F;�� ��
ASPH
239.99, 01
pEV P 9.as'
® ATS 03
8.62'
ryk
— BUILDING
CONC. WALK
\
I� DI TOP
III ELEV. 239.89•
�10 D 3.16'
ni
i
BUILDING
�4'
LEGEND:
N
ATS-01
APPROXIMATE BORING LOCATION
SOF OPERATIONS
FACILITY
AECM
FORT BRAGG, NORTH
CAROLINA
SCALE:
FIGURE:
AECOM TECHNICAL SERVICES, INC.
Boring Location Plan
N.T.S.
12420 Milestone Center Dr, Suite 150
Germantown, MD 20876
Tel: [phone]
DATE:
CHECKED BY:
PROJECT NO.:
02/01/2019
MG
60584960
LEGEND
BORING LOCATION
C/
CURB INLET
CB
CATCH BASIN
CO O
SANITARY CLEAN -OUT
D/
DROP INLET
✓e
JUNCTION BOX
RCP
REINFORCED CONCRETE PIPE
BL
BOLLARD
MH
MANHOLE
LP
LIGHT POLE
�—
ROADWAY SIGN
DROP INLET
c — 232
BL `' BL
O °.6 ° \
BL GATE s
BUILDING 3352
CAAI�OPY
\ II e-1' ° . ' . \ . 'I
a° LP Wj
236 Q w
\EL EC. BOX /
< N
� I I
N 142 4 1
I I
a.
ASPHALT ..
\ • ' .... , FHA
2 EXISTING PARKING
W.
v'
A.
GSA �
;�.,�..
.
. : ....
T vT..
U BUG'.. /::
UGT;---�-'�'' ' �`' ....: '.
..� C/L
Q ..
j 98 RCP
- — — —
UGT; .::;.. :.,.. UGT.' G\ r'
UGI':
UST ....\....: ':..:
.....:.. ... ....:
\x .:..'.. / <.
�k
L �ELEC.
S BOX
__---236
L. ILP /
BUILDING
3050
cV /
ATS-01
\
ATS-02
.5 6.3 III
I / / E:1996966.50 — N:514280.31 MH
EXISTING ASPHAL T I , / — I \
PARKING LOT p I I / i EL:235.93 E:1997050.34 U(�T UGT �TIJ— GT
// EL: 240.56 I U\
o \
P... r
C
jj
z I / C/ �.'I...':..
cDz3. 27'
W D I l �.. .
rn / " :{{ .:. b� .: • �. It` FULL OF IN4RJ
W
1 / �......... l' l
0 EX I I� EXISTING
I \ \ I TOP r237.15 PARKING LOT
I I I I \ \\ \ 1. E l=233.55
ll _
I /.EO T 23947
I
1
\
TOP: 237.95
I I
_ _ Q
\ LP — — — LP �: iPl I I I 1 1 \ v. ..:.: I''I ��:. 'l.EIN:233.55
> I I z I ' I'..... ',::' `�'. ; .I E.OUT.- 231.47
ca
- co
ATS-03
I
/ J .....: 24'RCP
,........;:"'A-.. /.::''.. .. ....:...... :. ... ... •. ... :..:,..:... ,�':..°, .:•..:::'. EXISTI ASPHALT NT�14�51.91 I — — JB
p .. ' ..... " , . I E. 1 7 ;RCP.:
o� ti .: N 5991086 86 I J
�..:.:.
i� PARKING LOT �O E: 1997004.70 I / T
�. / 1
-
/
1
ti : I 'l
•.: .., . / . .. .. .:..... ' /,' ...; ..:.> : f `' . ': , .. ' / :.... � . :: '� .: � ' / 233 50 EL 238 35
".. , / - \
E.
AZEBO
1 I
EX -DI
TOP: 239.99 c'
\\-o
•
235.
I. EI. E.OUT 234.82
UGTTU��\ �\
\ \ \ \ I GUGT
LP G�\ l \ x� / I (IV
\ LP UT UGT I i
� GTl
\� 0 C l CD
EX DI — =UGT \ \ \ \ \ \ \ \ GT \ / / \ I
----- �� �� vG� \ \ — \ \ \ \ /77777
UGT / \ /
/ (FULL OF WATER)— — , GT �� \ \ \ \ \ \ \ \ \ \ \ \ \ \ U �/ \ \ I \ I s I BUILDING
E6N>\T ING PIPES JB �� U \ \ \ \ \ \ \ GT �/ \ \ W
/ j/UNDETEgMRINED O \ UGT \ \ \ \ \ \�� \ \ \ \ \ \ \ ��, \ \ \23 GQ UGT U T —\ \ `�I a.. 3046
1 GL�/ \ \ �\ \ \ \ \ \ \ \ 6 \ \ � �/ // ! GTCD
\
230\ 1 / .
CONC. WALK
If
i \ CR TE ,-— — \ \ \ \ \ \ // 23S \ `�1y H I
CD
I0, I � i� A /
\ \ \ \ \ \\ \ \ \ \ I /
\\/��\\ 30 EX-691 —232--�\ \\ \ \ cl I ICc L
\ \ \ \ \ �� \ 2�8\ \ 2 \ \ \ ✓ \ \ \ %//\ \ M SING-L-ID,L -� TLA\N s\ P. 3.96 --,TO
\\ \
\A71)` ,920 6\ BU F\ER
C)I I I I o > r ZIlr /
J
cl v •...'... I'r / /
p �I
BUILDING
3042
III I I \
�i
cI
-220
— ETLANDS
— II \MH
W
BORING LOCATION PLAN "
30 0 30 60 90
SCALE: I" = 30'
GRAPHIC SCALE: 1 INCH = 30 FEET
LOWE ENGINEERS, LLC
REG. #: P-1582
I �
US Army Corps
of Engineers
10-09-19
o
LJ
O
O
W
O CD
0
U
O
0-)
W0UNF_
1­-2<
W�
C�
N
J =
Z
I.- (�
z
wa
20-
Q °°
z 00
(D
0
m}
coW
00
o
m
LLI
�
C2
� U)U
g
(n QQ
a
W
Qm
UJCn
W 2irr
<n2
2i=
N Z
0
o�
��
U o
Z W N
Cn Z
Cn CnQ
Z
U
W J
(n Ur
Z U
ZO>
�Q
LU 1---=
cwco
W Ld
LL OF-
Y
OLLO
O Z0
UL�WQ L
O0 Z
¢ �0
(7 Z
O
O
U zo
� z
Q J
U)
z}
J
Z
Q
tz
J
�
a
UQ't
Z
LL
ML0
O
z0
Oz 0-
U
� N
O
W
O
�O �
Z
m LL
m
po
LL
SHEET ID
B-101
UNCLASSIFIED//FOR OFFICIAL USE ONLY
CORRECTED FINAL - NOT FOR CONSTRUCTION

UNCLASSIFIED//FOR OFFICIAL USE ONLY
UNCLASSIFIED//FOR OFFICIAL USE ONLY CORRECTED FINAL - NOT FOR CONSTRUCTION

1
2 3 4 UNCLASSIFIEDHFORIOFFICIAL USE ONLY
7
n.
9
10
X_
F
E
A
i
Log of Boring ATS-0
PROJECT: SOF Operations Facility-PN 92594-FY20
.AAECIOM PROJECT LOCATION: Fort Bragg, North Carolina
PROJECT NUMBER: 60584960
DATE STARTED: 1/15/2019 DRILL METHOD: Mud Rotary//HSA Groundwater Observations
DATE COMPLETED: 1/15/2019 HAMMER TYPEMEIGHT: Auto Hammer/140lbs Event Date Time Depth Cave in
LOGGED BY: M. Gravina CASING TYPE: HSA ft De th ft
CHECKED BY: M. Tomeo CASING SIZE: 3-1/4" Encountered 01-15-2019 10:05 AM 10.0
DRILLING CONTRA Completion
01-15-2019 3:30 PM 9.5 11.4
DRILL RIG: CME-5 100.0 FT
DRILLER: Tim Fos C�M : 238.35 FT After 01-16-2019 8:20 AM 6.8 9.0
Drillin
SAMPLES -� ,.
LL _ _
E3
_ W W z y� � aa) a) REMARKS
w w g a BLOWS U o AND TESTS
0 _ Wes. 0 a a
Z
0.0 - 0.2 ft: Topsoil (2 inches) S_1 4-4-3-4 24
0.2 - 2.0 ft: (FILL) Moist, loose, dark brown,X (N=7) (100%)
fine to medium, Silty Sand Fill 4-3-4-5
2.0 -13.0 ft: Moist, loose to medium dense, S-2 (N_7) 24
light brown, fine to medium, CLAYEY SAND 6 (100%)
S-3 (N=12) 24 16.7 36 22
(100%)
S-4 6- 14j5 24 17.3
2 SC (100%)
S� 5- 5- 5- 45 24
10 (N=10) F10
13.0 - 14.0 ft: Moist, hard, light gray, low CL S� 6- 14- 20- 23
plasticity, SANDY LEAN CLAY (N=) 24 18.8 39 20 3.3fl
4 14.0 - 18.0 ft: Moist, dense, light gray and (100%)
.0 purplish gray, fine to medium, POORLY SP-
GRADED SAND WITH SILT SM
r
220
18.0 - 28.0 ft: Moist, medium dense to very 6_ g_ 12- `I1
- 20 dense, purple and gray, fine to medium, S-7 (N=21) 24 18.6
a CLAYEY SAND (100%)
Z
SC K
S-g 16- 26- 34- 4 24
a (N=60)
j (100%)
Y
1
J
L 21
28.0 - 38.0 ft: Moist, hard, gray, low plasticity, 12- 22- 40- 3
30 LEAN CLAY WITH SAND S 9 (N=62) (1024 0%)
16.8 36 17 �4.5
0
a
CL 6- 12- 22- 21
S-10 (N=) 24 3.50
g (100%)
i
JJ
201L 38.0 - 58.0 ft: Moist, loose to dense, gray, fine
to medium, CLAYEY SAND, estimated 5 - 5-9-8-8
10%fine gravel S-11 (N=17) (100%)
SC M V V 5-12 6- 6- 9- 11 24
V (N=15) Lanni
1
r4-5-5-5 50 S-13 (N=10) -24
J
AECOM TECHNICAL SERVICES, INC. B = Bulk Sample S = Split Spoon Sample P = Pitcher Sample
a 12420 Milestone Center Drive, Suite 150 G = Geoprobe T = Shelby Tube Sample RC = Rock Core
u Phone:Germa01.8 MD 20876 PS = Piston Sample H = Hand Auger Sample SC = Sonic Core
� Phone: [phone] Fax: [phone]
SHEET 1 of 2
Log of Boring
PROJECT: SOF Operations Facility-PN 92594-FY20
PROJECT LOCATION: Fort Bragg, North Carolina
PROJECT NUMBER: 60584960
SAMPLES --.
Cn Z J a N
L DESCRIPTION N ...� M a
°0 BLOWS a 2
CL 0 Cr Z
W o H
N Z lY a
5-14 5- 8- 23- 31 24
: . SC (N=31) (100%
1 58.0 - 63.0 ft: Moist, medium dense, gray, 6-7-8-10
60 fine to medium, SILTY SAND S-15 (N=15) 24
(100%
63.0 - 83.0 ft: Moist, hard, gray and brown,. S 10 11- 22- 31- 3 24
high plasticity, FAT CLAY WITH SANDrA (N=53)
(100%
70 17 S- t 7 21- 59 - 3 24
( ) 1000%
CH
S- t Q
' '°
13- 2'1- 31- 3s
24
�
i
(N=52)
0
/o (100
W
160
LD 80
S.e19
12- 25- 27- 3
(N=52)
24
Z
(100%
3
0
W
o _
H
w
16- 15-14-1
83.0 - 88.0 ft: Moist, medium dense, dark
o
gray, fine to coarse, SILTY SAND
S-2o
(N=29)
24
(100%
SM
.::._.:
Lu 1 88.0 - 98.0 ft: Moist, very stiff to hard, dark '�f 10- 17- 16-1
q 90 gray, high plasticity, SANDY FAT CLAY S-�1 `. (N=33) 24
(100%
CH
S-22 (N=29) 27
g (113%
W
w 1 98.0 - 100.0 ft: Moist, very dense, dark gray, 23- 0/5 44-
100 CLAYEY SAND N 77 6
Boring completed at 100.0 FT on 1/15/2019 at °
v
3:17 PM HOURS.
W
D Baring backfilled with drill cuttings.
9
L)
il
54 AECOM TECHNICAL SERVICES, INC. B = Bulk Sample S = Split Spoon Sample P = Pitcher Sample
D 12420 Milestone Center Drive, Suite 150 G = Geoprobe T = Shelby Tube Sample RC = Rock Core
v GermaPhone: 01.8 MD 20876 PS = Piston Sample H = Hand Auger Sample SC = Sonic Core
a Phone: [phone] Fax: [phone]
SOIL TEST BORING LOGS,
SOIL CLASSIFICATION & NOTES 2
SCALE: NONE
ATS-0
REMARKS
AND TESTS
SHEET 2 of 2
i I
US Army Corps
of Engineers
10-09-19
0
w
OCDO
0
W
0
H 2
U
<
0
M
W �
U
=
I—N
0
Uj
C�
0
J
z
(�
_
�C5U)
U�
Q
wW
20
¢CO
z00
m
}
m
0
0
-im
W
m
m
p
LLI
IiT
Z
Z
Y
H
(D
(n Q
Q
W
Q
M
_
W Cn
W 2il
Y
2
2
D
N Z
p =p
cnU
2cq�
f�Q
0
o�
o�
U�o
Z W N
U)Cn
�
Z
U g
_ Z
U
Z
U �
� Z°�
W
iY Q
W >
�
W
LL
� j=
2 Y
0LL0
O
Z 0
W W Q
�°
¢�°
0
°
U z
o
U
z0
�
Q
_j Z
J
11
N
Q
_W
Z
U)
z
0 J
O
Q U
J oZS
_ �
N
z Z
�z6'
Q_'�
° ° z
0 Z�
m Q
U
�0�
00
w(n
W
0
J J
o
O U
0
LL
U) J_
U)
A I I I SHEET ID
UNCLASSIFIED//FOR OFFICIAL USE ONLY
LOWE ENGINEERS, LLC.
REG. #: P-1582
CORRECTED FINAL - NOT FOR CONSTRUCTION

UNCLASSIFIED//FOR OFFICIAL USE ONLY
UNCLASSIFIED//FOR OFFICIAL USE ONLY CORRECTED FINAL - NOT FOR CONSTRUCTION

1 2 3 4 UNCLASSIFIEDHFORIOFFICIAL USE ONLY
7
10
G
F
LEGEND
LP*
LIGHT POLE
CB
CATCH BASIN
CO O
SANITARY CLEAN -OUT
D/
DROP INLET
JB
JUNCTION BOX
RCP
REINFORCED CONCRETE PIPE
BL
BOLLARD
MH
MANHOLE
8-SS-
8" SANITARY SEWER PIPING
C
N
U ::D ingL o
60 LLI
♦ 8"DIP
6 C I.E.IN:228. 5'
LEJN2 8 0'-ss-$-ss
0.
MATCHLINE
SEE PARTIAL PLAN THIS SHEET
c — 232
BL ° BL _�_d
BL GATE � o " s C
BUILDING 3352
d a..
a
6d'
a'
14
o.
W �— W \ W.
W: .' SAW CUT, REMOVE
a
d
W`
d
CAA`OPY
\41
XXX
EXISTING ASPHAL T '
z PARKING LOT coMATCHLINE /
o
/ �— C)
REMOVE AND DISPOSE OF
N
MATCHLINE
SEE THIS SHEET
oU-
�.
CIO
T
v�
rL
C7
CUT, REMOVE, AND
-� W
Op
".
I I REPLACE EXISTING
CURB & GUTTER
CD
D
W ...
II
CIL
_
D
�I�,
I� I
�
:.
Ill
o
Q
�
II N
~
F ' .
EX NT OF/ BUILDING
DE OLITIO� 3050
SEE THIS SHEET w I EXISTING LIGHT POLES
x x x x x PIPE &CABLE DEMOLITION SITE DEMOLITION PARTIAL PLAN `� `�
U z
SCALE: 1" = 30' O
II ' . '� Lu
c)
DEMOLITION AND REMOVAL NOTES z
61
D 1 6.
C
"TA
rl
EXPENSE. II \ I I \ \ ��� ♦ _� UGT UGT I ` ` UGT/ \ PROTECT AND RETAIN EXISTING 0 '
��� \ j� UGT / \ \ UGT \\ STRUCTURE & PIPING. MODIFY
I I " ---- J UGT \
SIDEWALKS AND CURBS AND GUTTERS TO BE REMOVED SHALL BE SAW CUT AT I I - - _ - _ - - - �� �� \ \� \ EXISTING TOP TO MATCH THAT
— — \
I I — _ uGT \
THE NEAREST JOINT TO PROVIDE A SMOOTH TIE IN TO NEW SIDEWALKS AND I I \ I �::: ': 'O . - _ - - - _ _ _ - �/ \ \ \ U - SHOWN IN GRADING PLAN �3 I
CURBS AND GUTTERS. SAW CUT EDGES ARE TO BE PROTECTED BY THE I I i, .:. '. �. " / �� \ I � BUILDING
% •. _ UGT � �� � �/ � � \ �u
CONTRACTOR; DAMAGED EDGES SHALL BE RESAWED TO PROVIDE ONE / / I I �� / - JB \ UGT �� \ \ \ \ \ \ / 4'jGT \ \ r' ° 3046
UNIFORM EDGE AND THE ADDITIONAL COST SHALL BE BORNE BY THE / \ \ \ �' / U T I
J l \ �� \ �� \ \ �� \ \ \ CLEAR AND GRUB ALL // UGT r-
CONTRACTOR. SIDEWALKS AND CURBS AND GUTTERS SHALL BE STOCKPILED / I \ `� ���� \ - _ \2 TREES WITHIN LIMITS OF \
SEPARATELY IN THE DISPOSAL AREA FOR RECYCLING. LOCATION SHALL BE CONSTRUCTION /j \
COORDINATED WITH THE CONTRACTING OFFICER. I %. \ \ \ _ \ \ (AREA = 1.04 AC.) CURB AND SIDEWALK TO
I \ I �` .' .:. REMOVE AND DISPOSE OF
_ - \ \ \ // I CONC. WALK BE CUT AND REMOVED
TREES OUTSIDE THE LIMITS OF CONSTRUCTION SHALL BE PROTECTED AS I I /� ,/ i _ \ \ \ // EXISTING LIGHT POLE I f FOR NEW ROAD
SHOWN OR AS NECESSARY TO BE RETAINED AND SHALL NOT BE DISTURBED BY REMOVE AND RELOCATE CONCRETE \, j 3 /
DINATE
CONSTRUCTION EQUIPMENT. I \ ®( .::. ', G� / / i BARRIERS. CONTRACTOR TO COOR
\\ \22 i / / i WITH CONTRACTING OFFICER REGARDING
THE LIMITS OF CONSTRUCTION ARE SHOWN ON THE CIVIL PLANS AND SHALL ALTERNATE ON -BASE LOCATION.
NOT BE ADJUSTED WITHOUT PRIOR APPROVAL FROM THE CONTRACTING \♦ } I / Q
\ \
OFFICER AND FT. BRAGG DPW. \ \ UG ` _ \ - - _ I (�
6 - - - - \ \ / LIMITS OF CONSTRUCTION
TEMPORARY STOCKPILE LOCATIONS OF EXCAVATED MATERIALS FROM THE
INSTALLATION OF UTILITIES SHALL BE COORDINATED WITH THE CONTRACTING G-)
OFFICER. \ - - \ _ ♦ // _ _ l � \ \
/ \ -♦�� \ PROTECT AND 7/� - - \ II F-
c \
NO UTILITY LINES SHALL BE ABANDONED IN PLACE. I �\ �\ �\ \ \ \ \ RETAIN EXISTING
- - j STRUCTURE &PIPING 230 - 232- -
12. THE FOLLOWING UTILITIES HAVE BEEN PRIVATIZED; WATER & SANITARY SEWER I -_ �-_ / ^ \-_// --, \ --, \ \ \ \ 8l I w I I ( �'� / / -
(OLD NORTH UTILITIES SYSTEMS),ELECTRICAL SANDHILLS UTILITY SYSTEMS, /
' - - -t4 TLANL\S I
SUS), AND GAS (PIEDMONT NATURAL GAS, PNG). THE CONTRACTOR SHALL
COORDINATE REMOVAL AND CAPPING OF UTILITY LINES WITH THE I \ ♦ ♦ \ i`/� \ BU F\ER _64
RESPONSIBLE UTILITIES FOR SPECIFIC DEMOLITION AND CAPPING 2 226 \ \ \ \ I c �I N
REQUIREMENTS. CONTRACTOR SHALL COORDINATE ALL PIPE INSTALLATION
ACTIVITIES WITH PNG AND SHALL MEET PNG'S SPECIFICATIONS. PNG MAY I \ \ \ ��
PERFORM QUALITY ASSURANCE INSPECTIONS TO ENSURE MATERIAL AND � \ - - - _ S\�G \ � \ � \
WORKMANSHIP MEET THEIR REQUIREMENTS. I ♦ \ �' - \ I I
\ cc� \ \ \ \ I I I I I I I BUILDING
12.1. CONTRACTOR SHALL COORDINATE WITH ALL PRIVATE UTILITIES FOR THE / \ pF _ // \ \ \ \ \ \ \ I I I I ° I I / 3042
LOCATION OF EXISTING UTILITIES IN THE FIELD PRIOR TO BEGINNING �\�� // - - - \ \ \ \ \ \ \ 1 1 c I I I I III I
CONSTRUCTION.
12.2. CONTRACTOR SHALL COORDINATE WITH THE CONTRACTING OFFICER \ // - - - \ \ \ \ \ \ \ \ \ \ \ I �I I? I II J' I III I
REGARDING ALL FT. BRAGG COMMUNICATION AND TELEPHONE UTILITIES - - \ ��� \ ��Q \ \ \ \ \ \ \ I I 5I
-220 \ \ \ I II I I
PRIOR TO BEGINNING CONSTRUCTION. cl I I I I
_ \ \ \ \ I I -I I II MH
13. SITE UTILITY REMOVALS, RELOCATIONS, DESIGNS, AND CONSTRUCTION ARE \ I I I I c�I I ;. \O
WETLANDS
ULTIMATELY THE CONTRACTOR'S RESPONSIBILITY. THE CONTRACTOR SHALL
BE RESPONSIBLE FOR COORDINATION WITH THE PRIVATIZED UTILITY
COMPANIES. - - ` I a I l i I
14. TREE HARVESTING: THE CONTRACTOR SHALL MARK THE TREES TO BE SITE DEMOLITION PLAN
REMOVED AND NOTIFY THE CONTRACTING OFFICER WHEN THE MARKING HAS
BEEN COMPLETED. THE GOVERNMENT SHALL BE ALLOWED SIXTY (60) DAYS SCALE: 1" = 30'
FROM THE DATE OF NOTIFICATION TO HARVEST AND REMOVE THE TREES FROM
THE PROJECT SITE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING
THE REMAINING TREES, STUMPS, LIMBS, AND DEBRIS AS WELL AS BACKFILLING N 30 0 30 60 90
AND COMPACTING DEPRESSIONS. CONTRACTOR SHALL ALSO REMOVE ANY
TREES OR SHRUBS NOT SHOWN ON THE DEMOLITION PLANS. GRAPHIC SCALE: 1 INCH = 30 FEET
15. CONTRACTOR SHALL ENSURE THAT ADEQUATE ACCESS AND EGRESS IS LOWE ENGINEERS, LLC
PROVIDED FOR SURROUNDING BUILDINGS THROUGHOUT DURATION OF REG. #: P-1582
CONSTRUCTION.
I I
US Army Corps
of Engineers
10-09-19
O
w
OCDO
O
w
0
H 2<a.
U
O
M
uj
of
W
DCO2NF
N
J
Z
H
S2oU3OU
c)
z
..Q
Lu_j
Qo0
zoo
0
0
m
}
m
m
p
woo
ILA
z
z Y
U)
o
U
~
U)
W 2ily
_
2i::)
N Z
0 _0
CO
_cnH
(f)Q
0
o�
o�
U=o
Z W N
�
u)Q
U �Z
z
W J
(n
Z U
ZOO
Q
W
cwU>
Ld
W
j=
2 Y
LL
O z�
OwQ
U) O0z
0
¢3CE
ry- (D z
O
o
z O
C)F-
�O
Q J
-8
of
Z�
J
Z
J
U
< �
z
O
(f) N
~
0 0 Z
z P:
J
O
O' N
2E
�O �
mLL
w
�o
O
LL
Of
SHEET ID
CD101
UNCLASSIFIED//FOR OFFICIAL USE ONLY CORRECTED FINAL — NOT FOR CONSTRUCTION

1
Old
�3
4 I UNCLASSIFIEDHFORIOFFICIAL USE ONLY
7
10
W
F
LEGEND
BL BOLLARD
LIMITS OF CONSTRUCTION
SECURE CONSTRUCTION ZONE
° A::
EXISTING CONCRETE
4.4 .
EXISTING ASPHALT
a
a a
a NEW CONCRETE
a a
a
NEW ASPHALT
(SEE CS501)
ii EXISTING BUILDING
NEW BUILDING
ILEV PARKING OHIC EI TING FUEL -EFFICIENT I
PARKING NOTES
THERE ARE 99 9'x18' PARKING SPACES SHOWN (INCLUDING 2 HANDICAP).
SITE NOTES
E 1. ALL DIMENSIONS ARE FROM FACE OF CURB TO FACE OF CURB (FOC) OR
FACE OF STRUCTURE TO FACE OF STRUCTURE.
2. CONTRACTOR SHALL USE THE HEAVY DUTY ROADWAY DETAIL ON SHEET
CS501 FOR ALL AREAS SHOWN TO BE PAVED, SIDEWALK AND CURB AND
GUTTER.
3. ALL CURB AND GUTTER SHALL BE 30" AS SHOWN ON DETAIL SHEET CS501.
4. CONTRACTOR TO MAKE EVERY EFFORT TO REUSE ASPHALT AND
CONCRETE REMOVED DURING DEMOLITION.
5. CONCRETE PADS - CONTRACTOR SHALL VERIFY THE SIZE NEEDED AS
SHOWN ON THESE DRAWINGS PER THE MANUFACTURER'S RECOMMENDED
SIZE AND THICKNESS. CONTRACTOR SHALL NOTIFY THE ENGINEER OF ANY
DISCREPANCIES.
SURVEY NOTES
D 1. HORIZONTAL CONTROL: THE HORIZONTAL POSITIONS FOR THIS PROJECT
ARE BASED UPON GPS OBSERVATIONS USING THE NORTH CAROLINA GRID
COORDINATE SYSTEM NAD83 IN U.S. SURVEY FEET.
2. VERTICAL CONTROL: THE ELEVATIONS ARE BASED UPON GPS
OBSERVATIONS USING THE NORTH CAROLINA VERTICAL DATUM (NAVD88),
GEOID 12B, IN U.S. SURVEY FEET.
CONTRACTOR STAGING AREA
STAGING AREA SHALL BE WITHIN THE LIMITS OF CONSTRUCTION.
ACCESS DURING CONSTRUCTION
IN
IV
THE CONTRACTOR SHALL ENSURE EMERGENCY VEHICLES HAVE ACCESS TO
MALVESTI STREET AT ALL TIMES DURING CONSTRUCTION PERIOD.
2. THIS PLAN ASSUMES THAT PN76376 WILL BE COMPLETE WHEN THIS CONTRACT
RECEIVES NTP. ADDITIONALLY, THIS CONTRACT ASSUMES THAT PN79437 WILL
BE UNDER CONSTRUCTION WHEN THIS CONTRACT RECEIVES NTP.
CONTRACTOR MUST COORDINATE ACCESS AND TRAFFIC CONTROL
(VEHICULAR, EMERGENCY, AND PEDESTRIAN) THROUGHOUT THE CAMPUS
WITH THE CORPS IF THE PREVIOUS CONTRACTS ARE NOT COMPLETED AT NTP.
OPEN SPACE CALCULATION:
SUSTAINABILITY BOUNDARY AREA = 112,729 SF
OPEN SPACE AREA = 34,058 SF
GREEN SPACE AREA = 29,979 SF
OPEN SPACE % = OPEN SPACE AREA I SUSTAINABILITY 0- S
BOUNDARY AREA = 34,058 SF / 112,729 SF = 30.2% v
GREEN SPACE % = GREEN SPACE AREA I
SUSTAINABILITY BOUNDARY = 29,979 SF / 112729 SF = 26.6% Z
U :...
0
� cl)
W
J
BUILDING 3352
' U
,L
a
J
z
MATCHLINE I Z Q o
SEE THIS SHEET SITE LAYOUT PARTIAL PLAN
SCALE: 1" = 30'
CONTRACTOR SHALL UTILIZE ONLY THE AREAS SHOWN WITHIN
THE SECURE CONSTRUCTION AREA AS LAYDOWN AREAS.
ALL EXISTING FEATURES, STRUCTURES AND UTILITIES WITHIN
THESE LAYDOWN AREAS SHALL BE PROTECTED AND
RETURNED TO THE SAME OR BETTER CONDITION.
CONTRACTOR SHALL VERIFY EXACT LOCATION WITH OWNER.
MATCHLINE
7m m
PARTIAL PLAN THIS SHEET
EXISTINC PROPOSED .
PARK 9' x 18' PARKING
SPACES (TYP)
I V X 12' CONC. PAD FOR TRANSFORMER.
REFER TO ELEC. DWGS.
PROPOSED :....::.. :'
ASPHALT AND C&G
l
REFERENCE LIST
J
PROPOSED 9' x 18'
PARKING SPACES (TYP)
/ R
POND TOP OF BANK 10
EXISTING r PROPOSED CONC. FLUME \- Q
BUILDING 3352
8
LEV
LEV
LEV
PARKING
PARKING
PARKING
RIPRAP ,erg ( ASPHALT AND C&G EXTEND BOTTOM OF CURB �Q�� R5'
1 FT. LOWER ALONG TOP PF
OF BANK IN THIS AREA — 9' ;
R5' SF
\ BIORETENTION POND R38.5'
A
o
SOP OF. vP�
� 1oF
0
r
TOPOGRAPHIC SURVEY PROVIDED BY LOWE ENGINEERS
REFERENCE IS MADE TO THE FT. BRAGG DIRECTORATE OF PUBLIC
WORKS INSTALLATION DESIGN GUIDELINES AS RECOMMENDED FOR
A GUIDE IN THE DESIGN OF THE PROJECT SITE.
44-
PROPOSED
ASPHALT AND C&G
STORMWATER
Q MANAGEMENT POND /
fi
QONO /
CTTF= I AVnI IT DI AM
- WETLANDS
t___A
—LIMITS OF CONSTRUCTION
100' WETLAND
BUFFER
MATCHLINE
1 SEE THIS SHEET
a e
- J
FOCw.015..'.
CO
d 1
SECURE
CONSTRUCTION
FENCING
PROPOSED
9' x 18' PARKING
SPACES (TYP)
BUILDING
3050
BUILDING
3046
:.:..�.:.:...'
CONC. WALK
STOP BAR AND
STOP SIGN
2 GATES:
(1) PERSONNEL
(2) CONSTRUCTION TRAFFIC
MATCH PROPOSED
SIDEWALK TO
EXISTING SIDEWALK
N 30 0 30 60 90
GRAPHIC SCALE: 1 INCH = 30 FEET
LOWE ENGINEERS, LLC.
69 REG. #: P-1582
i I
US Army Corps
of Engineers
10-09-19
O
w
0
OCDO
O
w
0
H 2<
U
O
M
w 0
U N
F
W
N
J =
z
H
z
ui
Q °°
z 00
0
0
m
}
m
woo
(z�
z Y
U)
o
U
~
2
U)_
W 2i
of
2i::)
N Z
_0
CO
_U)
(f)Q
0
o�
o�
U�o
Z w N
� z
uS U) g
w z_
w 7i
U C�
Z U
> ZO>
Q
W
w >
U)
Ld
W
j=
2 Y
OLLo
O z0
uUJwQ
I O O
¢ U) CE
ry- (D z
O
o
U z O
5�O
J
z}
O~
0-1 J
z
U �
Q
a
zN
rn
Ooz
z�-O_
0
}
O' N
Q
J
w
Lu
0-1O
00
U)
O
O�
LL
SHEET ID
C-101
UNCLASSIFIED//FOR OFFICIAL USE ONLY
CORRECTED FINAL - NOT FOR CONSTRUCTION

1 2 3 4 UNCLASSIFIEDHFORIOFFICIAL USE ONLY
7
L-*j
10
G
F
E
i
RAI
EXIST.
—
GROUND
—
GROUND
1' 5' SIDEWALK 30"
REFERENCE —
CENTER LINE
12' TYP.
* LAYOUT AND/OR GRADES PER PLAN
HEAVY DUTY ROADWAY TYPICAL PAVEMENT SCHEDULE
NOT TO SCALE
B1
PROPOSED 1.5" ASPHALT CONCRETE SURFACE COURSE, TYPE S 9.513
B2
PROPOSED 1.5" ASPHALT CONCRETE SURFACE COURSE, TYPE S 9.513
D1
PROPOSED 4" ASPHALT CONCRETE INTERMEDIATE COURSE, TYPE 119.013
E1
PROPOSED 6" AGGREGATE BASE COURSE
R1
PROPOSED 2'-6" CONCRETE CURB & GUTTER
O
4" THICK PORTLAND CEMENT CONCRETE SIDEWALK
0
BORROW MATERIAL
U0
COMPACTED SUBGRADE
I SOURCE: FT. BRAGG DIRECTORATE OF PUBLIC WORKS
LOW -EMITTING
FUEL -EFFICIENT
VEHICLE PARKING ONLY
8'-0"
PREFERRED PARKING
NOT TO SCALE
x2
48"
CHARGING STATION MARKING
NOT TO SCALE
*EV CHARGING DETAILS AS PROVIDED BY AMERICAN PARKING & FIELD STENCILS OR EQUIVALENT
T 3:1 MAX.
(CUT OR FILL)
EXIST. _
GROUND
LAW STATUTE (GS 20-37.6)
ENABLING ENFORCEMENT
MUST BE INCLUDED ON SIGN
A
BCD—
E
F
G
H
J
K
L
M
24
0.5
1.5
7.T5
4 E(m)
1.75
3
2
20.5
1.5
7.25
2.814
30
O.TS
1.875
9.625
5 E m
2
4
2.5
25.625
1.875
9.063
3.518
D9-11 b (Alternate)
Issued 4/1/2011
SIGN
B K L Li
cl
DI
�—M N
F
LJ
P }+0 F
� t
� IGI
H
1
A
D9-11 b (Alternate)
Electric Vehicle Charging (Alternate Symbol)
* See page IA-1 3-2 for symbol design
COLORS: LEGEND, BACKGROUND — BLUE (RETROREFLECTIVE)
SYMBOL, BORDER — WHITE (RETROREFLECTIVE)
IA-1 3-1
N
P
O
0.148
3.174
0.507
0.185
3.968
0.635
RESERVED
PARKING]
MAXIMUM
PENALTY
$250
%GS 20-37 6
VAN
ACCESSIBLE
REQUIRED ADA SIGNAGE
FOR BOTH ADA PARKING SPACES
NOT TO SCALE
NCDOT
STANDARD ADA SIGN
R7-8E
FEDERAL MUTCD
STANDARD ADA SIGN
R7-8a
FIBER OR PVC
WASHER
SIGN
B
C
E
I
C
I
A
R1-1
STOP
'Reduce spacing 40%
0
COLORS: LEGEND — WHITE (RETROREFLECTIVE)
BACKGROUND — RED (RETROREFLECTIVE)
1-1
A
B
C
D
E
F
18
.375
6
6 C
3
775
24
.625
8
8 C
4
10
30
.75
10
10 C
5
12.5
36
.875
12
12 C
6
15
48
1.25
16
16 C
8
20
6" 2'-0"
.Q,
VV�L ^fig
� d
d O d
n a
2'-6"
2'-6" CURB AND GUTTER
NOT TO SCALE
SOURCE: FT. BRAGG DIRECTORATE OF PUBLIC WORKS
3/8" DIA. PAN HEAD
MACHINE SCREW
W/HEX NUT
& WASHERS
STANDARD DOT
METAL SIGN POST
FIN. GRADE—
3/8" STEEL ROD
(MIN) 6" LONG
SIGN ATTACHMENT CONCRETE-
GN POST
N.T.S.
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o ro
o
o
o
o
o
o (p
o
o
o
_12.
(MIN)
US Army Corps
of Engineers
-
10-09-19
O
W
�CDz
OU
w
0
H
U
00
rn
W 7
2<
U
1—N
W
U
J-
z
O
S2oU)�OU
_
U-
Q
i—
LLjw
Q00
z°0
0
0
m
}
co
m
p
J00
co
o
�
z
C�
Z
Y
in¢ a
wam�win
w 2i
of Y
2
2i
D 2
N Z
p =p
cnU
=cnH
�Q
0
o�
O �
U�o
Z W N
U)
Offz
(n in Q
W �z
W
7
U U) CD
Z
U
w ZO>
>
W
�¢
W
U)U)
Ld
W
w
(j =
o�
2 Y
OU-O
O
z0
LUIJwQ
0-
��
¢U0
Off
O
O
U
zO
0
2 O
00
Q
U)
11
a
z_}
J
>-
O
L _tz
U L
J
N
Z rn
Z
OQw
LU
0
USCD-
N
LU
0w>
H
�o �
m
�0
O�
LL
SHEET ID
UNCLASSIFIED//FOR OFFICIAL USE ONLY
LOWE ENGINEERS, LLC.
REG. #: P-1582
CS501
CORRECTED FINAL - NOT FOR CONSTRUCTION

1 1 2
GRADING & STORM DRAINAGE NOTES:
1.
CONTRACTOR SHALL GRADE THE SITE AS SHOWN AND
REPORT ANY ISSUES TO THE CONTRACTING OFFICER.
G
2.
CONTRACTOR SHALL GRADE ALL AREAS TO TRANSITION
APPROPRIATELY AND TIE IN TO THE EXISTING GRADE.
3.
ALL EXCAVATION SHALL BE PERFORMED SO THAT THE SITE
AND THE AREA IMMEDIATELY SURROUNDING THE SITE
WHICH AFFECT OPERATIONS SHALL BE CONTINUALLY AND
EFFECTIVELY DRAINED DURING ALL PHASES OF
CONSTRUCTION.
4.
ALL STORM DRAINAGE PIPES SHALL HAVE THEIR JOINTS
WRAPPED WITH FILTER FABRIC. FILTER FABRIC SHALL
EXTEND 1 FOOT PAST THE JOINT. FILTER FABRIC SHALL
HAVE AN OVERLAP OF 18 INCHES.
5.
ALL EXISTING MANHOLES WITHIN THE LIMITS OF
CONSTRUCTION SHALL BE RAISED OR LOWERED TO MATCH
THE NEW FINISHED GRADES.
F
6.
TRENCH BOXES SHALL BE USED TO INSTALL STORM
DRAINAGE LINES AROUND EXISTING TREES TO REMAIN. NO
FILL FROM THE EXCAVATIONS SHALL BE STOCKPILED WITHIN
THE DRIP LINE OF THE TREES TO REMAIN.
7.
EXISTING STORM DRAINAGE PIPE TO BE KEPT SEPARATE
FROM NEW STORM DRAINAGE NETWORK.
8.
THE SITE SHALL BE GRADED TO PROVIDE POSITIVE
DRAINAGE AWAY FROM ALL NEW BUILDINGS AND SITE
STRUCTURES.
9.
ROOF/FOUNDATION DRAIN COLLECTORS SHALL BE SIZED AS
SHOWN ON CG PLANS. ALL ROOF/FOUNDATION DRAINS AND
COLLECTORS SHALL HAVE A MINIMUM 1.00% SLOPE. ROOF
DRAINS SHALL HAVE A MINIMUM 1.0 FT OF COVER AND
FOUNDATION DRAINS SHALL HAVE A MINIMUM OF 2.42 FT OF
COVER.
E
10.
CLEANOUTS SHALL BE PROVIDED ON ALL ROOF DRAINS
WHERE THE PIPE MAKES A TURN OF 45 DEGREES OR
SHARPER.
I*
IV
n
LEGEND
CB
CATCH BASIN
COO
SANITARY CLEAN -OUT
DI
DROP INLET
FFE
FINISHED FLOOR ELEVATION
✓e
JUNCTION BOX
280
PROPOSED CONTOUR
-------281 ------
EXISTING CONTOUR
280.00
PROPOSED SPOT ELEVATION
PVMT. MATCH LINE
EXISTING DRAINAGE PIPING
®
EXISTING DROP INLET
PROPOSED DRAINAGE PIPING
®
PROPOSED DROP INLET
- -
LIMITS OF CONSTRUCTION
°
a
PROPOSED CONCRETE
/
EXISTING BUILDING
PROPOSED BUILDING
TREE NOTE
BASED ON DISCUSSION WITH USACE ON 5/6/19, THE OWNER
WILL PROVIDE INSTRUCTIONS FOR THE GC TO SUPPLY AND
PLANT 70 TREES OFFSITE WITHIN A 20 MILE RADIUS OF THE
PROJECT LOCATION IN ACCORDANCE WITH THE DD1391, 50
DECIDUOUS TREES AND 20 CONIFERS; SITE TO BE
DETERMINED BY CONTRACTING OFFICER.
ADDITIONAL NOTES
SURVEY STANDARDS USED: NAD83 NORTH AROLINA STATE
PLANE US FOOT; NAVD 88 VERTICAL GEOID12B LAST DAY
OF SURVEY, 1-11-2019.
3 1 4
MATCHLINE
SEE THIS SHEET
SITE GRADING PARTIAL PLAN
SCALE: 1" = 30'
UNCLASSIFIED//FOR OFFICIAL USE ONLY 7 8
5 1 6
MATCHLINE
SEE PARTIAL PLAN THIS SHEET
BUILDING 3352
\236 1
c - 232
BL BL CANOPY \
OC O � a \
BL GATE BL -
\ EXISTING PARKING \ \
ASPHALT
^� 231.95 \ LIMITS OF CONSTRUCTION
' 2.80%
EXISTING
um
231.50�
71-
IVA
SECURITY FENCE
IIII I I
o
L
I I I O O //
,II N I N p O � ��Cp /
228.75
6 N
/
II
II II I I O O O
III I I I / O d / I / MATCH
LL
0
55
234.70
s 231.65 237.00
I / / / � � / •
s 235.50 /
231 75 1/ 35.65
235 50 237.65
9 1 10
MATCHLINE
SEE THIS SHEET
I
\ I
N
J II /
II \
P
/ MATCH -
237.00 / EXISTING
EXISTING III
ELEC. BOX I /
/ MATCH I I
�o EXISTING I i N I BUILDING
I 3050
238.30 \ III I
\II
° 5.00% \i \
-3.0:1
Is 238.80
r�l rn
N N. II J
I /
Al-D1 I
J II EXISTING
co N N = I I PARKING LOT
CL II /
I
II �
8
I I I I / I / EXISTING 235.00
0
240.50
J
-MATCH
o G 1 �_ .3231.70 2.5% EXISTING
229 236.20 2385230 1 233.95 240.00
32v .\ 238.00 240.50
O 231 231.40
- � \ 232.00 236.00 235.95 // MATCH I
\ \
230 229.5 0�� \ \ 233.45 / \ ` EXISTING I BUILDING
\ ONC. PAD FOR \ -GENE-BA O W 3046
240.65 Q
FFE:231.5'-- o., 236
\ 5
\\ 231.60 2.61 /o ' \\ �, 2.88%
I I I o \ I I \ / _ \ \ \ I `BLRET TION -' � \ A5-HW \ \ \ 232.55 /
3.0:1 \ /
\ 239.00 I / CONC. WALK
22\
\ I2I385I5 I I -MATCH
0 C1-OCS 232.95 2.98%
/ EXISTING
\ \ ��\ \ OF CONSTRUCTION
cc) I -VA
\ SECURITY FENCE
\\ \ STORMWATER
I \ 1 D1-OCS MANAGEMENT
POND
I � �
ID2-HW \
\ 224
\ 222 G OF G
220
218
216
1
Cl
238.2
IIf
--
EXISTING ASPHAL T
PARKING LOT
p
I I I
•
�
I
�
W
w
"'
l
ti
c 5 I
JSOC OPS
o
SUPPORT BUILDING -
N
N
I
f 17,090 S.F.
II I
I a
\
2-STORY
\
°I
FIFE: 236.00
\
(SEE ARCH. PLANS)
2.22%
I
\ \
o�
I
CONC. PAD FOR
\ \
(h cl
/
I
TRANSFORMER
\
I
I
FFE: 234.0'
\
/
I I I
-3.0:1
/I
EXIS TING A SPHA L T
I
PARKING LOT
��
`ti
I
I I I
235.50
3 CON PADS
FOR CH4LLER
235.50
/
230.70
1
FFE:2*5'
°
1 s ° A3-DI
A2-N
-LIMITS OF CONSTRUCTION
231.00
° s
/
231.85
235.50
235.5
//
231.60
IN
232
230 - - _ 100WETLANDS
BUFFER
Lu
BUILDING
N I III 3042
G d B
-220�
SITE GRADING PLAN
SCALE: 1" = 30'
/ WETLANDS BDY
QQQ-GPI_ - - _ -
// _ _ - _*00; JB LOWE ENGINEERS, LLC.
100- 10
Ali I► �--_---- ----_- _ ---ice
30 0 30 60 90
GRAPHIC SCALE: 1 INCH = 30 FEET
US Army Corps
of Engineers °
10-09-19
0
z
Q
w
0
U)
o
OU
w
O �
z
w
o<
U
�
0
0
N
J
z
H
_
�oU�OU
U�
Z
o
20
¢°°
z0o
0
Lu 0
00
0
ILA
0
m
H
Z
C�
Z
Y
W 2i
tr Y
2
2i::)
N Z
0 =
p cn
U
T_
U)
ct) Q
0
o�
Z w N
U
U)
Z
COUQ
U _�Z
W
Z
J
(n U
�z Of
U�
w >
W
W
LL
(j =
2 Y
LL 0
O
ZM
wwQ
� z
¢'0
LL
O
0 z
_�
U
O
?
_j0
J
a
z_}
J
Z
J
ULL�
D_
CD
(/) 04
z
OOz
Z 0-
0
D_' (V
Q LL
W
m°0
O
U)
O
LL
UNCLASSIFIED//FOR OFFICIAL USE ONLY
CORRECTED FINAL - NOT FOR CONSTRUCTION

1
Old
9
rd
G
F
E
I
IN
IV
n
DRAINAGE INFORMATION
DRAIN #
STRUCTURE
DRAINAGE
10-YR PEAK
NAME
AREA (AC.)
FLOW (CFS)
O
Al -D1
0.69
4.64
O
A3-DI
0.04
0.27
O
A4-DI
0.21
1.58
O4 * *
C1-OCS
1.30
0.72
O5 * *
D1-OCS
1.49
0.08
GRADING & STORM DRAINAGE NOTES:
1. TOTAL DISTURBED AREA = 2.59 AC.
2. REFER TO CG501 AND CG512 FOR STORM DRAINAGE STRUCTURES DETAILS.
3. 10-YR PEAK FLOW RATES WERE CALCULATED USING THE RATIONAL METHOD.
4. CONTRACTOR SHALL GRADE THE SITE AS SHOWN AND REPORT ANY ISSUES TO
THE SITE ENGINEER.
5. CONTRACTOR SHALL GRADE ALL AREAS TO TRANSITION APPROPRIATELY AND
TIE IN TO THE EXISTING GRADE.
6. ALL EXCAVATION SHALL BE PERFORMED SO THAT THE SITE AND THE AREA
IMMEDIATELY SURROUNDING THE SITE WHICH AFFECT OPERATIONS SHALL BE
CONTINUALLY AND EFFECTIVELY DRAINED DURING ALL PHASES OF
CONSTRUCTION.
7. ALL STORM DRAINAGE PIPES SHALL HAVE THEIR JOINTS WRAPPED WITH FILTER
FABRIC. FILTER FABRIC SHALL EXTEND 1 FOOT PAST THE JOINT. FILTER FABRIC
SHALL HAVE AN OVERLAP OF 18 INCHES.
8. ALL EXISTING MANHOLES WITHIN THE LIMITS OF CONSTRUCTION SHALL BE
RAISED OR LOWERED TO MATCH THE NEW FINISHED GRADES.
9. TRENCH BOXES SHALL BE USED TO INSTALL STORM DRAINAGE LINES AROUND
EXISTING TREES TO REMAIN. NO FILL FROM THE EXCAVATIONS SHALL BE
STOCKPILED WITHIN THE DRIP LINE OF THE TREES TO REMAIN.
10. EXISTING STORM DRAINAGE PIPE TO BE KEPT SEPARATE FROM NEW STORM
DRAINAGE NETWORK.
11. THE SITE SHALL BE GRADED TO PROVIDE POSITIVE DRAINAGE AWAY FROM ALL
NEW BUILDINGS AND SITE STRUCTURES.
12. ROOF/FOUNDATION DRAIN COLLECTORS SHALL BE SIZED AS SHOWN ON CG
PLANS. ALL ROOF/FOUNDATION DRAINS AND COLLECTORS SHALL HAVE A
MINIMUM 1.00% SLOPE. ROOF DRAINS SHALL HAVE A MINIMUM 1.0 FT OF COVER
AND FOUNDATION DRAINS SHALL HAVE A MINIMUM OF 2.42 FT OF COVER.
13. CLEANOUTS SHALL BE PROVIDED ON ALL ROOF DRAINS WHERE THE PIPE MAKES
A TURN OF 45 DEGREES OR SHARPER.
*SEE HYDROLOGY REPORT FOR DETAILED CALCULATIONS.
**SCS METHOD USED FOR TOTAL AREA TO BE DIRECTED TO AND DRAINED FROM
BIORETENTION CELL AND DETENTION POND. SEE HYDROLOGY REPORT FOR MORE
DETAILS.
LEGEND
CB
CATCH BASIN
COO
SANITARY CLEAN -OUT
DI
DROP INLET
FFE
FINISHED FLOOR ELEVATION
✓e
JUNCTION BOX
280
NEW CONTOUR
-------281 ------
EXISTING CONTOUR
282 X
SPOT ELEVATION
PVMT. MATCH LINE
EXISTING DRAINAGE PIPING
EXISTING DROP INLET
NEW DRAINAGE PIPING
®
NEW DROP INLET
LIMITS OF CONSTRUCTION
- - - - - - -
- - CATCHMENT AREAS
a
NEW CONCRETE
I EX -DI 2j
(FULL OF WATER)
CONNECTING PIPES
UNDETERMINED D2-HW
/E
RIPRAP INFORMATION
RIPRAP
ID
APRON WIDTH @
PIPE OUTLET (FT)
APRON WIDTH AT
OUTLET END (FT)
MAX. STONE
DIAMETER (FT)
APRON THICKNESS
(FT)
4.5
4.7
0.75
1.125
©
4.5
15.5
0.75
1.125
©
6.0
5.6
0.75
1.125
UNCLASSIFIED//FOR OFFICIAL USE ONLY 7 s 9 10
5 6
MATCHLINE MATCHLINE
SEE THIS SHEET SEE THIS SHEET ,.1" s
222
L2 1100
00 S ' 00
BUILDING 3352 Z
O \
U
® wM s I
C0I-
n C/)US
II
/\0-
STUDY Pl. \ \ II
\\-----100'WETL_
AND \\\\\ I I I �a. w...
♦ �' \ \ \ \ BUFFER \ I �I I I ° I J / l
BUILDING
22� U I I ` 3042
N 220 �\���� bI �� I III
218G d B
ICI I I I
216 25' x 16' DETENTION POND ✓, / - - - \ �� \ \ \��Q \ \ \ \ \ I I I I I I I ; .:: I I i1i I 1 \
EMERGENCY OVERFLOW, SEE DETAIL CG501 _220 `II®
H STUDY PT. #1 IISTORM DRAINAGE PLAN CI M SCALE: 1" = 30'
�_ _ _� III P UG� IJ♦1GP
/ WETLANDS BDY
HEADWALL �g6
TOP: 21.' // = -00- _ - _ _ 100
00; B
INV.' 213.2828' // �r
100-100 -♦ N c� LOWREG #FENGINEERS, LLC.
�
100
, Nor- 30 0 30 60 90
(1) =06====�
GRAPHIC SCALE: 1 INCH = 30 FEET
M
US Army Corps
of Engineers
10-09-19
0
z
Q
O
w
cn
OU
O CD
z
w
U
�
00
0 0-)U
2<
0
N
J =
Z
� (�
U)OUS2o�U
ZQ
20
<00
z00
0
0
m
}
00
CO
p
100
Lim
Lu
m
o Lu
�
Z
Z
Y
t
(n Q
Q
W
Q
00
w Cn
w 2i
0_ 2
2
2i
D 2i
N Z
p =
0 cn
U
=
cn H
CO Q
0
o�
U�o
Z w N
o'
z
COU) g
w z_
w
7i
U C�
Z
U0
>z of
0>
W
�Q
w
U)�
W Ld
LL
�j =
2 2
OLLO
O
Z 0
w wQ
IL
00Z
¢�0
�
O
O z
U
O
?
_jO
00
Q
2
J
a
Q
z
O J
z
Q
D_
UQ't
0)U'
W
LL
Z rn
z
z
Oow
Q
0� CV
0
�Ow
m LL
�
O
00
LL
SHEET ID
CG102
UNCLASSIFIED//FOR OFFICIAL USE ONLY
CORRECTED FINAL - NOT FOR CONSTRUCTION

1
CLEARING PHASE NOTES:
2 3 4 UNCLASSIFIEDHFOR OFFICIAL USE ONLY 7 8
5 6
MATCHLINE
9 1 10
MATCHLINE
G
F
E
C
I_1
PRIOR TO LAND DISTURBING ACTIVITY, THE CONTRACTOR SHALL SCHEDULE A PRE -CONSTRUCTION MEETING WITH THE AREA
SITE DEVELOPMENT INSPECTOR.
THE CONTRACTOR SHALL OBSERVE THE PROJECT SEQUENCE SHOWN ON THE PLANS. THE CONTRACTOR SHALL MAINTAIN
CAREFUL SCHEDULING AND PERFORMANCE TO ENSURE THAT LAND STRIPPED OF ITS NATURAL COVER IS EXPOSED ONLY IN
SMALL QUANTITIES.
THE OWNER AGREES TO PROVIDE AND MAINTAIN OFF-STREET PARKING ON THE SUBJECT PROPERTY DURING THE ENTIRE
CONSTRUCTION PERIOD.
NO STAGING AREAS, MATERIAL STORAGE, CONCRETE WASH OUT AREAS, OR DEBRIS BURNING AND BURIAL HOLES SHALL BE
LOCATED WITHIN 500 FEET OF DESIGNATED TREE PROTECTION AREAS.
A COPY OF THE APPROVED LAND DISTURBANCE PLAN AND PERMIT SHALL BE PRESENT ON THE SITE AT ALL TIMES.
PRIOR TO COMMENCING LAND DISTURBANCE ACTIVITY, LIMITS OF LAND DISTURBANCE SHALL CLEARLY AND ACCURATELY BE
DEMARCATED WITH STAKES, RIBBONS, OR OTHER APPROPRIATE MEANS, AND SHALL BE DEMARCATED FOR THE DURATION OF
THE CONSTRUCTION ACTIVITY. NO LAND DISTURBANCE SHALL OCCUR OUTSIDE THE LIMITS INDICATED ON THE APPROVED PLANS.
PRIOR TO ANY OTHER CONSTRUCTION, A STABILIZED CONSTRUCTION ENTRANCE SHALL BE CONSTRUCTED AT EACH POINT OF
ENTRY TO OR EXIT FROM THE SITE OR ONTO ANY PUBLIC ROADWAY.
rl�a�7i7�[i�rp/l�[e11�11�19i�:Z�><9[�7►[K�]�I�:Z�7�►�I�_6��J:7��ya9�i l�l►�I,��►�1��1���7�:7[�]:iri79►1Yi��:I�:ZK�7►1,9�:Z�li�[�7►I_Zi��D11�'/I
1. THE CONSTRUCTION EXIT SHALL BE PLACED AS SHOWN ON THE PLANS.
2. IMMEDIATELY AFTER THE ESTABLISHMENT OF CONSTRUCTION EXIT, ALL PERIMETER EROSION CONTROL AND STORMWATER
MANAGEMENT DEVICES SHALL BE INSTALLED AS SHOWN ON THE CLEARING PHASE EROSION CONTROL PLAN.
3. WITHIN SEVEN (7) DAYS AFTER INSTALLATION OF INITIAL EROSION CONTROL MEASURES, THE SITE CONTRACTOR SHALL
SCHEDULE AN INSPECTION BY THE PROJECT DESIGN PROFESSIONAL. NO OTHER CONSTRUCTION ACTIVITIES SHALL OCCUR
UNTIL THE PROJECT PROFESSIONAL APPROVES THE INSTALLATION OF SAID EROSION CONTROL MEASURES. IF
UNFORESEEN CONDITIONS EXIST IN THE FIELD THAT WARRANT ADDITIONAL EROSION CONTROL MEASURES, THE
CONTRACTOR MUST CONSTRUCT ANY ADDITIONAL EROSION CONTROL DEVICES DEEMED NECESSARY BY THE PROJECT
PROFESSIONAL DURING THE SITE INSPECTION.
4. AFTER APPROVAL OF INITIAL EROSION CONTROL INSTALLATION, THE CONTRACTOR MAY PROCEED WITH CLEARING AND
GRUBBING ACTIVITIES. AS CLEARING PERMITS, THE CONTRACTOR SHALL CONSTRUCT THE SKIMMER SEDIMENT BASIN AS
SHOWN ON PLANS.
5. THE CONTRACTOR CAN UTILIZE CLEARED TREES AS BARRIER BRUSH SEDIMENT CONTROL WHERE INITIAL GRADING
ACTIVITIES WILL NOT OCCUR.
6. MULCH OR TEMPORARY GRASSING SHALL BE APPLIED TO ALL EXPOSED AREAS WITHIN 7 DAYS OF LAND DISTURBANCE. ALL
DISTURBED AREAS LEFT MULCHED MORE THAN 30 DAYS SHALL BE STABILIZED WITH TEMPORARY VEGETATION.
NO BURN OR BURY PITS SHALL BE PERMITTED ON THE CONSTRUCTION SITE WITHOUT WRITTEN PERMISSION BY THE OWNER
AND/OR THE ENGINEER OF RECORD.
ALL SILT FENCES MUST MEET THE REQUIREMENTS OF SECTION 6.62 - SEDIMENT FENCE OF THE MOST RECENT VERSION OF THE
NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
SEDIMENT AND EROSION CONTROL MEASURES MUST BE CHECKED AFTER EACH RAIN EVENT. EACH DEVICE IS TO BE MAINTAINED
OR REPLACED IF SEDIMENT ACCUMULATION HAS REACHED HALF THE CAPACITY OF THE DEVICE. ADDITIONAL DEVICES SHALL BE
INSTALLED IF NEW CHANNELS HAVE DEVELOPED.
THE CONSTRUCTION EXIT SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACK OR FLOW OF MUD ONTO PUBLIC
RIGHT-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 1"-3" OF STONE, AS CONDITIONS DEMAND. ALL MATERIALS
SPILLED, DROPPED, WASHED OR TRACKED FROM A VEHICLE ONTO PUBLIC ROADWAY OR INTO STORM DRAIN MUST BE REMOVED
IMMEDIATELY.
CONTRACTOR SHALL INSPECT EROSION CONTROL MEASURES AT THE END OF EACH WORKING DAY TO ENSURE PROPER
FUNCTIONING.
FAILURE TO INSTALL, OPERATE, OR MAINTAIN ALL EROSION CONTROL MEASURES WILL RESULT IN ALL CONSTRUCTION BEING
STOPPED ON THE SITE UNTIL SUCH MEASURES ARE CORRECTED ACCORDING TO THE APPROVED PLANS.
EROSION CONTROL NOTES:
1. EROSION CONTROL MEASURES SHALL BE INCLUDED WITH ANY STOCKPILED
MATERIAL, TOPSOIL, NEW UTILITY INSTALLATION ROUTES, UTILITY TIE-IN POINTS,
ETC.
2. UTILITY WORK (TIE-IN AND ROUTING) SHALL INCLUDE EROSION CONTROL
MEASURES.
3. PRIVATIZED UTILITY COMPANIES ARE RESPONSIBLE FOR PERMITTING LIMITS OF
WORK OUTSIDE OF THE PERMITTED LIMITS SHOWN ON THESE DRAWINGS.
EROSION CONTROL LEGEND
SKIMMER SEDIMENT BASIN
® FABRIC DROP INLET
PROTECTION (TEMPORARY)
❑--�❑ SEDIMENT FENCE (SILT FENCE)
CONSTRUCTION EXIT
POROUS BAFFLES
LEGEND
CB
CATCH BASIN
COO
SANITARY CLEAN -OUT
DI
DROP INLET
FFE
FINISHED FLOOR ELEVATION
BL
BOLLARD
RCP
REINFORCED CONCRETE PIPE
✓e
JUNCTION BOX
------ 28� ------
EXISTING CONTOUR
EXISTING DRAINAGE PIPING
®
EXISTING DROP INLET
— —
LIMITS OF CONSTRUCTION
.,
EXISTING CONCRETE
EXISTING ASPHALT
r.
SEDIMENT FENCE INFORMATION
SILT FENCE ID
LENGTH (FT)
SLOPE (%)
DRAINAGE AREA (FT2)
1
100
<2%
10,000
2
100
<2%
10,000
3
100
<2%
9,075
4
100
<2%
5,269
5
100
<2%
2,773
6
75
2-5%
2,909
7
75
2-5%
3,756
8
100
<2%
1,933
9
100
<2%
1,792
10
100
<2%
1,955
11
47
2-5%
1,949
12
100
<2%
8,864
13
100
<2%
4,305
14
100
<2%
4,982
15
100
<2%
7,640
16
190
2-5%
6,610
17
75
<2%
1,555
18
106
5-10%
1,658
19
100
<2%
4,062
OF WATER)
E7CTING PIPES
rERMINED _
f
1
SPILLWAY
EX -DI \ 27
(FULL OF WATER)
CONNECTING PIPES
LP
UNDETERMINED
SPLASH PAD 17
SKIMMER SEDIMENT TRAP CALCULATIONS:
VOLUME
LIMITS OF CONSTRUCTION (LOC) = 2.59 AC.
REQ. VOL. = 3,600 CF * LOC = 3,600 * 2.59 = 9,324 CF
VOL. PROVIDED = 10,385 CF
10,385 CF > 9,324 CF. VOLUME PROVIDED EXCEEDS REQUIRED
MIN. SURFACE AREA (SA)
Q­ = 5.35 CFS*, SA PROVIDED = 2,433 SF
SA REQUIRED = 325 SF * 5.35 CFS = 1,739 SF
2,433 SF > 1,739 SF. AREA PROVIDED EXCEEDS REQUIRED
SKIMMER RISER
ul
STING
(EPA NG LOT
3
\
<,
1
I
N
I
IIII \
\
\
I`JEX D1
/ .' ............'.:. / .
..• -` :' .:....: ;..:. °�... '.'' � :'.::
. ....
I
2 I
I
TOP: 237. 15
15
I.EIN: 233.55
.:.
IJ
I
OUT.239.47
RCP
EXISTING ASPHALT '.
I I 1 /
/
1
I_
-..' — — — q1E
,....
PARKING LOT
I
-
/
r
\
�'c�
LIMITS OF CONSTRUCTION
co
z
EX-Dl
:.:'.:.. '... TOP: 239.99 \\
1 10
/ /
_ / / 1 I /
/
` // / / /
'
U-
.. ..: I.EIN(18'): 23539 \\
.:...:...:... 1. E IN(24')- 234.83
/
I
o'.:
I.EOUT.-234.82
1 r—�
�' ��
�� l
\
/l
CONSTRUCTION EXIT / ENTRANCE
EX -DI LONGITUDE:-79.003404
TOP=237.95 / I LATITUDE:35.094570
I.EIN=233.55 ® 1 I RELOCATE AS NECESSARY
��6, \ \ � \ \ \ \ \ \ \ \ \\ \ \ // / �\ I.EOUT 231.47 TO ACCOMMODATE
CONSTRUCTION
'/
CONC. WALK
a \ \ \ \ ice\ \ \ \ \ i� /\ \ — LIICAT�'�-CbN�'fR!?l;TI61+!•� I I I / "�, // .'
I
` \ OROUS BAFFLES \ \ ♦ \ \\ \\ \\ \ \ \ \ \ \ // \ — — _ (MISSING LID)
\ \ \ ♦_�a5 \ \ \ 7/\ \ \ \ TOP: 233.16
INV- 229.76
I I �
—232-
�230 --_ 100'WETLANDS
♦ \ \ �.\ \/�\ \\ �� �� \ BUFFER \\ \ I I I a JJ) )
\ lb
BUILDING
5 � _ .� � �---� \ \\ � \\ \\ \\ \\ \\ 1 \ \ i I I I � I III I c 3042
a
/i -220� 1 11 j
_—�
SKIMMER: (SEE CG513 FOR CALCULATIONS) EROSION CONTROL PHASE I P LA N —_
DEWATERING TIME: 3 DAYS
1_ SCALE: " - 30'
SKIMMER SIZE: 1.5" -
ORIFICE DIAMETER: 1.5" --_—
STAKE CLEAN -OUT ELEVATION: I - I--- _ _ __ WETLANDS B= _
[(TOP ELEV. - INV. ELEV.) (11)] + INV. ELEVATION HEADWALL
_ [(224-220)/2]+220 = 222.00 TOP: 216.70' // �E��PN00 _� — _= ii JB
INV.- 213.28' // _100
SPILLWAY // _ _ _ .� ♦ LOWE ENGINEERS, LLC.
25' WIDTH @ELEV. 223.00' _ _ _ _ _ _ _ N REG. #: P-1582
100
30 0 30 60 90
GRAPHIC SCALE: 1 INCH = 30 FEET
I I
US Army Corps
of Engineers
10-09-19
0
z
a
O
W
0
U)
OU
ui
O CD
Z
>
w
o
H 2<
U
O
rn
W �
co
U 1
041
O
W
O
~
U)co
N
00
J
cp
Z
H
U)
_
U�
Z
o
a
¢°°
z0o
0
0
m
}
00
00
p
J00
lip
o
m
oLu
Z
C�
Z
Y
Unaa
W 2i
0_ Y
wam�wcn
2
2i
D 2
N Z
p =
p cn
U
=
co
co a
0
o�
o�
U o
Z W N
Z
vi U) g
UZ
W
Z
J
U)
ZOO
U
�a
U)
W
U)
W
�j =
WY
OLLO
O
Oz
a�0
a'
°
z
o
U
z0
_jO
00
J
�
11
Z
Q
a
J
a
z_
J
w
J
U
_
w
� Z rn
J
Z
Oow
N
z
c�W}
O
�Ow
U
Z
Ow
O
0
(/)
W
SHEET ID
CG103
UNCLASSIFIEDHFOR OFFICIAL USE ONLY
CORRECTED FINAL - NOT FOR CONSTRUCTION

1
2 3 4 UNCLASSIFIEDHFORIOFFICIAL USE ONLY
7
r�
10
G
F
E
C
n
GRADING PHASE NOTES:
DURING CONSTRUCTION, THE CONTRACTOR SHALL MAINTAIN CAREFUL SCHEDULING AND PERFORMANCE TO ENSURE THAT
LAND STRIPPED OF ITS NATURAL GROUND COVER IS EXPOSED ONLY IN SMALL QUANTITIES, AND THEREFORE LIMITED
DURATIONS, BEFORE PERMANENT EROSION PROTECTION IS ESTABLISHED.
EARTHWORK OPERATIONS IN THE VICINITY OF STREAM BUFFERS SHALL BE CAREFULLY CONTROLLED TO AVOID DUMPING
OR SLOUGHING INTO THE BUFFER AREAS.
EROSION CONTROL DEVICES SHALL BE INSTALLED IMMEDIATELY AFTER GROUND DISTURBANCE OCCURS. IT IS THE
CONTRACTOR'S RESPONSIBILITY TO ESTABLISH EROSION CONTROL FOR ALL DRAINAGE PATTERNS CREATED AT VARIOUS
STAGES DURING CONSTRUCTION, AND ALTER THE LOCATION OF EROSION CONTROL DEVICES ACCORDINGLY. ANY
DIFFICULTY IN CONTROLLING EROSION DURING ANY PHASE OF CONSTRUCTION SHALL BE REPORTED TO THE DESIGN
PROFESSIONAL IMMEDIATELY.
THE CONTRACTOR SHALL ESTABLISH BARRIERS AT THE TOP OF ALL SLOPES UNDER CONSTRUCTION. CUT AND FILL
SLOPES SHALL NOT EXCEED 3:1.
STORM DRAIN OUTLET PROTECTION SHALL BE PLACED AT ALL OUTLET HEADWALLS IMMEDIATELY FOLLOWING HEADWALL
CONSTRUCTION.
ALL DRAINAGE SWALES AND GRADED AREAS SHALL BE APPLIED WITH VEGETATIVE COVER AS SOON AS FINAL GRADE IS
ACHIEVED. MULCH OR TEMPORARY GRASSING SHALL BE APPLIED TO ALL EXPOSED AREAS WITHIN 7 DAYS OF LAND
DISTURBANCE. ALL DISTURBED AREAS LEFT MULCHED FOR MORE THAN 14 DAYS SHALL BE STABILIZED WITH TEMPORARY
GRASSING.
THE CONTRACTOR SHALL MAINTAIN THE SKIMMER SEDIMENT TRAP UNTIL PERMANENT GROUNDCOVER IS ESTABLISHED.
SEDIMENT SHALL BE CLEANED OUT OF THE TRAP WHEN IT REACHES ONE HALF OF THE TRAP DEPTH.
MULCH OR TEMPORARY GRASSING SHALL BE APPLIED TO ALL EXPOSED AREAS WITHIN 7 DAYS OF LAND DISTURBANCE. ALL
DISTURBED AREAS LEFT MULCHED FOR MORE THAN 14 DAYS SHALL BE STABILIZED WITH TEMPORARY GRASSING.
SEDIMENT AND EROSION CONTROL MEASURES MUST BE CHECKED AFTER EACH RAIN EVENT. EACH DEVICE IS TO BE
MAINTAINED OR REPLACED IF SEDIMENT ACCUMULATION HAS REACHED HALF OF THE CAPACITY OF THE DEVICE.
ADDITIONAL DEVICES MUST BE INSTALLED IF NEW CHANNELS HAVE DEVELOPED.
CONTRACTOR SHALL INSPECT CONTROL MEASURES AT THE END OF EACH WORKING DAY TO ENSURE MEASURES ARE
FUNCTIONING PROPERLY.
THE CONSTRUCTION EXIT SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACK OR FLOW OF MUD ONTO
PUBLIC RIGHT-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 1"-3" OF STONE, AS CONDITIONS DEMAND.
ALL MATERIALS SPILLED, DROPPED, WASHED OR TRACKED FROM A VEHICLE ONTO PUBLIC ROADWAY OR INTO STORM
DRAIN MUST BE REMOVED IMMEDIATELY.
FAILURE TO INSTALL, OPERATE OR MAINTAIN ALL EROSION CONTROL MEASURES WILL RESULT IN ALL CONSTRUCTION
BEING STOPPED ON THE JOB UNTIL SUCH MEASURES ARE CORRECTED BACK TO THE APPROVED EROSION CONTROL PLANS.
ALL CONSTRUCTED SLOPES SHALL HAVE SOIL STABILIZATION APPLIED WITHIN 7 DAYS OF CONSTRUCTION.
EROSION CONTROL NOTES:
2
3
ERU61UN GUN I RUL MI=ASURES SHALL BE INCLUDED WI I H ANY S 1 UCKHILED
MATERIAL, TOPSOIL, NEW UTILITY INSTALLATION ROUTES, UTILITY TIE-IN POINTS,
ETC.
` JB:
UTILITY WORK (TIE-IN AND ROUTING) SHALL INCLUDE EROSION CONTROL
MEASURES. L
PRIVATIZED UTILITY COMPANIES ARE RESPONSIBLE FOR PERMITTING LIMITS OF 0
WORK OUTSIDE OF THE PERMITTED LIMITS SHOWN ON THESE DRAWINGS.
CB
CO O
DI
FFE
BL
RCP
JB
280
------28� ------
282 x
CATCH BASIN
SANITARY CLEAN -OUT
DROP INLET
FINISHED FLOOR ELEVATION
BOLLARD
REINFORCED CONCRETE PIPE
JUNCTION BOX
NEW CONTOUR
EXISTING CONTOUR
SPOT ELEVATION
EXISTING DRAINAGE PIPING
® EXISTING DROP INLET
LIMITS OF CONSTRUCTION
EXISTING CONCRETE
EXISTING ASPHALT
a$ NEW CONCRETE
NEW ASPHALT
i
SEDIMENT FENCE
INFORMATION
SILT FENCE ID
LENGTH (FT)
SLOPE (%)
DRAINAGE AREA (FT2)
1
106
5-10%
1,658
2
100
<2%
2,279
3
190
2-5%
6,610
4
100
<2%
1,712
5
100
<2%
5,897
6
100
<2%
4,635
7
100
<2%
3,055
8
75
2-5%
4,385
9
100
<2%
2,310
10
100
<2%
1,792
11
50
5-10%
804
12
122
<2%
2,055
13
25
>20%
426
14
60
5-10%
3,135
SPILLWAY -
EX -DI \ 2�
(FULL OF WATER)
CONNECTING PIPES 2
UNDETERMINED D2-HW
SPLASH PAD
RR
SKIMMER SEDIMENT TRAP CALCULATIONS:
VOLUME
LIMITS OF CONSTRUCTION (LOC) = 2.59 AC.
REQ. VOL. = 3,600 CF * LOC = 3,600 * 2.59 = 9,324 CF
VOL. PROVIDED = 10,385 CF
10,385 CF > 9,324 CF. VOLUME PROVIDED EXCEEDS REQUIRED
MIN. SURFACE AREA (SA)
Q­ = 5.35 CFS*, SA PROVIDED = 2,433 SF
SA REQUIRED = 325 SF * 5.35 CFS = 1,739 SF
2,433 SF > 1,739 SF. AREA PROVIDED EXCEEDS REQUIRED
C2-HW
SKIMMER RISER
SKIMMER: (SEE CG513 FOR CALCULATIONS)
DEWATERING TIME: 3 DAYS
SKIMMER SIZE: 1.5"
ORIFICE DIAMETER: 1.5"
STAKE CLEAN -OUT ELEVATION:
[(TOP ELEV. - INV. ELEV.)*(2)] + INV. ELEVATION
_ [(224-220)/2]+220 = 222.00
SPILLWAY
25' WIDTH @ ELEV. 223.00'
MATCHLINE MATCHLINE
SEE THIS SHEET SEE THIS SHEET
BUILDING 3352 z Z'
U '
MATIVTPnIANlrF rONITArT F-7--­1
I LA I I I Wt=.Uy40 W
230 229 5 RELOCATE AS NECESSARY
LEOUT 23 47 I TO ACCOMMODATE
\ - \ CQ/ / \ CONSTRUCTION
I/
_ \ A5-HW \ \ \ \ \ \ 1
CONC. WALK
\ \ \ A4-DI
cl-Ocs A�_CTS
C V ..
TS LIIEATSCr'C9N�'fRi�LTMBf��
(MISSING LID)
POROUS BAFFLES 226 ♦ �Og 14 \ \ \ \ \ �� \ \ \ \ - TOP: 233.16
P \ \ \ \ \ INV.' 229.76
232—
TS \ / \ \ \\\ �\ \\ \2`30 _---100'WETLAND
♦ \ /�\ \\ \\ �/\\2 \\ \\ \\ BUFFER \ \ I I I J l
NI
I I j::..:
BUILDING
3042
' —220
EROSION CONTROL PHASE II PLAN
SCALE: 1" - 30'
WETLANDS BDY
HEADWALL // S��� _� — — — — Q�(3I-
TOP:216.70'= — — _ — _ pQ — — _ __; JB
INV.'213.28' / 100—�— — _ _ — — _ _ — ��� _ _ _ j LOWE ENGINEERS, LLC.
N REG. #: P-1582
30 0 30 60 90
GRAPHIC SCALE: 1 INCH = 30 FEET
I I
US Army Corps
of Engineers
10-09-19
0
z
<
O
w
0
cn
OU
Iii
o CD
z
w
o
H 2<
U
O
M
W 7
00
U w
=
Z
O
O
cn
N
J
(�
_
o
<
wq�
20
<00
z00
0
0
m
}
m
m
p
J00
l=
o
m
o
Lu
Z
c?
Z
Y
-
W 2i
O Y
2
2i
D
N Z
0 =p
cn0
T_U)
co <
0
o�
o�
U�o
Z w N
_�
z
uS U) <
w z_
W
Z
7i
U C�
���
U�
�<
W >
W
�U)
Ld
W
LL
�j =
Y
OLLO
O
LU
QU)
0
Oz
O
U
z O
_jO
J
z
<
z
a
J �
J
U)
U U_ It
Q
_
L
0-
N
0� Z Z
J
O0w
O
N
~
z
w
L`
O
m O
U
LL
z
0o
O
LL
W
SHEET ID
CG104
UNCLASSIFIEDHFOR OFFICIAL USE ONLY
CORRECTED FINAL - NOT FOR CONSTRUCTION

1
FINAL PHASE NOTES:
Old
THE CONTRACTOR SHALL MAINTAIN ALL SEDIMENT CONTROL MEASURES
UNTIL PERMANENT GROUNDCOVER IS ESTABLISHED. SEDIMENT SHALL BE
CLEANED OUT ONCE/WEEK.
ALL ROADWAY AND PARKING SHOULDERS SHOULD BE GRASSED AS SOON
G AS FINAL GRADE IS ACHIEVED.
SEDIMENT AND EROSION CONTROL MEASURES SHALL BE CHECKED AFTER
EACH RAIN EVENT. EACH DEVICE IS TO BE MAINTAINED OR REPLACED IF
SEDIMENT ACCUMULATION HAS REACHED ONE HALF THE CAPACITY OF
THE DEVICE. ADDITIONAL DEVICES MUST BE INSTALLED IF NEW
CHANNELS HAVE DEVELOPED.
FAILURE TO INSTALL, OPERATE, OR MAINTAIN ALL EROSION CONTROL
MEASURES WILL RESULT IN ALL CONSTRUCTION BEING STOPPED ON THE
JOB UNTIL SUCH MEASURES ARE CORRECTED BACK TO THE APPROVED
EROSION CONTROL PLANS.
UPON COMPLETION OF THE PROJECT AND RECEIPT OF THE CERTIFICATE
OF COMPLETION, THE CONTRACTOR SHALL REMOVE ALL TEMPORARY
EROSION CONTROL MEASURES AND DISPOSE OF THEM UNLESS NOTED
OTHERWISE ON PLANS.
F EROSION CONTROL NOTES:
1. EROSION CONTROL MEASURES SHALL BE INCLUDED WITH ANY
STOCKPILED MATERIAL, TOPSOIL, NEW UTILITY INSTALLATION ROUTES,
UTILITY TIE-IN POINTS, ETC.
2. UTILITY WORK (TIE-IN AND ROUTING) SHALL INCLUDE EROSION CONTROL
MEASURES.
3. PRIVATIZED UTILITY COMPANIES ARE RESPONSIBLE FOR PERMITTING
LIMITS OF WORK OUTSIDE OF THE PERMITTED LIMITS SHOWN ON THESE
DRAWINGS.
MAINTENANCE CONTACT
NAME: LEE WARD
E PHONE: [phone]
EMAIL: [e-mail]
I
A
IV
EROSION CONTROL LEGEND
RIPRAP (SEE SHEETS CG510 & CG511 FOR
R R CONSTRUCTION DETAILS & MAINTENANCE
REQUIREMENTS)
OSODDING (HYBRID BERMUDA)
LEGEND
CB
CATCH BASIN
COO
SANITARY CLEAN -OUT
DI
DROP INLET
FFE
FINISHED FLOOR ELEVATION
BL
BOLLARD
RCP
REINFORCED CONCRETE PIPE
JB
JUNCTION BOX
280
NEW CONTOUR
- - - - 28� -- ---
--
EXISTING CONTOUR
282 X
SPOT ELEVATION
EXISTING DRAINAGE PIPING
®
EXISTING DROP INLET
LIMITS OF CONSTRUCTION
'
EXISTING CONCRETE
EXISTING ASPHALT
NEW CONCRETE
NEW ASPHALT
BIORETENTION POND RUNOFF RETENTION CALCULATIONS:
1-YR EVENT VOLUME W/ NO INFILTRATION (A) = 5,503 FT
1-YR EVENT EVENT VOLUME�21N/HR INFILTRATION (B) = 2,363 FT3IN/HR INFILTRATION (B) = 2,363 FT3
TOTAL INFILTRATED VOLUME @ 2 IN/HR (C) = A - B = 3,140 FT
5-YR EVENT* VOLUME @ 2 IN/HR INFILTRATION (D) = 5,710 FT3
TOTAL 5-YR EVENT* RETAINED VOLUME = C + D = 8,850 FT
98% RETENTION VOLUME = 6,878 FT
TOTAL RETAINED VOLUME > 98% REQUIRED RETENTION VOLUME
A I *THE 5-YR EVENT VOLUME 0 2 IN/HR INFILTRATION WAS USED BECAUSE IT IS THE LARGEST
RAIN EVENT AT THE SPECIFIED INFILTRATION RATE THAT DOES NOT FLOW INTO THE BIORETENTION
POND OUTLET CONTROL STRUCTURE (OCS). THE VOLUMES OF RAIN EVENTS WITH ELEVATIONS
GREATER THAN THE OCS OVERFLOW ELEVATION ARE NOT AS ACCURATE FOR THESE CALCULATIONS
DUE TO THEIR RELATIVELY HIGH RATE OF DISCHARGE.
9
-1
(FULL OF WATER)
CONNECTING PIPES
UNDETERMINED
BUILDING 3352
4 UNCLASSIFIED//FOR OFFICIAL USE ONLY 7 8
5 6
MATCHLINE
SEE THIS SHEET
BUILDING 3352
e
d
u) '.
P:
w:
Q
�a
d
MATCHLINE
SEE THIS SHEET
EXISTING ASPHAL T
PARKING LOT
Cr) r1CTf-%K1 r)U A Cr- TTT nI A KI
SCALE: 1" = 30'
ASPHALT
9 I 10
MATCHLINE
SEE THIS SHEET
� I
� I
cr)CO
WETLANDS BDY
n� a 46,
18'RCP
/ / I
1 � �
� III
Ill o
I I _ N BUILDING
�I I rn 3050
IIIU� \
� III
\II
a Rc'? 1
II
/
II
/
a
/
III J
III
J
II EXISTING
PARKING LOT
�
II
II �
II �o
II EX -DI
TOP: 237.15
1. E IN: 233.55
I.E OUT.- 231.47
zz 24'RCP
24'RCP
H
\\ 1�,q
EX -DI
\\
U)
TOP:239.99
\\
o
LEIN(18'):235.39
U-
1. E IN(24'): 234.83
1. E OUT.- 234.82
U)
II
I
I
I
�
/ CONC. WALK
/
co I J
i 1
III / BUILDING
� ( 3042
I \
I I
I I
LOWE ENGINEERS, LLC.
N REG. #: P-1582
30 0 30 60 90
GRAPHIC SCALE: 1 INCH = 30 FEET
M
US Army Corps
of Engineers
10-09-19
0
z
Q
O
w
u)
OU
O CD
z
w
0
2<
U
�
00
0-)U
=
Z
O
N
i
(�
U)00
_
U�
Z
o
20
<00
z00
0
0
m
}
m
m
p
J00
ILA
o
m
o
LLI
Z
C�
Z
Y
w 2i
of Y
m
2i::)
N Z
p =
p U)
T_
U)
ct) Q
0
o�
U�o
Z w N
�
z
CO g
viz
w
7i
(n
���
Z
U0
EEQ
w >
U)
W
�
Ld
W
LL
(j =
2 Y
OLLO
O
I
Oz
QUO
fr-
O
(D 2
�
C).)
z O
F
Q
_jO
2
J
a
z
Q
z_
a
J }
W
0
U Q w
Q
= w L
_
(n N
J
OOZ
z�-w
O
�
CD-
w' 04
~
IL
Z
O
O
U
m w
Z
�°
O
LL O
o
Lu
SHEET ID
CG105
UNCLASSIFIED//FOR OFFICIAL USE ONLY
CORRECTED FINAL - NOT FOR CONSTRUCTION

UNCLASSIFIED//FOR OFFICIAL USE ONLY
UNCLASSIFIED//FOR OFFICIAL USE ONLY CORRECTED FINAL - NOT FOR CONSTRUCTION

1 2 3 4 UNCLASSIFIEDHFORIOFFICIAL USE ONLY
7
9
10
G
F
E
I
A
IV
F1
GROUT FRAME 3 HOOP
IN PLACE
.a.
•t.
AST C76-63T
CLASS EI R.C. P.-----,
PIPE SIZE
d
D MIN.
24'
4811
27„
54"
5 30"
60"
10" FOR D = 48"
11 " FOR D = 54"
12" FOR D = 60"
CAST IRON FRAME a COVER -
DESIGN FOR
(NO TRAFFIC) OR (H20 TRAFFIC)
AS REQUIRED
GRADE
I
I MONOLITHIC CONSTRUCTION
OR FABRICATE AS. DESCRIBED:
CUT HOLE IN MANHOLE PIPE.
WELD REINF. IN MAIN LINE
__--_ ..j PIPE TO THE MANHOLE
1 I CONNECTION.
I APPLY A RICH CEMENT
D 1 MORTAR COATING.
I -
E
� I
#6 AT 12" EW
CAST - IN - PLACE
CONC. SLAB
PRE -CAST MANHOLE
FOR INFORMATION ONLY:
Coordinate use w/Site
Development Engr.
EXHIBIT A-2--72
V.
25.0'
-inn I Ir.irn
STORMWATER MANAGEMENT POND CONCRETE SPILLWAY
NOT TO SCALE
C . 1. FRAME & GRATE
DESIGN FOR H 20 #4AT12" O.C.EW.
WHEEL LOAD
- I
`74
2- # 7,4 SIDES
OF OPENING
I MORTAR JT.
Ar R.C.P.
611 31_ 0 11 6 �,
BREAK OUT TOP OF
-:.�- PIPE AND FORM
Ar
in 7,—
STORM DRAIN
N
CONC. CAST
IN PLACE
5-2
FOR INFORMATION
ONLY - Coordi-
nate use En
Developmentnt Engr. PRECAST SURFACE INLET DETAIL
H2O WHEEL LOAD EXHIBIT A-2-77
. cm.)
M nM%=
SILT
ONSITE CONCRETE WASHOUT
STRUCTURE WITH LINER _
rw.)
FOR INFORMATION
ONLY: Coordinate
use w/Site Develop-
ment Engr.
A
C.I. MANHOLE
I—� FRAME AND COVER
i
CAST - IRON
3 ( SURFACE INLET FRAME
AND GRATE
EXTRA 04 BARS
P L A N EA. SIDE OF OPENING
A* -A" SQUARE (MIN)
EXTRA ' - 4 BARS
EA. SIDE OF
OPE N I N G
*" 4 a 1211 E.W. d►
CENTER (TYP.)
6"(TYP.)
3 - 01/ SQ. -
CONST. JT. TYP, ".
OPTIONAL CONST. JT.
NOTE
I -USE 3000 psi CONC.
2. HOOP ONE 04 BAR
AROUND ALL PIPE
OPENINGS
3. ALL LAPS 8
EXTENSIONS OF
REINF TO BE 30 ..
DIAM.
4.STO. PRECAST MAN- '
HOLES AND SURFACE
INLETS MAY BE USED
INSTEAD WHERE
ECONOMICAL.
SECTION A -- A
STANDARD MANHOLE & ' SURFACE INLET DETAIL
BUILDING AREAS NOT SUBJECT TO TRAFFIC
EXHIBIT A-2--70
�Z�� \ FI 1 I 1
{. A 111?
�7 ilr v��yrl' 13 T - - 1 1 ]- 7
r7 , 1•
h l h I h / :. l]
1 111 CLEMY �]i YI
1 Y l ] ] ] _
h l F � I I C h 1 I h l h 1
27�11111113 ]
7 Tw LMIIII ANLIM gnus
7 1 7 11I1111 I- 111111Ih ? 1 IM ?
=11111 h 1 IM . 1 CAPACITY 1 '. 1 I 7"
CAPACITY.1 CAPACITY
:1 A h ? I ] ] 1 ,I
F I F 1 - ] 7 1
CUM MIIAIIr 1IM11111 Ih
► 1 ► wAw6w
3 7 1 cuum 117111
=1111111111111t
1 h
GRADE
t
i I
US Army Corps
of Engineers
10-09-19
0
w
0
�CDOz
O
w
0
U
<
IY
00
0-)H
W 7
U
(If �
LLI
(D
0
N
CO
J=
z
F-
_
Q
F-
wW
20
<00
z00
O
O
m
}
m
m
o
—im
�r
LU
m
o LU
�
Z
Z
QwWQ
Y
�
am
w�
W 2r)f
Y
m
2
D 2
N Z
20
U)U
2(gF-
CO Q
0
o�
o�
U�o
Z N
Ir
z
UW
Q
w z_
W
7i
U C�
Z
C)
> � �
W
�Q
w >
U)U)
Ld
W
LL
�j =
F-
2 Y
OLLO
O
Z0
wwQ
IL
Pz
¢U)CE
Ir
O
(D z
_o
U
zO
�
�
Q
Z
J
-8
Q
Z71 }
J
J
W
U Q
0
LL L0
W
z rn
U
Oz Q Z
Z
LZ' CV
t�
w
<OLL
tYl
o°
o
LL
(n
SHEET ID
CG501
UNCLASSIFIEDHFOR OFFICIAL USE ONLY
LOWE ENGINEERS, LLC.
REG. #: P-1582 -10
CORRECTED FINAL - NOT FOR CONSTRUCTION

1 2 3 4 UNCLASSIFIEDHFORIOFFICIAL USE ONLY
7
N.
10
G
F
E
C
0
GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCGOl CONSTRUCTION GENERAL PERMIT
Implementing the details and specifications on this plan sheet will result in the construction
activity being considered compliant with the Ground Stabilization and Materials Handling
sections of the NCGO1 Construction General Permit (Sections E and F, respectively). The
permittee shall comply with the Erosion and Sediment Control plan approved by the
delegated authority having jurisdiction. All details and specifications shown on this sheet
may not apply depending on site conditions and the delegated authority having jurisdiction.
SECTION E: GROUND STABILIZATION
Required Ground Stabilization Timeframes
Stabilize within this
Site Area Description
many calendar
Timeframe variations
days after ceasing
land disturbance
(a) Perimeter dikes,
swales, ditches, and
7
None
perimeter slopes
(b) High Quality Water
7
None
(HQW) Zones
(c) Slopes steeper than
If slopes are 10'or less in length and are
3:1
7
not steeper than 2:1, 14 days are
allowed
-7 days for slopes greater than 50' in
length and with slopes steeper than 4:1
-7 days for perimeter dikes, swales,
(d) Slopes 3:1 to 4:1
14
ditches, perimeter slopes and HQW
Zones
-10 days for Falls Lake Watershed
-7 days for perimeter dikes, swales,
(e) Areas with slopes
ditches, perimeter slopes and HQW Zones
flatter than 4:1
14
-10 days for Falls Lake Watershed unless
there is zero slope
Note: After the permanent cessation of construction activities, any areas with temporary
ground stabilisation shall be converted to permanent ground stabilization as soon as
practicable but in no case longer than 90 calendar days after the last land disturbing
activity. Temporary ground stabilization shall be maintained in a manner to render the
surface stable against accelerated erosion until permanent ground stabilization is achieved.
GROUND STABILIZATION SPECIFICATION
Stabilize the ground sufficiently so that rain will not dislodge the soil. Use one of the
techniques in the table below:
Temporary Stabilization Permanent Stabilization
9 'Temporary grass seed covered with stra,w,� or r Per_rnanent grass deed covered with straw or
other rnulches and tac'kifiers other mulches and tackiifiaeirs
* Hydroseeding * Geotextile fabrics such as permanent soil
* Rolled erosion control products with or reinforcement imatting
without temporary grass seed Hydroseeding
# Approprifately' aP!Rlied straw or other mulch a Shrubs or other parmanent planlings covere d
* Plastic sheeting iwith mulch
Uniform and evenly distributed ground cover
surlfFiclient to restrain eroslion
* Stru ctu ra I methods such ;as concrete, asp ha I f o r
retaining walls
i Rolled erosion control products with grass: seed
POLYACRYLAMIDES (PAMS) AND FLOCCULANTS
1. Select flocculants that are appropriate for the soils being exposed during
construction, selecting from the NC DWR List of Approved PAM►S/Flocculonts.
Z. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures.
3. Apply flocculants at the concentrations specified in the NC DWR List of Approved
PAMS/Flocculants and in accordance with the manufacturer's instructions.
4. Provide ponding area for containment of treated Stormwater before discharging
offsite.
5. Store flocculants in leak -proof containers that are kept under storm -resistant cover
or surrounded by secondary containment structures.
EQUIPMENT AND VEHICLE MAINTENANCE
1. Maintain vehicles and equipment to prevent discharge of fluids.
Z. Provide drip pans under any stored equipment.
3. Identify leaks and repair as soon as feasible, or remove leaking equipment from the
project.
4. Collect all spent fluids, store in separate containers and properly dispose as
hazardous waste (recycle when possible).
5. Remove leaking vehicles and construction equipment from service until the problem
has been corrected.
6. Bring used fuels, lubricants, coolants, hydraulic fluids and other petroleum products
to a recycling or disposal center that handles these materials.
LITTER,, BUILDING MATERIAL AND LAND CLEARING WASTE
1. Never bury or burn waste. Place litter and debris in approved waste containers.
Z. Provide a sufficient number and size of waste containers (e.g dumpster, trash
receptacle) on site to contain construction and domestic wastes.
3. Locate waste containers at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
4. Locate waste containers on areas that do not receive substantial amounts of runoff
from upland areas and does not drain directly to a storm drain, stream or wetland.
5. Cover waste containers at the end of each workday and before storm events or
provide secondary containment. Repair or replace damaged waste containers.
6. Anchor all lightweight items in waste containers during times of high winds.
7. Empty waste containers as needed to prevent overflow. Clean up immediately if
containers overflow.
8. Dispose waste off -site at an approved disposal facility.
9. On business days, clean up and dispose of waste in designated waste containers.
PAINT AND OTHER LIQUID WASTE
I. Do not dump paint and other liquid waste into storm drains, streams or wetlands.
Z. Locate paint washouts at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
3. Contain liquid wastes in a controlled area.
4. Containment must be labeled, sized and placed appropriately for the needs of site.
5. Prevent the discharge of soaps, solvents, detergents and other liquid wastes from
construction sites.
PORTABLE TOILETS
1. Install portable toilets on level ground, at least 50 feet away from storm drains,
streams or wetlands unless there is no alternative reasonably available. If 50 foot
offset is not attainable, provide relocation of portable toilet behind silt fence or place
on a gravel pad and surround with sand bags.
Z. Provide staking or anchoring of portable toilets during periods of high winds or in high
foot traffic areas.
3. Monitor portable toilets for leaking and properly dispose of any leaked material.
Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace
with properly operating unit.
EARTHEN STOCKPILE MANAGEMENT
1. Show stockpile locations on plans. Locate earthen -material stockpile areas at least
50 feet away from storm drain inlets, sediment basins, perimeter sediment controls
and surface waters unless it can be shown no other alternatives are reasonably
available.
Z. Protect stockpile with silt fence installed along toe of slope with a minimum offset of
five feet from the toe of stockpile.
3. Provide stable stone access point when feasible.
4. Stabilize stockpile within the timeframes provided on this sheet and in accordance
with the approved plan and any additional requirements. Soil stabilization is defined
as vegetative, physical or chemical coverage techniques that will restrain accelerated
erosion on disturbed soils for temporary or permanent control needs.
:= f NORTH CAROLI NAi
En vir- - nm en tdif"Q crli -
w■`•■■•�'K
11
ONSITE CONCRETE WASHOUT
STRUCTURE WITH LINER _
folk ii� �NMU
�M��11X 610111111.1111.
,-1111��
W7K87111111111111�
BE[ nu GRABE WWIT STRUCTURE
am
or111�1116
ABOVE fdt% VAS 1
rr SM IrTl RE
CONCRETE WASHOUTS
1. Do not discharge concrete or cement slurry from the site.
Z. Dispose of, or recycle settled, hardened concrete residue in accordance with local
and state solid waste regulations and at an approved facility.
3. Manage washout from mortar mixers in accordance with the above item and in
addition place the mixer and associated materials on impervious barrier and within
lot perimeter silt fence.
4. Install temporary concrete washouts per local requirements, where applicable. If an
alternate method or product is to be used, contact your approval authority for
review and approval. If local standard details are not available, use one of the two
types of temporary concrete washouts provided on this detail.
5. Do not use concrete washouts for dewatering or storing defective curb or sidewalk
sections. Stormwater accumulated within the washout may not be pumped into or
discharged to the storm drain system or receiving surface waters. Liquid waste must
be pumped out and removed from project.
6. Locate washouts at least 50 feet from storm drain inlets and surface waters unless it
can be shown that no other alternatives are reasonably available. At a minimum,
install protection of storm drain inlet(s) closest to the washout which could receive
spills or overflow.
7. Locate washouts in an easily accessible area, on level ground and install a stone
entrance pad in front of the washout. Additional controls may be required by the
approving authority.
g. Install at least one sign directing concrete trucks to the washout within the project
limits. Post signage on the washout itself to identify this location.
9. Remove leavings from the washout when at approximately 75% capacity to limit
overflow events. Replace the tarp, sand bags or other temporary structural
components when no longer functional. When utilizing alternative or proprietary
products, follow manufacturer's instructions.
10. At the completion of the concrete work, remove remaining leavings and dispose of
in an approved disposal facility. Fill pit, if applicable, and stabilize any disturbance
caused by removal of washout.
HERBICIDES, PESTICIDES AND RODENTICIDES
1. Store and apply herbicides, pesticides and rodenticides in accordance with label
restrictions.
2. Store herbicides, pesticides and rodenticides in their original containers with the
label, which lists directions for use, ingredients and first aid steps in case of
accidental poisoning.
3. Do not store herbicides, pesticides and rodenticides in areas where flooding is
possible or where they may spill or leak into wells, stormwater drains, ground water
or surface water. If a spill occurs, clean area immediately.
4. Do not stockpile these materials onsite.
HAZARDOUS AND TOXIC WASTE
1. Create designated hazardous waste collection areas on -site.
Z. Place hazardous waste containers under cover or in secondary containment.
3. ❑o not store hazardous chemicals, drums or bagged materials directly on the ground.
NCGO I GROUND STABILIZATION AND MATERIALS HANDLING
EFFECTIVE: 04/01/19
M
US Army Corps
of Engineers --
10-09-19
IIIIII�
o
w
0
O CD
Z
0
W
F-
o�¢a�
o
N
Z
�
J
_
�oU�3U
C5
Q
LULU
:�im
Q00
Z00
0
0
m
}
m
m
0
0
co
0
LU
W
Z
�
Z
Y
-
W
of Y=
2E
Z
N Z
0 20
U)U
2UnH
Un Q
0
o�
U�o
Z W N
Un
z
U Un Q
W �Z
W
J
U UA U'
Z
U
0>
�
w~
Q
U
W
�_
W Y
o
��
oILL wo
U)
0°
ate°
a
z Z
U
O
Q
00
>J
Q
z�J
J
Un
<� U
Y
=
U
�zrn
w
ooZ
=
ZPa
U
C/i
(Do`L`
uw
m L
a
o°
zILL
SHEET ID
UNCLASSIFIED//FOR OFFICIAL USE ONLY
LOWE ENGINEERS, LLC.
REG. #: P-1582
CG502
CORRECTED FINAL - NOT FOR CONSTRUCTION

1
2 3 4 UNCLASSIFIEDHFORIOFFICIAL USE ONLY
7
rn
9
10
G
F
E
I
IN
IV
RAI
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION A: SELF -INSPECTION
Self -inspections are required during normal business hours in accordance with the table
below. When adverse weather or site conditions would cause the safety of the inspection
personnel to be in jeopardy, the inspection may be delayed until the next business day on
which it is safe to perform the inspection. In addition, when a storm event of equal to or
greater than 1.0 inch occurs outside of normal business hours, the self -inspection shall be
performed upon the commencement of the next business day. Any time when inspections
were delayed shall be noted in the Inspection Record.
Frequency
Inspect
(during normal
Inspection records must include:
business hours)
(1) Rain gauge
Daily
Daily rainfall amounts.
maintained in
If no daily rain gauge observations are made during weekend or
good woriting
holiday periods, and no Individual -days rainfall Information is
order
available, record the cumulative rain measurement for those un-
attended days (and this will determine if a site inspection is
needed). Days on which no rainfall occurred shall be recorded as
"zero." The permittee may use another rain -monitoring duce
approved by the Division.
(2) E&SC
At least once per
1. Identification of the measures inspected,
iUleasures
7 calendar days
2. Date and time of the Inspection,
and wkhin 24
3. Name of the person performing the Inspection,
hours of a rain
4. Indication of whether the measures were operating
event > 1.0 Inch in
properly,
24 hours
5. Description of maintenance needs for the measure,
P. Description, evidence, and date of corrective actions taken.
(3) Stormwater
At least once per
1. Identification of the discharge outfalls Inspected,
discharge
7 calendar days
2. Date and time of the inspection,
outfalls (S130s)
and within 34
3. dame of the person performing the inspection,
hours of a rain
4. Evidence of indicators of stormwater pollution such as oil
event 11.0 inch In
sheen, floating or suspended solids or discoloration,
24 hours
5. Indication of visible sediment leaving the site,
S. Description, evidence and date of corrective actions taken.
(4) Perimeter of
At least once per
If visible sedimentation is found outside site limier, then a record
site
7 calendar days
of the fbllowing shall be made:
and within 24
1. Actions taken to cleanup or stabilize the sediment that has left
hours of a rain
the site limits,
event> 1.0 Inch In
2. description, evidence, and date of corrective actions taken, and
24 hours
3. An explanation as to the actions taken to control future
releases.
(5) Streams or
At least once per
If the stream or wetiand has Increased visible sedimentation or a
wetlands onsite
7 calendar days
stream has visible Increased turbidity from the construction
or offslte
and within 24
activity, then a record of the following shall be made
(where
hours of a rain
1. description, evidence and date of corrective actions taken, and
accessible)
event > 1.0 inch In
2. Records of the required report to the appropriate Division
24 hours
Regional office per Bart III, Section C. Item (2)(a) of this permit.
(6) Ground
After each phase
1. The phase of grading (installation of perimeter E&SC
stabilization
of grading
measures, clearing and grubbing, installation ,of storm
measures
drainage f'acillties, completion of all land -disturbing
activity, construction or redevelopments, permanent
ground corner).
2. Documentation that the required ground stabilization
measures have been provided within the required
timeframe or an assurance that they will be provided as
soon as possible.
NOTE: The rain inspection resets the required 7 calendar day inspection requirement.
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION B: RECORDKEEPING
1. E&SC Plan Documentation
The approved E&SC plan as well as any approved deviation shall be kept on the site. The
approved E&SC plan must be kept up-to-date throughout the coverage under this permit.
The following items pertaining to the E&SC plan shall be kept on site and available for
inspection at all times during normal business hours.
Item to Document
Documentation Requirements
(a) Each E&SC measure has been installed
Initial and date each E&SC measure on a copy
and does not significantly deviate from the
of the approved E&SC plan or complete, date
locations, dimensions and relative elevations
and sign an inspection report that lists each
shown on the approved E&SC plan.
E&SC measure shown on the approved E&SC
plan. This documentation is required upon the
initial installation of the E&SC measures or if
the E&SC measures are modified after initial
installation.
(b) A phase of grading has been completed.
Initial and date a copy of the approved E&SC
plan or complete, date and sign an Inspection
report to indicate completion of the
construction phase.
(c) Ground cover is located and installed
Initial and date a copy of the approved E&SC
in accordance with the approved E&SC
plan or complete, date and sign an inspection
plan.
report to indicate compliance with approved
ground cover specifications.
(d) The maintenance and repair
Complete, date and sign an inspection report.
requirements for all E&SC measures
have been performed.
(e) Corrective actions have been taken
Initial and date a copy of the approved E&SC
to E&SC measures.
plan or complete, date and sign an inspection
report to indicate the completion of the
corrective action.
2. Additional Documentation to be Kept on Site
in addition to the E&SC plan documents above, the following items shall be kept on the
site and available for inspectors at all times during normal business hours, unless the
Division provides a site -specific exemption based on unique site conditions that make
this requirement not practical:
(a) This General Permit as well as the Certificate of Coverage, after it is received.
(b) Records of inspections made during the previous twelve months. The permittee shall
record the required observations on the Inspection Record Form provided by the
Division or a similar inspection form that includes all the required elements. Use of
electronically -available records in lieu of the required paper copies will be allowed if
shown to provide equal access and utility as the hard -copy records.
3. Documentation to be Retained for Three Years
All data used to complete the a-NOI and all inspection records shall be maintained for a period
of three years after project completion and made available upon request. [40 CFR 122.41]
PART II, SECTION G, ITEM (4)
DRAW DOWN OF SEDIMENT BASINS FOR MAINTENANCE OR CLOSE OUT
Sediment basins and traps that receive runoff from drainage areas of one acre or more shall use outlet structures that withdraw water from the surface when these devices need to be drawn down
for maintenance or close out unless this is infeasible. The circumstances in which it is not feasible to withdraw water from the surface shall be rare (for example, times with extended cold weather).
Non -surface withdrawals from sediment basins shall be allowed only when all of the following criteria have been met:
(a) The E&SC plan authority has been provided with documentation of the non -surface withdrawal and the specific time periods or conditions in which it will occur. The non -surface withdrawal
shall not commence until the E&SC plan authority has approved these items,
(b) The non -surface withdrawal has been reported as an anticipated bypass in accordance with Part III, Section C, Item (2)(c) and (d) of this permit,
(c) Dewatering discharges are treated with controls to minimize discharges of pollutants from stormwater that is removed from the sediment basin. Examples of appropriate controls include
properly sited, designed and maintained dewatering tanks, weir tanks, and filtration systems,
(d) Vegetated, upland areas of the sites or a properly designed stone pad is used to the extent feasible at the outlet of the dewatering treatment devices described in Item (c) above,
(e) Velocity dissipation devices such as check dams, sediment traps, and riprap are provided at the discharge points of all dewatering devices, and
(f) Sediment removed from the dewatering treatment devices described in Item (c) above is disposed of in a manner that does not cause deposition of sediment into waters of the United States.
:7,1►i1111
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION C: REPORTING
1. Occurrences that Must be Reported
Permittees shall report the following occurrences:
(a) Visible sediment deposition in a stream or wetland.
(b) Oil spills if:
■ They are 25 gallons or more,
• They are less than 25 gallons but cannot be cleaned up within 24 hours,
• They cause sheen on surface waters (regardless of volume), or
a They are within 100 feet of surface waters (regardless of volume).
(c) Releases of hazardous substances in excess of reportable quantities under Section 311
of the Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Section 102 of CERCLA
(Ref: 40 CFR 302.4) or G.S. 143-215.85.
(d) Anticipated bypasses and unanticipated bypasses.
(e) Noncompliance with the conditions of this permit that may endanger health or the
environment.
2. Reporting Timeframes and Other Requirements
After a permittee becomes aware of an occurrence that must be reported, he shall contact
the appropriate Division regional office within the timeframes and in accordance with the
other requirements listed below. Occurrences outside normal business hours may also be
reported to the Department's Environmental Emergency Center personnel at (800)
858-0368.
Occurrence
Reporting Ti frames [After Discovery) and Baer Requirements
(a) Visible sediment
a
Wft Wn 24 hours, an oral or electronic notification.
deposition in a
9
WMWo 7 calendar dap, a report that contains a description of the
stream or wetland
sediment and actions taken to address the cause of the deposition.
Division staff may waive the requirement for a written report on a
case -by -case basis.
■
If the stream is named on the NC 303(d) list as impaired for sediment -
related causes, the permittee may be required to perform additional
monitoring, inspections or apply more stringent practices if staff
determine that additional requirements are needed to assure compliance
with the federal or state impaired -waters conditions.
M 0711 spills and
■
Within 24 hours, an oral or electronic notification. The notification
release of
shall include information about the date, time, nature, volume and
hazardous
location of the spill or release.
substances per Item
IM-W above
(c) Anticipated
■
A report at lewt ten days before the date of the bypass, #poWbie.
bypasses [40 CFR
The report shall include an evaluation of the anticipated quality and
122.41(m)(3)]
effect of the bypass.
(d) Unanticipated
•
i (thin 24 hours, an oral or electronic notification.
bypasses [40 CFR
•
YWt fin 7cdendarrdays, a report that includes an evaluation of the
122.41(m)(3)]
quality and effect of the bypass.
(e) Noncompliance
a
Wthin 24 hours, an oral or electronic notification.
with the conditions
•
ffltN r 7 calendar d,, a report that contains a description of the
of this permit that
noncompliance, and its causes; the period of noncompliance,
may endanger
including exact dates and times, and if the noncompliance has not
health or the
been corrected, the anticipated time noncompliance is expected to
environmert[40
continue; and steps taken or planned to reduce, eliminate,, and
CFR 122.41(1)(7)]
prevent reoccurrence of the noncompliance. [40 CFR 122Al(I)(6).
e
Division staff may waive the requirement for a written report on a
case -by -case basis.
NCGO I SELF -INSPECTION, RECORDKEEPING AND REPORTING
NOR7H CAROLINA
r
T I Aftuaut
EFFECTIVE: 04/01/19
i r
US Army Corps
of Engineers
10-09-19
I���I
I
o
w
0
oCDz
o
W
H
C)
�
OU
rn
W �
U
�
W=
CD
0
�NJ�Z
�=
o
� C)
C)
U �
�
LULU
20
Q0o
Z00
0
0
m
}
m
m
o
J00
o
m
o
LLI
Z
c�
Z
Y
cna¢
wam�LU
W 2
Of Y
2
2E�
N Z
0
o�
U�o
Z W N
�
Z
�UQ
Wiz
W
7i
U U) C�
Z
C)
> � of
>
W
�Q
W
�U)
Ld
W
LL
�j =
2 Y
LU
o
z�
°wQ
0-
0Z
¢U&
fr-
o
o z
U
zo
�
QU)
_J Z
J
�
11
Q
Z }
J
N
0 J
(n
U LL 0
Y
Zz0)
w
0 Q Z
2
Z�-0-
U
U` Q� N
U)
< o `}`
w
m
a
oLU
°
z
LU
SHEET ID
UNCLASSIFIED//FOR OFFICIAL USE ONLY
LOWE ENGINEERS, LLC
REG. #: P-1582
CG503
CORRECTED FINAL - NOT FOR CONSTRUCTION

1
2
K3
4 I UNCLASSIFIEDHFORIOFFICIAL USE ONLY
7
n.
9 1 10
EROSION CONTROL NARRATIVE:
THE PURPOSE OF THIS LAND DISTURBANCE IS TO CONSTRUCT A MILITARY
OPERATIONS SUPPORT FACILITY. THE FACILITY WILL INCLUDE A 17,000 SQUARE
FOOT BUILDING, APPROXIMATELY 100 PARKING SPACES, AND STORMWATER
G QUALITY AND QUANTITY CONTROL MEASURES. EROSION CONTROL FOR THE
PROJECT WILL BE SEPARATED INTO THREE PHASES. THROUGHOUT EACH
PHASE, AND THEREFORE THE DURATION OF CONSTRUCTION, EROSION AND
SEDIMENT CONTROL DEVICES AND MEASURES WILL BE IMPLEMENTED AND
MAINTAINED ACCORDING TO THE EROSION AND SEDIMENT CONTROL PLAN TO
ENSURE THAT POLLUTANTS TO DOWNSTREAM WATERS WILL BE MINIMIZED TO
THE GREATEST POSSIBLE EXTENT.
F
E
I
IN
IV
n
STARTDATE OCT.
THIS SCHEDULE IS TO BE USED FOR PERMITTING PURPOSES ONLY. REFER
END DATE APR. 2021 TO APPROVED PROJECT SCHEDULE FOR EXACT CONSTRUCTION SEQUENCING.
DESCRIPTION
SEVEN DAY EC INSPECTION & LETTER
CLEARING, GRUBBING, GRADING
1,,,,,,11„■
■■■■
1„11„11„11„11„11„11„11„11„11„11„11„11„11„11„11„1
TEMPORARY -
111111111■■
1:01■01■01■01■01■01■01■■11■■11■■1=11■01■01■01111
MAINT. OF EROSION CONTROL DEVICES
1,,,,,,11„11„11„11„11„11„11„11„11„11„11„11„11„11„11„11„11„11„■
DISPOSITIONBUILDING
CONSTRUCTION
CLEARING OF STORM DRAINS
FINAL LANDSCAPING
. HARVESTING PERIOD
EROSION and SEDIMENTATION CONTROL PLAN PRELIMINARY REVIEW CHECKLIST
The following items shall be incorporated with respect to specific site conditions, in an erosion & sedimentation control plan:
NPDES Construction Stormwater General Permit NCG010000
Designation on the plans where the 7 or 14 day ground stabilization requirements apply per Section II.B.2 of the permit.
_ Design of basins with one acre or more of drainage area for surface withdrawal as per Section II.B.4 of the permit.
LOCATION INFORMATION
r _ Project location & labeled vicinity map (roads, streets, landmarks)
North arrow and scale
Identify River Basin.
Provide a copy of site located on applicable USGS quadrangle and
NRCS Soils maps if it is in a River Basin with Riparian Buffer
requirements.
GENERAL SITE FEATURES (Plan elements)
N1A Property lines & ownership ID for adjoining properties
Existing contours (topographic lines)
Proposed contours
Limits of disturbed area (provide acreage total, delineate limits,
and label). Be sure to include all access to measures, lots that will
be disturbed, and utilities that may extend offsite.
Planned and existing building locations and elevations
Planned & existing road locations & elevations, including
temporary access roads
r Lot and/or building numbers
Hydrogeologic features: rock outcrops, seeps, springs, wetland
and their limits, streams, lakes, ponds, dams, etc. (include all
required local or state buffer zones and any DWQ Riparian Buffer
determinations)
VA Easements and drainageways, particularly required for offsite
affected areas. Include copies of any recorded easements and/or
agreements with adjoining property owners.
Profiles of streets, utilities, ditch lines, etc.
N A Stockpiled topsoil or subsoil locations
N If the same person conducts the land -disturbing activity & any
related borrow or waste activity, the related borrow or waste
activity shall constitute part of the land -disturbing activity unless
the borrow or waste activity is regulated under the Mining Act of
1971, or is a landfill regulated by the Division of Waste
Management. If the land -disturbing activity and any related
borrow or waste activity are not conducted by the same person,
they shall be considered separate land -disturbing activities and
must be permitted either through the Sedimentation Pollution
Control Act as a one -use borrow site or through the Mining Act.
N/A Location and details associated with any onsite stone crushing or
other processing of material excavated. If the affected area
associated with excavation, processing, stockpiles and transport
of such materials will comprise 1 or more acres, and materials will
be leaving the development tract, a mining permit will be required.
NSA_ Required Army Corps 404 permit and Water Quality 401
certification (e.g. stream disturbances over 150 linear feet)
EROSION & SEDIMENT CONTROL MEASURES (on plan)
Legend (provide appropriate symbols for all measures and
reference them to the construction details)
Location of temporary measures
_ Location of permanent measures
_ Construction drawings and details for
temporary and permanent measures. Show measures to scale on
plan and include proposed contours where necessary. Ensure
design storage requirements are maintained through all phases of
construction.
Maintenance requirements for measures
Contact person responsible for maintenance
SITE DRAINAGE FEATURES
Existing and planned drainage patterns (include off -site areas that
drain through project and address temporary and permanent
conveyance of stormwater over graded slopes)
Method used to determine acreage of land being disturbed and
drainage areas to all proposed measures (e.g. delineation map)
Size, pipe material and location of culverts and sewers
Soil information: type, special characteristics
Soil information below culvert storm outlets
Name and classification of receiving water course or name of
municipal operator (only where stormwater discharges are to
occur)
STORMWATER CALCULATIONS
Pre -construction runoff calculations for each outlet from the site (at
peak discharge points). Be sure to provide all supporting data for
the computation methods used (rainfall data for required storm
events, time of concentration/storm duration, and runoff
coefficients).
Design calculations for peak discharges of runoff (including the
construction phase & the final runoff coefficients for the site)
Design calcs for culverts and storm sewers (include HW, TW and
outlet velocities)
N_/A Discharge and velocity calculations for open channel and ditch
flows (easement & rights -of -way)
/A Design calcs for cross sections and method of stabilization for
existing and planned channels (include temporary linings). Include
appropriate permissible velocity and/or shear stress data.
Design calcs and construction details for energy dissipaters below
culvert and storm sewer outlets (include stone/material specs &
apron dimensions). Avoid discharges on fill slopes.
Design calcs and dimension of sediment basins (note current
surface area and dewatering standards as well as diversion of
runoff to the basins). Be sure that all surface drains, including
ditches and berms, will have positive drainage to the basins.
VEGETATIVE STABILIZATION
Area & acreage to be stabilized with vegetation
_ Method of soil preparation
Seed type & rates (temporary & permanent)
Fertilizer type and rates
Mulch type and rates (include mulch anchoring methods)
NOTE: Plan should include provisions for groundcover in accordance with
NPDES Construction Stormwater General Permit NCG010000.
FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
Completed, signed & notarized FR/O Form
Accurate application fee payable to NCDEQ ($65.00 per acre
rounded up the next acre with no ceiling amount)
N/A Certificate of assumed name, if the owner is a partnership
N/A Name of Registered Agent (if applicable)
N/A Copy of the most current Deed for the site. Please make sure the
deed(s) and ownership information are consistent between the
plan sheets, local records and this form.
Provide latitude & longitude (in decimal degrees) at the project
entrance.
Two hard -copies of the plans (some regional offices require
additional plans or multiple sizes; please contact the regional
coordinator prior to such submittal.)
NOTE: For the Express Permitting Option, inquire at the local Regional
Office for availability. Express Reviews are performed by
appointment only.
NARRATIVE AND CONSTRUCTION SEQUENCE
Narrative describing the nature & purpose of the construction
activity.
Construction sequence related to erosion and sediment control
(including installation of critical measures prior to the initiation of
the land -disturbing activity & removal of measures after areas they
serve are permanently stabilized). Address all phases of
construction and necessary practices associated with temporary
stream bypasses and/or crossings.
N /A Bid specifications related only to erosion control
rev. 02222018
Practice Standards and Specifications
A graveled area or ad located at points where vehicles enter and leave a
Definition � p
construction site.
Purpose To provide a buffer area where vehicles can drop their mud and sediment to
avoid transporting it onto public roads, to control erosion from surface runoff,
and to help control dust.
Conditions Where Wherever traffic will be leaving a construction site and moving directly onto a
Practice Applies
public road or other paved off -site area. Construction plans should limit traffic
to properly constructed entrances.
Design Criteria Aggregate Size —Use 2-3 inch washed stone.
Dimensions of gravel pad —
Thickness: 6 inches minimum
Width: 12-feet minimum or full width at all points of the vehicular
entrance and exit area, whichever is greater
Length: 50-feet minimum
Location —Locate construction entrances and exits to limit sediment from
leaving the site and to provide for maximum utility by all construction vehicles
(Figure 6.06a). Avoid steep grades, and entrances at curves in public roads.
2-3 "
coarse aggregate
Figure 6.06a Gravel entrance/exit keeps sediment from leaving the construction site (modified from Va SWCC).
0
6.06.1
Washing —If conditions at the site are such that most of the mud and sediment
are not removed by vehicles traveling over the gravel, the tires should be
washed. Washing should be done on an area stabilized with crushed stone
that drains into a sediment trap or other suitable disposal area. A wash rack
may also be used to make washing more convenient and effective.
Construction 1. Clear the entrance and exit area of all vegetation, roots, and other
Specifications objectionable material and properly grade it.
2. Place the gravel to the specific grade and dimensions shown on the plans,
and smooth it.
3. Provide drainage to carry water to a sediment trap or other suitable
outlet.
4. Use geotextile fabrics because they improve stability of the foundation in
locations subject to seepage or high water table.
Maintenance Maintain the gravel pad in a condition to prevent mud or sediment from
leaving the construction site. This may require periodic topdressing with 2-
inch stone. After each rainfall, inspect any structure used to trap sediment
and clean it out as necessary. Immediately remove all objectionable materials
spilled, washed, or tracked onto public roadways.
References Runoff Conveyance Measures
6.30, Grass -lined Channels
Sediment Traps and Barriers
6.60, Temporary Sediment Trap
LOWE ENGINEERS, LLC
REG. #: P-1582
r r
US Army Corps
of Engineers
10-09-19
o
w
0
oCDz
o
w
0
_
U
00
rn
W 7
00
2
U -
<
C�
N
J
z
��
o
_
Q
ww
20
Q00
z0o
0
0
m
}
00
m
p
J00
IiT
o
m
o
LU
LLI
Z
U'
Z
Y
(n Q
Q�
W
Q
00
w V1
W 2
0_ Y
m
2
D 2
N Z
0 20
WU
=0q
-wQ
0
o�
U�o
Z W N
o'
z
uS U g
w � z
w
J
U � C�
Z
U �
� 0Z of
5;
W
�
� >
W
�j =
o�
2 Y
OLLO
o
oz
LLI
0-
Quo
o'
°
z
o
U
z0
�
o-
Q
_Jz
_
J
Z)
-8
w
I—
OZ
z
°6
O ~
L J
J
_�L
�z0)
o
OOZ
Z 0-
J
N
O
Q a-L
Z
m°
O
�o
U
O�
Z
LL
O
U)
w
SHEET ID
CG504
UNCLASSIFIED//FOR OFFICIAL USE ONLY
CORRECTED FINAL - NOT FOR CONSTRUCTION

1 I 2 I 3 I 4 I UNCLASSIFIEDHFORIOFFICIAL USE ONLY I 7 I 8 I 9 I 10
Practice Standards and Specifications
•
Practice Standards and Specifications Practice Standards and Specifications
G
F
E
JS
Definition Planting rapid -growing annual grasses, small grains, or legumes to provide
initial, temporary cover for erosion control on disturbed areas.
Purpose To temporarily stabilize denuded areas that will not be brought to final grade
for a period of more than 21 calendar days.
Temporary seeding controls runoff and erosion until permanent vegetation or
other erosion control measures can be established. In addition, it provides
residue for soil protection and seedbed preparation, and reduces problems of
mud and dust production from bare soil surfaces during construction.
Conditions Where On any cleared, unvegetated, or sparsely vegetated soil surface where
Practice Applies vegetative cover is needed for less than 1 year. Applications of this practice
include diversions, dams, temporary sediment basins, temporary road banks,
and topsoil stockpiles.
Planning Annual plants, which sprout and grow rapidly and survive for only one season,
Considerations are suitable for establishing initial or temporary vegetative cover. Temporary
seeding preserves the integrity of earthen sediment control structures such
as dikes, diversions, and the banks of dams and sediment basins. It can also
reduce the amount of maintenance associated with these devices. For example,
the frequency of sediment basin cleanouts will be reduced if watershed areas,
outside the active construction zone, are stabilized.
Proper seedbed preparation, selection of appropriate species, and use of quality
seed are as important in this Practice as in Practice 6.11, Permanent Seeding.
Failure to follow established guidelines and recommendations carefully may
result in an inadequate or short-lived stand of vegetation that will not control
erosion.
Temporary seeding provides protection for no more than 1 year, during which
time permanent stabilization should be initiated.
Specifications Complete grading before preparing seedbeds, and install all necessary erosion
control practices such as, dikes, waterways, and basins. Minimize steep slopes
because they make seedbed preparation difficult and increase the erosion
hazard. If soils become compacted during grading, loosen them to a depth of
6-8 inches using a ripper, harrow, or chisel plow.
SEEDBED PREPARATION
Good seedbed preparation is essential to successful plant establishment. A
good seedbed is well -pulverized, loose, and uniform. Where hydroseeding
methods are used, the surface may be left with a more irregular surface of
large clods and stones.
Liming —Apply lime according to soil test recommendations. Ifthe pH (acidity)
of the soil is not known, an application of ground agricultural limestone at the
P
Definition Controlling runoff and erosion on disturbed areas by establishing perennial
vegetative cover with seed.
Purpose To reduce erosion and decrease sediment yield from disturbed areas, to
permanently stabilize such areas in a manner that is economical, adapts to site
conditions, and allows selection of the most appropriate plant materials.
C Conditions Where Fine -graded areas on which permanent, long-lived vegetative cover is the
Practice Applies
most practical or most effective method of stabilizing the soil. Permanent
seeding may also be used on rough -graded areas that will not be brought to
final grade for a year or more.
Areas to be stabilized with permanent vegetation must be seeded or planted
within 15 working days or 90 calendar days after final grade is reached, unless
temporary stabilization is applied.
Introduction Duringthe initial phase ofall land disturbing projects, the protective layer, either
natural or man-made, is removed from the earth's surface. As the protective
layer is removed, the resulting bare areas are exposed to the natural forces
of rainfall, freezing, thawing, and wind. The result is soil erosion that leads
to sediment pollution of North Carolina streams, rivers, lakes, and estuaries.
This design manual presents many alternative strategies for preventing erosion
and reducing sediment loss during the construction process. Establishment
B of protective vegetative cover during the construction project, however, is
the crucial step in achieving soil stabilization, controlling soil erosion, and
preventing sedimentation ofwaterways. Without a sufficient amount ofroot mat
and leaf cover to protect and hold the soil in place, large volumes of soil will be
lost and waterways will be degraded long afterprojects are considered complete.
Sections of this practice standard address many of these various situations
and set forth selection criteria for the appropriate cover based on purpose and
adaptability. Some sediment and erosion control practices recommended in
earlier editions of the manual may no longer be applicable. For example, many
popular and commonly used seed and plant varieties have been identified as
invasive. Invasive plants are defined as species that aggressively compete
with, and displace, locally adapted native plant communities. In select cases
where no practical alternative is available, these plants may be considered on
a limited basis for soil stabilization, understanding that the goal is to eliminate
the use of all invasive plants in favor of non-invasive native and/or introduced
A species that will provide an equally acceptable vegetative cover. Where there is
no alternative to the use of invasive species, measures need to be incorporated
in the installation and maintenance of these plants to limit their impacts.
rate of 1 to 1 1/2 tons/acre on coarse -textured soils and 2-3 tons/acre on fine -
textured soils is usually sufficient. Apply limestone uniformly and incorporate
into the top 4-6 inches of soil. Soils with a pH of 6 or higher need not be
limed.
Fertilizer —Base application rates on soil tests. When these are not possible,
apply a 10-10-10 grade fertilizer at 700-1,000 lb/acre. Both fertilizer and lime
should be incorporated into the top 4-6 inches of soil. If a hydraulic seeder is
used, do not mix seed and fertilizer more than 30 minutes before application.
Surface roughening —If recent tillage operations have resulted in a loose
surface, additional roughening may not be required, except to break up large
clods. If rainfall causes the surface to become sealed or crusted, loosen it
just prior to seeding by disking, raking, harrowing, or other suitable methods.
Groove or furrow slopes steeper than 3:1 on the contour before seeding
(Practice 6.03, Surface Roughening).
PLANT SELECTION
Select an appropriate species or species mixture from Table 6.1Oa for seeding
in late winter and early spring, Table 6.1Ob for summer, and Table 6.1 Oc for
fall.
In the Mountains, December and January seedings have poor chances of
success. When it is necessary to plant at these times, use recommendations
for fall and a securely tacked mulch.
SEEDING
Evenly apply seed using a cyclone seeder (broadcast), drill, cultipacker seeder,
or hydroseeder. Use seeding rates given in Tables 6.1Oa-6.1Oc. Broadcast
seeding and hydroseeding are appropriate for steep slopes where equipment
cannot be driven. Hand broadcasting is not recommended because of the
difficulty in achieving a uniform distribution.
Small grains should be planted no more than 1 inch deep, and grasses and
legumes no more than 1/2 inch. Broadcast seed must be covered by raking
or chain dragging, and then lightly firmed with a roller or cultipacker.
Hydroseeded mixtures should include a wood fiber (cellulose) mulch.
MULCHING
The use of an appropriate mulch will help ensure establishment under normal
conditions, and is essential to seeding success under harsh site conditions
(Practice 6.14, Mulching). Harsh site conditions include:
• seeding in fall for winter cover (wood fiber mulches are not considered
adequate for this use),
• slopes steeper than 3: 1,
• excessively hot or dry weather,
• adverse soils (shallow, rocky, or high in clay or sand), and
• areas receiving concentrated flow.
If the area to be mulched is subject to concentrated waterflow, as in channels,
anchor mulch with netting (Practice 6.14, Mulching).
It is imperative that disturbed soils be totally protected from erosion and sediment
loss during construction and before a project is considered complete and
acceptable. Installing appropriate vegetation in an immediate and timely fashion
is the optimal means of achieving this stabilization. Vegetative specifications
for most exposed soil conditions across North Carolina are provided in this
section of the manual. It should be noted however, that no two sites in the State
are exactly alike; therefore the protective vegetative cover for individual sites
should be carefully selected. Each requires its own investigation, analysis,
design and vegetative prescription as set forth in this section of the manual.
This practice standard describes three stages of vegetative cover; immediate,
primary and long term. Effective and acceptable stabilization can be provided
only when the optimum combination of immediate, primary, and long term
vegetative practices are applied.
The vegetative measures presented in this chapter include application of seed,
sod and sprigs. Use of field and container grown plants are not addressed
in this manual. Planting of these types of vegetation is typically at spacing
and intervals that will not provide the required protective cover. However,
the design professional is encouraged to utilize these larger plants to
compliment the required protective cover, particularly where these types of
plants will provide seed for continued long term cover and wildlife habitat.
PLANNING CONSIDERATIONS
SOILS
Test and analyze the type(s) and quality of the existing soils on a site, their pH
ranges, and their nutrient levels. Taking soil samples from the different areas
of the project site and having them tested at a state or independent lab will
provide a baseline for determining the pH modifiers and additional nutrients
required for the selected plant varieties.
Disturbed conditions on a site may produce a variety of soil communities.
Nutrient and pH levels in deeply cut soils will be quite different from those
soils found on the original surface. When sites are highly disturbed through
mechanical means such as grading, the soils become mixed together in many
different ratios. These areas should be identified and tested.
Results from soil tests will usually include recommended application rates of
soil modifiers such as lime and fertilizer for the selected plant species in the
particular soils. Application rates will be itemized in the report.
The texture of the soil on a site, which is the proportion of sand, silt, and clay
in the soil, is an important physical indicator of the site's ability to support
vegetation. In heavy clay soils amendments may be necessary to provide an
adequately drained planting medium. Conversely, in extremely sandy soils,
amendments may be required to provide for moisture and nutrient retention.
Maintenance Reseed and mulch areas where seedling emergence is poor, or where erosion
occurs, as soon as possible. Do not mow. Protect from traffic as much as
possible.
References Site Preparation
6.03, Surface Roughening
6.04, Topsoiling
Surface Stabilization
6.11, Permanent Seeding
6.14, Mulching
Table 6.10a
Temporary Seeding
Recommendations for Late
Winter and Early Spring
Appendix
8.02, Vegetation Tables
Seeding mixture
Species Rate (lb/acre)
Rye (grain) 120
Annual lespedeza (Kobe in
Piedmont and Coastal Plain,
Korean in Mountains) 50
Omit annual lespedeza when duration of temporary cover is not to
extend beyond June.
Seeding dates
Mountains —Above 2500 feet: Feb. 15 - May 15
Below 2500 feet: Feb. 1- May 1
Piedmont —Jan. 1 - May 1
Coastal Plain —Dec. 1 -Apr. 15
Soil amendments
Follow recommendations of soil tests or apply 2,000 Ib/acre ground
agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting,
or a mulch anchoring tool. A disk with blades set nearly straight can be
used as a mulch anchoring tool.
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and mulch
immediately following erosion or other damage.
Soil tests will indicate the texture of the given soil but will not
provide recommendations for amendments that will improve the soil
texture. Generally, the addition of organic materials will improve the
porosity of heavy clay soils and improve the water holding capacity of
extremely sandy soils. On sites where these different soil conditions
exist, it is recommended that a design professional with experience in
soil modification be employed to recommend the proper amendments.
For more information visit the NCDA Agronomic Services Soil Testing web
page http://www.agr.state.nc.us/agronomic/sthome.htm
SOIL PREPARATION
Proper soil preparation is necessary for successful seed germination and root
establishment. It is also necessary for establishment of rooted sprigs, sod and
wood plants. Heavily compacted soils prevent air, nutrients and moisture
woody Y p
from reaching roots thereby retarding or preventing plant growth. The success
of site stabilization and reduction of future maintenance are dependent on an
adequately prepared soil bed. Following are the requirements for preparation
of areas to be vegetated by grassing, sprigging, sodding, and/or planting of
woody plants:
General Requirements:
• Preparation for primary/permanent stabilization shall not begin until all
construction and utility work within the preparation area is complete.
However, it may be necessary to prepare for nurse crops prior to
completion of construction and installation of utilities.
• A North Carolina Department of Agriculture Soils Test (or equal) shall
be obtained for all areas to be seeded, sprigged, sodded or planted.
Recommended fertilizer and pH adjusting products shall be incorporated
into the prepared areas and backfill material per the test.
• All areas to be seeded or planted shall be tilled or ripped to a depth specified
on the approved plans, construction sequence and/or construction bid
list. Ripping consists of creating fissures in a criss-cross pattern over
the entire surface area, utilizing an implement that will not glaze the side
walls of the fissures. Site preparation that does not comply with these
documents shall not be acceptable. The depth of soil preparation may
be established as a range based on the approval of the reviewing state or
local agency. Once tilled or ripped according to the approved plan, all
areas are to be returned to the approved final grade. pH modifiers and/or
other soil amendments specified in the soil tests can be added during the
soil preparation procedure or as described below.
• All stones larger than three (3) inches on any side, sticks, roots, and other
extraneous materials that surface during the bed preparation shall be
removed.
Table 6.10b
Temporary Seeding
Recommendations for
Summer
Table 6.10c
Temporary Seeding
Recommendations for Fall
Seeding mixture
Species
German millet
Rate (Ib/acre)
40
In the Piedmont and Mountains, a small -stemmed Sudangrass may be
substituted at a rate of 50 lb/acre.
Seeding dates
Mountains —May 15 -Aug. 15
Piedmont —May 1 -Aug. 15
Coastal Plain —Apr. 15 -Aug. 15
Soil amendments
Follow recommendations of soil tests or apply 2,000 lb/acre ground
agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 Ib/acre straw. Anchor straw by tacking with asphalt, netting,
or a mulch anchoring tool. A disk with blades set nearly straight can be
used as a mulch anchoring tool.
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and mulch
immediately following erosion or other damage.
Seeding mixture
Species Rate (lb/acre)
Rye (grain) 120
Seeding dates
Mountains —Aug. 15 - Dec. 15
Coastal Plain and Piedmont —Aug. 15 - Dec. 30
Soil amendments
Follow soil tests or apply 2,000 lb/acre ground agricultural limestone
and 1,000 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting,
or a mulch anchoring tool. A disk with blades set nearly straight can he
used as a mulch anchoring tool.
Maintenance
Repair and refertilize damaged areas immediately. Topdress with 50
lb/acre of nitrogen in March. If it is necessary to extent temporary
cover beyond June 15, overseed with 50 lb/acre Kobe (Piedmont and
Coastal Plain) or Korean (Mountains) lespedeza in late February or
early March.
Areas to be Seeded:
• Till or disc the prepared areas to be seeded to a minimum depth of four
(4) inches. Remove stones larger than three (3) inches on any side, sticks,
roots and other extraneous materials that surface. If not incorporated
during the soil preparation process, add pH modifier and fertilizers at the
rate specified in the soil test report.
• Re -compact the area utilizing a cultipacker roller. The finished grade shall
be a smooth even soil surface with a loose, uniformly fine texture. All
ridges and depressions shall be removed and filled to provide the approved
surface drainage. Seeding of graded areas is to be done immediately after
finished grades are obtained and seedbed preparation is completed.
Areas to be Sprigged, Sodded, and/or Planted:
• At the time of planting till or disc the prepared areas to a depth of four (4)
to six (6) inches below the approved finished grade. Remove all stones
larger than three (3) inches on any side, sticks, roots and other extraneous
materials that surface. If not incorporated in the ripping process, add pH
modifier, fertilizer, and other recommended soil amendments.
• Re -compact the area utilizing a cultipacker roller and prepare final grades
as described above. Install sprigs, sod and plants as directed immediately
after fine grading is complete. Mulch, mat and/or tack as specified.
VEGETATION
Availability of seed and plant materials is an important consideration of
any construction stabilization effort. Throughout North Carolina, climate,
economics, construction schedule delays and accelerations, and other factors
present difficult challenges in specifying the different vegetation needed for
site stabilization. To help resolve this issue, vegetative stabilization requires
consideration in three categories:
■ Immediate Stabilization — nurse crop varieties (Note: temporary mulching
may be utilized for immediate stabilization if outlined on the approved
plans and construction sequence.)
■ Primary Stabilization — plant varieties providing cover up to 3 years with
a specified maintenance program
■ Long Term Stabilization — plant varieties providing protective cover with
maintenance levels selected by the owner
An adequate job in one of these areas does not guarantee success in the later
phases. Horticultural maintenance must be included in the plans.
Immediate vegetative cover will always require additional fertilization, soil
amendments, soil tests, overseeding and/or other horticultural maintenance
until primary vegetative cover is established.
i 1
US Army Corps
of Engineers
10-09-19
I���II
o
w
0
�CDz
OU
w
0
U
0�
00
0-)H
W 7
2<
U
W
U
�N�NZ
co o
OU
(fl
S2
_
U)�
U �
Q
ww
20
¢C0
Z00
0
0
m
}
m
m
o
JC0
��
o
m
o
LLI
Z
Z
Y
t
(n Q
Q
W
Q
00
W V1
W
0 Y
2
D
N Z
cn<
0
o�
(.0�
U=o
Z W N
� _
Cn
Er_z
uS (n g
w z_
W
7i
U (nC�
Z
U0
>Z of
0>
W
irQ
w
U) U)
Ld
W
w
�j =
E
2 Y
OU_O
O
U)
Z G_
W W Q
0Oz
¢�0
o'
O
O Z_
U
?O
�
<
Q
�z
g
J
�
N
U7
w
Oz
z
06
O ~
0 J
J
=wL
�zM
Lu
OOZ
Z�w
J
O� CV
�O w
Z
m ,L
O
�O
U
OU)
Z
w
O_
0
O
u1
SHEET ID
LOWE ENGINEERS, LLC
REG. #: P-1582
CG505
UNCLASSIFIED//FOR OFFICIAL USE ONLY CORRECTED FINAL - NOT FOR CONSTRUCTION

1
2
Practice Standards and Specifications
3 4 UNCLASSIFIEDHFORIOFFICIAL USE ONLY I 7
10
Where provisions are made for regular maintenance, primary vegetative
cover may be the end result. An example of primary vegetative cover being
acceptable as an end use would be lawns in residential and commercial
developments that are established, monitored and complimented with regular
G and approved horticultural maintenance practices. (See Example 6.11.a.)
In projects where continual maintenance will not be provided or scheduled
following the primary stabilization of a project, long-term stabilization will
be necessary. Maintenance of initial and long-term stabilization can cease
only after the long-term cover has established and hardened to local climatic
conditions. Maintenance of long-term vegetation must be included in the
project construction sequence and on the approved plans. Examples of
areas suitable for long term vegetation include roadsides, reforestation areas,
restored flood plains, restored riparian areas, phased closing of landfills, and
mining reclamations.
Complete stabilization requires using at least two, and most times, all three
vegetative phases. The design professional must clearly communicate this point
in their specifications, construction sequence, and in direct communications
to owners and installers. The charts in tables 6.1 La through 6.1 Ld provide
information to assist the design professional in this task. The tables are not
F inclusive and are presented only as alternatives. The professional is expected
and required to provide design and specifications that combine the information
in the manual with knowledge of the particular sites and their constraints.
pH AND NUTRIENT AMENDMENTS
Determining the nutrients that enable seed and container plants to grow,
flourish, and become established after planting are critical elements of the
design and stabilization process. The soils tests previously described will
provide a recipe for amendments based on particular plants and particular
soils. The test results will recommend the amounts of base elements (nitrogen,
phosphorous, potassium), pH modifiers and other trace elements that should to
be added to the soil for selected species of seeds and plants.
The acid/base characteristic of the soil is a primary component of soil fertility.
If the soil acidity is not in the proper range, other nutrients will be ineffective,
resulting in less productive plant growth. Most plants grow best in a pH range
of 6.5 — 7.0 (slightly acidic to neutral). The soil tests will recommend the
( � Y )
E specific amendments and application rates required to achieve this range.
These amendments must be incorporated into the soil (not applied on the
surface) to be effective. (See the General Requirements for soil preparation
specifications and timing for incorporation of soil amendments.)
The base elements are easily found in bulk quantities. Lime can also be
obtained in large quantities. They all must be thoroughly incorporated into
the soil through appropriate mechanical means. Ground surface applications
without proper soil mixing will result in poor results.
In addition to the base fertilizers, other trace elements are needed to produce
healthy and vigorous growth. These include but may not be limited to sulfur,
manganese, zinc, boron, chlorine and molybdenum. If not already included
with bulk mixes of the base elements, they can be obtained from commercial
suppliers.
I Practice Standards and Specifications
D
Native Seed and Plant Selection for Stabilization of Wetlands, Riparian
Areas, and Floodplains
Upon the completion of the land disturbing activity, vegetative cover must
be established on all areas not stabilized by other means. If work in these
areas stops for more than 15 working days, temporary vegetative cover and/
or matting must be applied to all disturbed areas. The goal is to protect these
areas from erosion and to prevent sedimentation of adjacent streams, wetlands,
lakes, and other water bodies.
Planning considerations for wetlands, riparian areas and floodplains will
require additional research, detail and specifications. Native grasses are
usually required as a condition of a 401 Water Quality Certification or a trout
buffer variance.
Native vegetative species are plant species that naturally occur in the region in
C which they evolved. These plants are adapted to local soil types and climatic
variations. Because most native
species do not germinate and establish as
p
readily as some introduced species, it is necessary to provide a non-native
nurse crop or matting to stabilize the soil until the native crop can become
established as the dominant cover. Once established, the native plants will
produce an extensive root structure that, if properly maintained, will stabilize
soils and reduce erosive forces of rainfall and overland stormwater flow. Many
of these plants also possess characteristics that, when established, allow them
not only to survive, but also to thrive under local conditions.
Seeding a mixture of perennial native grasses, rushes, and sedges is a way
to establish permanent ground cover within wetlands, riparian areas and
floodplains. The use of propagated plants is another method of reestablishing
natives in these environments. Selecting a seed mixture and/or propagated
plants of different species with complimentary characteristics will provide
vegetation to fill select niches on sites with varying physical conditions.
The design professional should note that because most native species do not
B germinate and establish as readily as some introduced species, it is necessary
to provide a non-native nurse crop or matting to stabilize the soil until the
native crop can become established as the dominant cover. For additional
information about acceptable nurse crop varieties, consult the planting list in
Appendix 8.02, local seed and plant suppliers, the North Carolina Cooperative
Extension Service or a qualified design professional to assure the proper
selection and plant mix.
•
Practice Standards and Specifications
Provisions for soils test during and/or after initial grading is complete shall
be included on the approved plan, in the approved construction sequence, and
on the bid item list utilized for the project. If you did not obtain a soil test:
Follow these recommendations for all grasses except centipedegrass.
1. Apply 75 pounds of ground limestone per 1,000 sq. ft.
2. Apply a starter type fertilizer (one that is high in phosphorus) based on the
type of grass and planting method. Fertilizer bags have a three -number system
indicating the primary nutrients, such as 8-8-8 or 5-10-10. These numbers
denote the N-P-K ratio —the percentage of each nutrient in a fertilizer. The
percentages are always noted in the following order:
N Nitrogen for green color and growth.
P205 Phosphorus for good establishment and rooting.
K20 Potassium to enhance pest and environmental stress tolerance.
Some common examples of starter type fertilizers required for a 1,000 sq.
ft. area include 40 pounds of 5-10-10, 20 pounds of 10-20-20, or 16 pounds
of 18-24-6. For sandy soils, typical to coastal plain and sandhills of North
Carolina, fertilizer rates should be increased by 20 percent.
Where available, it is recommended that the design professional specify
organic compounds that meet the fertilization requirements, pH and other
element requirements. Initial studies have indicated that these compounds
have a more positive effect on the environment than some of the synthetic
compounds used to manufacture inorganic fertilizers. These materials are
readily available in the commercial trade as well as found in recycled yard
waste debris, sewerage sludge, lime -stabilized sludge and animal manures.
Materials proposed for use must be industry certified and/or privately tested
and certified to be acceptable for proposed areas of use and application prior
to approval.
MULCHES AND TACKING AGENTS
Mulches and tacking agents may be required or necessary to protect a seedbed's
disturbed surface until the seed can germinate and provide the required
protection from erosion. Selection of the materials used in this application
should be based on their ability to hold moisture in the soil, as well as protect
exposed soil from rainfall, storm water runoff, and wind. The availability of
the selected material and the means to apply it are critical factors to consider
when planning for the stabilization of an disturbed area. The mulch must
p g Y
cover a minimum of eighty (80) percent of the soil surface and must be secured
by a tacking agent, crimping, or protective biodegradable netting. Netting that
incorporates plastic mesh and/or plastic twine should not be used in wetlands,
riparian buffers or floodplains due to the potential of small animal mortality.
See Section 6.14 for detailed specifications and product applications.
SOIL BLANKETS
Soil blankets can be an acceptable and effective method of temporary sediment
and erosion control in lieu of nurse crops. See Section 6.17 of the manual for
descriptions of this product and how it can be used in conjunction with this
section. In absence of mulches and tracking agents other means of protection
may be necessary and required.
PROTECTIVE MATTING
Protective matting consists of an impervious cover secured to the soil surface
in lieu of vegetative cover. It is used to protect and stabilize the surface where
the process of seeding or planting forms of vegetation may cause more erosion
and off -site sedimentation than application of the mat. It is also used where a
disturbed area is intended to lay fallow for a period of time before additional
construction or land disturbance takes place. If a pervious matting is selected,
a combination of vegetation and matting is required. Seeds can be applied
prior to installation of the matting only after proper seedbed preparation
has been provided. Also, live stakes, dormant sprigs, and other vegetation
forms can be inserted in the pervious matting once it has been installed. Pre -
seeded pervious matting may be used for quicker root establishment and
stabilization only if certified dating and germination guarantees are provided.
The reviewing agency must approve all pre -seeded matting on site prior to
installation. Matting that incorporates plastic mesh and/or plastic twine should
not be used in wetlands, riparian buffers or floodplains due to the potential
of small animal mortality. See Section 6.17 for detailed specifications and
recommended product applications.
STABILIZATION IN WETLANDS, RIPARIAN BUFFERS, AND
FLOODPLAINS
Land disturbing activity involving streams, wetlands or other waterbodies
may also require permitting by the U.S. Army Corps of Engineers or the N.C.
Division of Water Quality. Approval of an erosion and sedimentation control
plan is conditioned upon the applicant's compliance with federal and State
water quality laws, regulations, and rules. Additionally, a draft plan should be
disapproved if implementation of the plan would result in a violation of rules
adopted by the Environmental Management Commission to protect riparian
buffers along surface waters. Care should be taken in selecting vegetative
stabilization of wetlands and riparian buffers to comply with permitting
requirements of other agencies, as well as provide adequate ground cover.
Planning Considerations for Land Disturbing Activities Within Wetland,
Riparian, and Floodplain Areas
Wetlands, riparian areas, floodplains, and/or terrestrial areas between streams
and uplands, serve to buffer surface water and provide habitat for aquatic and
P p
terrestrial flora and fauna. When cleared and disturbed, these sensitive areas
are difficult to protect. Because of their proximity to water courses, relatively
high ground water tables, and flooding potential, detailed analysis and design
is necessary to determine the appropriate erosion control measures during
construction. Determining the appropriate and most expeditious means of
permanent vegetative stabilization in these areas requires equally detailed
analysis and design. The following considerations for erosion control and
stabilization should be taken into account during the design phase of the land
disturbing project where sensitive areas are involved:
• Obtain soil tests to determine the soil type, pH, texture and available
nutrients.
• Based on the soil tests provide a schedule of nutrients and other soil
amendments that will be required.
Practice Standards and Specifications
•
Permanent native seed species within the seed mixture should be selected
based on natural occurrence of each species in the project site area. Climate,
soils, topography, and aspect are major factors affecting the suitability ofplants
for a particular site and these factors vary widely across North Carolina, with
the most significant contrasts occurring among the three major physiographic
regions of the state — Mountains, Piedmont, and Coastal Plain. Sub -regions
of the state should also be considered. For example, the Triassic Basin in the
Piedmont region may have characteristics that call for special soil treatment,
limited plant selection, and special maintenance. Even within the riparian
area, there may be need for different species depending on site conditions
(i.e., dry sandy alluvial floodplains with wet pockets). Therefore, thoughtful
planning is required when selecting species for individual sites in order to
maximize successful vegetation establishment.
Native seed and plant species are included on the plant list in Appendix 8.02
of this manual.
The design professional should note that regardless of the benefits and
advantages of native seeds and plants, there are potential issues if proper
planning, installation and maintenance do not occur. These may include:
• Potential for erosion or washout during the establishment stage;
• Seasonal limitation on suitable seeding dates and availability of seed and
plants;
• Adaptability of species at specific sites;
• Availability of water and appropriate temperatures during germination
and early growth; and
• Lack of maintenance to control invasive plants and undesirable
competition.
PLANTING
• Seed — Prepare the seed bed as described above in soil preparation. Apply
seed at rates specified on the plans, and/or as recommended in Tables
6.11a-c of this manual, with a cyclone seeder, prop type spreader, drill,
or hydroseeder on and/or into the prepared bed. Incorporate the seed
into the seed bed as specified. Provide finished grades as specified on
the approved plan and carefully culti-pack the seedbed as terrain allows.
If terrain does not allow for the use of a cultipacker, the approved plans
and construction sequence must provide an alternative method of lightly
compacting the soil. Mulch immediately.
• Sprigs and Sod — Install onto the prepared seed bed per the most current
guidance in Carolina Lawns, NCSU Extension Bulletin AG-69, or Practice
6.12 Sodding.
• Woody plants (liners, container, B&B) — These materials are typically
used to complement an herbaceous protective cover. They eventually
are major components of long-term, permanent stabilization and should
be chosen and planned in conjunction with immediate and long-term
maintenance. The plants should be selected and specified by the design
professional for each individual project. See Practice 6.13 Trees, Shrubs,
Vines, and Ground Covers.
MAINTENANCE
The absence of or an incomplete landscape management specification and/
or complete maintenance schedule shall constitute grounds for disapproval of
the plans. Proper maintenance is critical for the continued stabilization once
vegetative cover is established. Although maintenance strategies for different
sites may be similar, no two construction sites in North Carolina have been
or will be able to be controlled or protected in identical ways. Variations in
climate, topography, soils, available moisture, size and many other conditions
will dictate the maintenance methodology to be used. A detailed schedule of
maintenance will be required on the plans. This schedule will illustrate how
the initial planting will be maintained to assure immediate, short term and
permanent protection. The schedule will address topics such as appropriate
irrigation of plants during the early establishment phase, drought conditions,
excessive rainfall, mulch replacement, supplemental seeding, supplemental
soils tests, application of nutrients and amendments, control of competitive
and invasive species, disease and insect control, and corrective maintenance,
measures to address failure of vegetation to become established. Contractual
responsibility for maintenance after initial establishment of vegetative cover
will be provided on the plans, in the construction sequence and on the bid list
for the project. Maintenance bonds and/or warranty guarantee may be required
of the responsible party, especially for areas in or adjacent to environmentally
sensitive sites such as wetlands, riparian buffers, floodplains, and waters of
the State. See Example 6.11a for a sample maintenance specification and a
minimum maintenance check list that shall be provided on all plans.
RECOMMENDED BID LIST
(These items should be itemized on documents utilized to obtain pricing for
planting pertaining to vegetative stabilization of land disturbing projects in
North Carolina.)
• Soil test prior to grading (price per each test).
• Soil test during grading operations (price per each test).
• Soil test at completion of grading and/or prior to seeding, sprigging,
sodding and application of fertilizer, lime, and other soil amendments
(price per each test).
• Ripping/subsoiling to a depth of six (6) inches. (Provide an alternate for
ripping to a depth greater than six (6) inches.) (price per acre)
• Tilling/discing ripped area to a depth of four (4) inches and re -compacting
with a cultipacker roller (include in seeding price).
• Select a seeding mix of non-invasive species that will provide immediate
stabilization (a short-term environment that will support and compliment
permanent vegetative stabilization) and include a selective native
species mix that will eventually provide a permanent cover (a long-term
environment that, with minimal maintenance, will provide adequate root
and leaf cover).
• Invasive species are to be avoided. If native species and introduced non-
invasive seed sources are not available, protective matting that will hold
and foster the development of native cover from adjacent seed sources
should be used. Continuous maintenance must be employed until the
selected species have matured and are no longer susceptible to competition
from invasive plants. If no alternative to the use of invasive seeds and
plants is available, invasives approved on the plans may be utilized only
with strict containment measures outlined in detail on the plans, in the
construction sequence and in the maintenance specifications.
• Aquickly germinating nurse crop ofnon-invasive, non-competitive annual
grass species can be used along with native seeding and/or matting. These
temporary systems should be planted at minimal density so that they do
not inhibit the growth and establishment of the permanent, native species.
(See the plant chart in Table 6.1 La for recommended native and nurse
crop species.)
• Seedbed preparation is key to successful establishment of seeds. Particular
care should be taken, however, when working in wetlands, riparian areas,
or floodplains due to their sensitive nature. Careful consideration should
be given to the types and placement of large equipment working in these
areas. This process must be outlined in detail on the plan's construction
sequence.
• Installation techniques vary and should be planned for accordingly.
• A maintenance plan must be established for optimal plant establishment,
submitted with the plans and included in the bid list for the project.
Like all construction sites, wetlands, riparian areas, and floodplains will vary
widely in physical makeup across North Carolina. Different conditions will
dictate specific treatment, design and plant selection within the Mountains,
Piedmont, and Coastal Plain regions. Soil tests, seedbed preparation,
mulching, matting, and maintenance will be critical for successful vegetative
establishment and long-term protection of these environmentally sensitive
areas. Unavoidable impacts to these areas during land disturbing activities
need to be addressed in detail on the plan sheets and construction sequence.
• Seeding (price per square foot).
• Mulching (price per square foot).
• Repair seeding (price per square foot).
• Repair mulching (price per square foot).
• Matting (price per square yard).
• Watering (price per thousand gallons).
• Mowing (price per square foot).
SEEDING RECOMMENDATIONS
The following tables list herbaceous plants recommended for use as nurse
crops for immediate stabilization and primary crops for initial and long-term
stabilization. Nurse crops are expected to develop in two to five weeks and,
with adequate maintenance, be an effective method of soil stabilization for
a period of six months to one year. Nurse crops are not effective as primary
long-term cover, however if properly maintained they can be an adequate
cover and protection for the development of primary crops.
The goal for a primary crop is for it to develop over a three-week to one-year
period and be effective up to three years with a well-defined maintenance
program. The long-term goal for a primary crop is the initial step toward
a sustainable protective cover without the need of maintenance. Where the
primary crop is intended for a managed lawn and landscape aesthetics, the
effective period can be extended by a more intense maintenance program.
Where native species are utilized and become established during the planned
maintenance program, a permanent cover that will support future succession
species should exist and require little or no additional maintenance or
management.
In uses of both nurse and primary crops, the development periods listed on the
tables are optimal based on normal climatic conditions for the planting dates
listed. The sediment and erosion control maintenance program must recognize
that optimum temperatures and rainfall are the exception rather than the rule.
The design professional needs to provide flexibility in the stabilization plan
to address the potential ranges of temperature and moisture conditions we
experience in North Carolina.
Information is provided for seeding rates, optimum planting dates in the state's
three regions, sun and shade tolerance, invasive characteristics, compatibility
in wetlands and riparian buffers, and installation maintenance considerations.
By going through the lists the design professional can select the nurse and
primary seed varieties and maintenance characteristics they feel are best suited
for their site conditions, vegetation management expertise and maintenance
capabilities.
To use the information in the seeding charts the plan preparer must:
• Determine what nurse crop best fits their site, soil conditions, and
permanent seed mix.
• Obtain soil tests for all areas to be seeded.
• Know the site's region: mountains, piedmont, or coastal plain.
• Know if the areas to be seeded are sunny, part shade, or full shade.
• Know if the areas are well or poorly drained.
• Know if wetlands or riparian buffers are included in the areas to be
seeded. Rev. 5/08
• Know if a chosen crop is invasive and if so, what potential impacts it will
have on the site and adjacent properties.
With this knowledge the plan preparation may proceed utilizing the charts
provided to provide the several seed mixes that vKi WEa��WEE qR#icl_LC
different areas requiring stabilization. REG. #: P-1582
i 1
US Army Corps
of Engineers
10-09-19
O
w
0
�CDz
OU
w
0
H
U
00
M
w 7
2<
U
wc�
U
�NJ�Z
OU
S2 o
_
U)�
U �
Q
ww
20
Qao
Z00
0
0
co}
m
m
p
JC0
1-
0
m
0
Z
(D
Z
Y
i5<<
LU<M­3Lu
w h
o Y
2
2i
D 2i
N Z
0 =0
cnU
=
CUD) H
co<
0
o�
��
Uo
Z w N
� _
�
z
CO U) g
w z
w
7
UU)3
Z
U�
UJZO
O
W
w >
W
�j =
2 Y
U_O
z�
OwQ
00Z
¢��
O
O z
U
z O
}
Q�2
2F
J
-8
co
U)
w
Oz
z
06
O ~
L J
J
=11L
0� Z M
LU
OOZ
Z�w
J
D_' CV
�O w
Z
m ,_
O
�O
U
OU)
Z
w
O
0
O
0�
w
SHEET ID
CG506
UNCLASSIFIED//FOR OFFICIAL USE ONLY
CORRECTED FINAL - NOT FOR CONSTRUCTION

UNCLASSIFIED//FOR OFFICIAL USE ONLY
UNCLASSIFIED//FOR OFFICIAL USE ONLY CORRECTED FINAL - NOT FOR CONSTRUCTION

1
2
3 4 UNCLASSIFIEDHFORIOFFICIAL USE ONLY I 7
10
G
F
E
Practice Standards and Specifications
Table 6.11.d
Seed Mixes for Native Species (Ibs/ac)
When Mixed with 3, 4, or 5 Other Native Species
(See Table 6.11.a for nurse crop species to be added to these mixes)
3 Other
(total 4 species)
4 Other
(total 5 species)
5 Other
(total 6 species)
Switch Grasses (A)
3.5 lbs.
3.0 lbs.
2.5 lbs.
Indian Grasses (B)
7.0 lbs.
6.0 lbs.
5.0 lbs.
Deertongue (C)
6.0 lbs.
5.0 lbs.
4.0 lbs.
Big Bluestem (D)
7.0 lbs.
6.0 lbs.
5.0 lbs.
Little Bluestem (E)
7.0 lbs.
6.0 lbs.
5.0 lbs.
Sweet Woodreed (F)
2.5 lbs.
2.0 lbs.
1.5 lbs.
Rice Cutgrass (G)
6.0 lbs.
5.0 lbs.
4.0 lbs.
Indian Woodoats (H)
2.5 lbs.
2.0 lbs.
1.5 lbs.
Virginia Wild Rye (1)
6.0 lbs.
5.0 lbs.
4.0 lbs.
Eastern Bottlebrush Grass (J)
2.5 lbs.
2.0 lbs.
1.5 lbs.
Soft Rush (K)
2.5 lbs.
2.0 lbs.
1.5 lbs.
Sedges (L)
2.5 lbs.
2.0 lbs.
1.5 lbs.
NOTE:
With the native varieties, the seed mix should be in the range of 15 pounds per acre.
Depending on availability of native seeds adaptable to North Carolina, the percentage
of a particular variety used may be reduced or increased accordingly. Although
diversity is desirable, it is imperative that the primary crop develop and become an
effective protective cover. In addition to the native species mix, additional nurse crop
species must be included to provide immediate stabilization and an adequate ground cover.
Practice Standards and Specifications
M
Definition Application of a protective blanket of straw or other plant residue, gravel, or
synthetic material to the soil surface.
Purpose To protect the soil surface from the forces of raindrop impact and overland
flow. Mulch fosters the growth of vegetation, reduces evaporation, insulates
the soil, and suppresses weed growth. Mulch is frequently used to accent
landscape plantings.
C Conditions Where Mulch temporary or permanent seedings immediately. Areas that cannot
be seeded because of the season should be mulched to provide temporary
Practice Applies protection of the soil surface. Use an organic mulch in this case (but not wood
fiber), and seed the area as soon as possible. Mulch around plantings of trees,
shrubs, or ground covers to stabilize the soil between plants.
Planning A surface mulch is the most effective, practical means of controlling runoff
Considerations and erosion on disturbed land prior to vegetation establishment. Mulch
reduces soil moisture loss by evaporation, prevents crusting and sealing of the
soil surface, moderates soil temperatures, provides a suitable microclimate for
seed germination, and may increase the infiltration rate of the soil.
Organic mulches such as straw, wood chips, and shredded bark have been
found to be the most effective. Do not use materials which may be sources
of competing weed and grass seeds. Decomposition of some wood products
can tie up significant amounts of soil nitrogen, making it necessary to modify
fertilization rates, or add fertilizer with the mulch (Table 6.14a).
B
A variety of mats and fabrics have been developed in recent years for use as
mulch, particularly in critical areas such as waterways and channels. Various
types of netting materials are also available to anchor organic mulches.
Chemical soil stabilizers or soil binders, when used alone, are less effective
than other types of mulches. These products are primarily useful for tacking
wood fiber mulches.
The choice of materials for mulching should be based on soil conditions,
season, type of vegetation, and size of the area. A properly applied and tacked
mulch is always beneficial. It is especially important when conditions for
germination are not optimum, such as midsummer and early winter, and on
difficult areas such as cut slopes and slopes with southern exposures.
ORGANIC MULCHES
Straw is the mulch most commonly used in conjunction with seeding. The
A straw should come from wheat or oats ("small grains"), and may be spread by
hand or with a mulch blower. Straw may be lost to wind, and must be tacked
down.
•
Practice Standards and Specifications
Example 6.1 La GUIDELINES FOR WRITING MINIMUM LANDSCAPE MANAGEMENT SPECIFICATIONS
Following is an outline that demonstrates what should be included in specifications that will insure the long term
stabilization of disturbed sites in North Carolina. As noted before in this manual, each construction site in the
state is unique and has features that will require special provisions for revegetation and stabilization. The outline
provided below cannot address these individual sites. It is the responsibility of the design professional and the
financially responsible party to see that the specifications are edited to fit their site and to assure that permanent
stabilization is achieved.
General Provisions
A. Intent:
1. These specifications are prepared with the intent of promoting outstanding performance in long-
term stabilization. They are to be used as guidelines in establishing sediment control and vegetative standards
for the sites. Final technical decisions such as herbicides, fertilizer ratios, times of application and schedules
are to be determined by the Contractor, who has the responsibility to obtain soil test and to manage the
vegetation to achieve the desired results. The maintenance specifications must address maintenance for
sediment and erosion control vegetation during construction and for permanent/long-term stabilization.
B. Description of Work:
1. Perform all work necessary and required for the (insert period of contract) maintenance of the project as
indicated on the drawings, in the project manual, and specified herein.
2. Licensing:
a) Contractor shall provide verification of current, applicable pesticide applicator licensing for
each applicator that will handle pesticides on the contracted sites.
3. Contract Administration
a) Staffing: The Contractor shall provide adequate staffing, with the appropriate expertise, to
perform all required work.
b) Monthly Site Review meetings will be held. Attendees will include the Contractor's Project
Manager and Site Foreman and the property manager or other representative designated by the
financially responsible party. Result of site reviews will be documented and circulated to the
attendees and the owner by the contractor.
c) The Contractor will communicate with the proper person on a monthly basis to summarize
work performed and immediately notify the project manager of any failure of the site to remain
stabilized.
II. Materials
A. Soil Additives: Additives are to be applied per soils test taken prior to, during and after construction. (Use
this section to provide the types and quantities of fertilizers, lime, and other soil amendments called for in
the soils report. Include all soils test reports in the specifications document. This narrative or list should
include quantities, rates, mixes, organic information, manufacturer, sources, and other information
suggested in the soils test.)
A. Pesticides:
1. Establish an Integrated Pest Management (IPM) program for the site that relies on targeted insect and
disease control coupled with sound stabilization management and water management practices.
2. These specifications do not include pesticide treatments for infestations of Southern Pine Beetle, Gypsy
Moth, or Fire Ants. The contractor shall notify the Owner if these pests are observed on site.
3. All pesticides shall be applied by a North Carolina licensed applicator in accordance with all State and
Federal regulations and per manufacturer's recommendations.
B. Mulches: Mulch for areas not subject to erosion and over wash by storm water should be called out in
this section addressing its maintenance, replacement, removal and conversion to other uses. Those subject to
erosion and over wash by storm water must be addressed on the plans and in the calculations.
III. Execution
A. General:
1. Good long term stabilization is based on the proper maintenance, management and balance of nutrients,
soil moisture and general cultural practices. It is recognized that fewer fungicide and pesticide treatments as
well as lower fertility rates are required with a well managed, balanced landscape. The following section is
meant to promote this balance and therefore do not highlight specific quantitative standards. (Quantitative
standards should be addressed as site specific by the design professional in conjunction with the
owner and contractor.) Calendar references are general and are to be used only as a guide. Weather and
soil conditions that are most appropriate for a given process, procedure and/or area of the state shall be the
determining factor in scheduling work.
B. Soil Tests:
1. After the soil test prior to stabilization, tests shall be made yearly in the fall to determine the required soil
additives for all stabilized areas. If known nitrogen requirements are not specified by previous test, they
need to be determined by the subsequent soils test and the proper applications made. Fertilizer ratios may
be determined through analysis of the soil tests coupled with the contractor's experience and knowledge of
the site.
C. Mowing
1. Mowing for maintained turf/lawns
a. Mow areas intended for "groomed appearance" on a schedule during the growing season
and as required throughout the year to provide the desired appearance. (Establish a mowing
frequency here that addresses the specific plant species used and their growing habits.) This
frequency will be a minimum standard. Particular properties and their peculiar characteristics
as well as individual plant species may require mowing more often than the stated minimum
may be required. This should be noted in this section.
b. The range of turf species suggested for lawns in the three growing regions of North Carolina
vary as to optimum maintained height. The selected species should be maintained at a height
recommended by the seed producer. Do not cut too short and do not allow the turf to attain
a height that will cause the crop to decline or die. Consult individual seed producers and/or
packaging for recommended mowing heights.
C. Mow with a mulching mower to limit the amount of clippings removed, or mow and blow in
such a manner that clippings are not evident and not to adversely effect the growing capacity
Practice Standards and Specifications
•
Table 6.14a
Mulching Materials and Application Rates
Material Rate Per Acre Quality
Organic Mulches
Straw 1-2 tons Dry, unchopped,
unweathered; avoid
weeds.
Wood chips 5-6 tons Air dry
Wood fiber
Bark
Corn stalks
Sericea
lespedeza
seed -bearing
stems
Nets and Mats'
Jute net
Fiberglass net
Excelsior
(wood fiber)
mat
Fiberglass roving
Chemical Stabilizers2
0.5-1 tons
35 cubic yards Air dry, shredded or
hammer -milled, or chips
4-6 tons Cut or shredded in 4-6
in. lengths.
1-3 tons Green or dry; should
contain mature seed.
Notes
Should come from wheat or oats;
spread by hand or machine; must
be tacked down.
Treat with 12 lbs nitrogen/ton. Apply
with mulch blower, chip handler, or
by hand. Not for use in fine turf.
Also referred to as wood cellulose.
May be hydroseeded. Do not use in
hot, dry weather.
Apply with mulch blower, chip
handler, or by hand. Do not use
asphalt tack.
Apply with mulch blower or by hand.
Not for use in fine turf.
Cover area Heavy, uniform; woven Withstands waterflow. Best when
of single jute yarn. used with organic mulch.
Cover area Withstands waterflow. Best when
used with organic mulch.
Cover area Withstands waterflow.
0.5-1 tons Continuous fibers of Apply with a compressed air ejector.
drawn glass bound Tack with emulsified asphalt at a
together with a non -toxic rate of 25-35 gal/1,000 sq ft.
agent.
Aquatain
follow
Aerospray
manufacturer's
Curasol AK
specifications
Petroset SB
Terra Tack
Crust 500
Genaqua 743
M-145
'Refer to Practice No.
6.30, Grass Lined Channels.
2Use of trade names does not imply endorsement of product.
Not beneficial to plant growth.
nutrient deficiency in plants. This can be an inexpensive mulch if chips are
obtained from trees cleared on the site.
Bark chips and shredded bark are by-products of timber processing often
used in landscape plantings. Bark is also a suitable mulch for areas planted
to grasses and not closely mowed. It may be applied by hand or with a mulch
blower. Unlike wood chips, the use of bark does not require additional
nitrogen fertilizer.
Wood fiber refers to short cellulose fibers applied as a slurry in hydroseeding
operations. Wood fiber does not require tacking, although tacking agents
or soil binders can easily be added to the slurry. Wood fiber hydroseeder
slurries may be used to tack straw mulch on steep slopes, critical areas, and
where harsh climatic conditions exist. Wood fiber mulch does not provide
sufficient erosion protection to be used alone.
There are other organic materials that make excellent mulches, but may only be
available locally or seasonally, for example: dried sewage sludge, corn stalks,
animal manure, pine boughs, cotton burs, peanut hulls, and hay. Creative use
of these materials can reduce costs.
CHEMICAL MULCHES AND SOIL BINDERS
A wide range of synthetic mulching compounds is available to stabilize and
protect the soil surface. These include emulsions or dispersions of vinyl
compounds, asphalt, or rubber mixed with water. They may be used alone, or
may be used to tack wood fiber hydromulches.
When used alone, chemical mulches do not insulate the soil or retain moisture,
and therefore do little to aid seedling establishment. They are easily damaged
by traffic, are usually more expensive than organic mulches, and they
decompose in 60-90 days.
Check labels on chemical mulches and binders for environmental
concerns. Take precautions to avoid damage to fish, wildlife, and water
resources.
NETS, MATS, AND ROVING
Netting is very effective in holding mulch in place on waterways and slopes
before grasses become established.
Mats promote seedling growth in the same way as organic mulches. They are
very useful in establishing grass in channels and waterways. A wide variety
of synthetic and organic materials are available. "Excelsior" is a wood fiber
mat, and should not be confused with wood fiber slurry.
When installing nets and mats, it is critical to obtain a firm, continuous contact
between the material and the soil. Without such contact, the material is useless,
and erosion will occur underneath.
Fiberglass roving consists of continuous strands of fiberglass which, when
blown onto the soil surface from a special compressed air ejector, form a mat
of glass fibers. This mat must then be tacked down with asphalt.
and/or health of the existing vegetation turf. It is important clippings are allowed to remain
spread throughout the lawn area, to the extent possible, so that they might aid in building a
more productive soil profile and root zone.
2. Mowing other stabilized areas to promote continued growth. Include mowing specification here for other
stabilized areas which require maintenance but not a "groomed" appearance. Also include specifications
for mowing areas where it is desirable for woody native volunteer vegetation to become established. This
should include attention to mowing stakes or other way of protecting the desired woody natives from the
mowing operation.
D. Watering
1. Irrigation System Maintenance and Monitoring: If stabilized areas are to be irrigated the design
professional should include specifications for the system, its maintenance and its operation in this section.
2. In the absence of an automatic or manual irrigation system, provisions for providing adequate water to
stabilized areas should be addressed in this section.
3. (Provisions should be made in this section for adjustments to application rates of water during
times of regulated droughts and/or periods of excessive rainfall.)
E. CONTROL OF INVASIVES: Competition from invasive species can be detrimental to the establishment
of the permanent vegetative cover. Left unchecked, these invasives can undermine a revegetation process in
a short period of time and eventually lead to unprotected soil and sediment damage. Make site observations
monthly to check for the presence of such species and, if found, treat them immediately with the appropriate
cultural practices and/or by the use of seasonally -appropriate and site appropriate herbicides.
F. Maintenance items including fertilization, mowing, continued soils testing, repair, mulching, matting and
soil preparation are to be addressed in the approved construction sequence and on the project bid list.
Construction
Select a material based on site and practice requirements, availability of
Specifications
material, labor, and equipment. Table 6.14a lists commonly used mulches and
some alternatives.
Before mulching, complete the required grading, install sediment control
practices, and prepare the seedbed. Apply seed before mulching except in the
following cases:
• Seed is applied as part of a hydroseeder slurry containing wood fiber
mulch.
• A hydroseeder slurry is applied over straw.
APPLICATION OF ORGANIC MULCH
Organic mulches are effective where they can be tacked securely to the surface.
Material and specifications are given in Table 6.14a.
Spread mulch uniformly by hand, or with a mulch blower. When spreading
straw mulch by hand, divide the area to be mulched into sections of
approximately 1,000 ft2, and place 70-90 lb of straw ( 1 1/2 to 2 bales) in each
section to facilitate uniform distribution. After spreading mulch, no more than
25% of the ground surface should be visible. In hydroseeding operations a
green dye, added to the slurry, assures a uniform application.
ANCHORING ORGANIC MULCH
Straw mulch must be anchored immediately after spreading. The
following methods of anchoring mulch may be used:
Mulch anchoring tool -A tractor -drawn implement designed to punch mulch
into the soil, a mulch anchoring tool provides maximum erosion control with
straw. A regular farm disk, weighted and set nearly straight, may substitute,
but will not do a job comparable to the mulch anchoring tool. The disk should
not be sharp enough to cut the straw. These methods are limited to slopes no
steeper than 3: 1, where equipment can operate safely. Operate machinery on
the contour.
Liquid mulch binders -Application of liquid mulch binders and tackifiers
should be heaviest at the edges of areas and at crests of ridges and banks,
to resist wind. Binder should be applied uniformly to the rest of the area.
Binders may be applied after mulch is spread, or may be sprayed into the
mulch as it is being blown onto the soil. Applying straw and binder together
is the most effective method. Liquid binders include asphalt and an array of
commercially available synthetic binders.
Emulsified asphalt is the most commonly used mulch binder. Any type thin
enough to be blown from spray equipment is satisfactory. Asphalt is classified
according to the time it takes to cure. Rapid setting (RS or CRS designation)
is formulated for curing in less than 24 hours, even during periods of high
humidity; it is best used in spring and fall. Medium setting (MS or CMS) is
formulated for curing within 24 to 48 hours, and slow setting (SS or CSS) is
formulated for use during hot, dry weather, requiring 48 hours or more curing
time.
i 1
US Army Corps
of Engineers
10-09-19
O
w
0
�CDz
OU
w
0
U
00
0-)H
7)7 2<
N
wZ�
(Dw
N
co
J
Z
0
U)oU
_
U�
�
a
ww
20
<00
z0o
0
0
m
}
m
m
p
J00
LLB
0
m
UJ
Z
2
Z
Y
-
cnaa
wam
wi-n
w
()f Y
2
2i
D 2i
N Z
0 =0
cnU
=cnH
cn<
0
o�
co
U =o
Z w N
�
z
uS U) g
wiz
w
U (DZ
U0
ZOO
W
ir<
w >
U)�
W
w
�j =
2 Y
OU_O
U)
o
UJ
0z
Quo
fr_
O
�z
o
U
z O
_z
<
Q
�g
J
�
-8
w
H
Oz
z
06
O~
L J
W
=wL
� Z rn
LU
OOz
Z 0_
J
D_' CV
moo"
Z
m ,_
O
�O
U
OU)
Z
w
O
O
w
SHEET ID
Wood chips are suitable for areas that will not be closely mowed, and around
ornamental plantings. Chips do not require tacking. Because they decompose
slowly, they must be treated with 12 pounds of nitrogen per ton to prevent
UNCLASSIFIED//FOR OFFICIAL USE ONLY
LOWE ENGINEERS, LLC
REG. #: P-1582
CG508
CORRECTED FINAL - NOT FOR CONSTRUCTION

1 2 3 4 UNCLASSIFIEDHFORIOFFICIAL USE ONLY
Practice Standards and Specifications
0
7 1 8 1 9 1 10
Practice Standards and Specifications Practice Standards and Specifications
G
F
E
Apply asphalt at 0.10 gallons per square yard (10 gal/1,000 ft2). Heavier
applications cause straw to "perch" over rills.
In traffic areas, uncured asphalt can be picked up on shoes and cause damage
to rugs, clothing etc. Use types RS or CRS to minimize such problems.
Synthetic binders such as Petroset, Terratack, and Aerospray may be used, as
recommended by the manufacturer, to anchor mulch. These are expensive,
and therefore usually used in small areas or in residential areas where asphalt
may be a problem (Use of trade names does not constitute an endorsement).
Mulch nettings—Lightweight plastic, cotton, jute, wire, or paper nets may be
stapled over the mulch according to the manufacturer's recommendations (see
"Nets and Mats" below).
Peg and twine —Because it is labor-intensive, this method is feasible only in
small areas where other methods cannot be used. Drive 8-10 inch wooden
pegs to within 3 inches of the soil surface, every 4 feet in all directions. Stakes
may be driven before or after straw is spread. Secure mulch by stretching
twine between pegs in a criss-cross-within-a-square pattern. Turn twine two
or more times around each peg. Twine may be tightened over the mulch by
driving pegs further into the ground.
Vegetation —Rye (grain) may be used to anchor mulch in fall plantings, and
German millet in spring. Broadcast at 15 lb/acre before applying mulch.
CHEMICAL MULCHES
Chemical mulches may be effective for soil stabilization if used between May
1 and June 15, or Sept. 15 and Oct. 15, provided that they are used on slopes no
steeper than 4: 1, and that proper seedbed preparation has been accomplished,
including surface roughening where required.
Chemical mulches may be used to bind other mulches, or with wood fiber in a
hydroseeded slurry at any time. Follow the manufacturer's recommendations
for application.
FIBERGLASS ROVING
Fiberglass roving ("roving") is wound into a cylindrical package so that it can
be continuously withdrawn from the center using a compressed air ejector.
Roving expands into a mat of glass fibers as it contacts the soil surface. It is
often used over a straw mulch, but must still be tacked with asphalt.
Spread roving uniformly over the area at a rate of 0.25 to 0.35 lb/yd2. Anchor
with asphalt immediately after application, at a rate of 0.25 to 0.35 gal/yd2.
As a channel lining, and at other sites of concentrated flow, the roving mat
must be further anchored to prevent undermining. It may be secured with
stakes placed at intervals no greater than 10 feet along the drainageway, and
randomly throughout its width, but not more than 10 feet apart. As an option
to staking, the roving can be buried to a depth of 5 inches at the upgrade end
and at intervals of 50 feet along the length of the channel.
NETS AND MATS
Nets alone generally provide little moisture conservation benefits and only
NMOT #5 or
washed stogy
i
NMOT #5 or #57
washed stone -
Figure 6.51a Hardware cloth and gravel inlet protection
4W reax
K�
filtered
limited erosion protection. Therefore, they are usually used in conjunction
with an organic mulch such as straw.
Except when wood fiber slurry is used, netting should always be installed over
the mulch. Wood fiber may be sprayed on top of an installed net.
Mats, including "excelsior" (wood fiber) blankets, are considered protective
mulches and may be used alone, on erodible soils, and during all times of the
year. Place the matting in firm contact with the soil, and staple securely.
INSTALLATION OF NETTING AND MATTING
Products designed to control erosion should be installed in accordance with
manufacturer's instructions. Any mat or blanket -type product used as a
protective mulch should provide cover of at least 30% of the surface where it
is applied. Installation is illustrated in Figure 6.14a.
1. Apply lime, fertilizer, and seed before laying the net or mat.
In channels, roll out strips of netting parallel to the
direction of flow and over the protective mulch.
Anchor netting in
a 12-inch trench
Figure 6.14a Installation of netting and matting (modified from Va. Div. of Forestry).
19-guage hardware cloth 6.55
( mesh openings)
-- T
Construction 1. Uniformly grade a shallow depression approaching the inlet.
Specifications 2. Drive 5-foot steel posts 2 feet into the ground surrounding the inlet.
Space posts evenly around the perimeter of the inlet, a maximum of 4 feet
apart.
3. Surround the posts with wire mesh hardware cloth. Secure the wire
mesh to the steel posts at the top, middle, and bottom. Placing a 2-foot flap
of the wire mesh under the gravel for anchoring is recommended.
4. Place clean gravel (NC DOT #5 or #57 stone) on a 2:1 slope with a
height of 16 inches around the wire, and smooth to an even grade.
5. Once the contributing drainage area has been stabilized, remove
accumulated sediment, and establish final grading elevations.
6. Compact the area properly and stabilized it with groundcover.
Maintenance Inspect inlets at least weekly and after each significant (% inch or greater)
rainfall event. Clear the mesh wire of any debris or other objects to provide
adequate flow for subsequent rains. Take care not to damage or undercut the
wire mesh during sediment removal. Replace stone as needed.
A References Inlet Protection
6.52, Block and Gravel Inlet Protection
6.54, Rock Doughnut Inlet Protection
North Carolina Department of Transportation
Standard Specifications for Roads and Structures
12-inch
overlap Join strips by anchoring
and overlapping.
Practice Standards and Specifications
Definition A horseshoe shaped rock dam structure at a pipe inlet with a sediment storage
area around the outside perimeter of the structure.
To prevent sediment from entering, accumulating in and being transferred
Purpose
by a culvert or storm drainage system prior to stabilization of the disturbed
drainage area. This practice allows early use of the storm drainage system.
Conditions Where Rock pipe inlet protection may be used at pipes with a maximum diameter
Practice Applies of 36 inches. This inlet protection may be used to supplement additional
sediment traps or basins at the pipe outlet, or used in combination with an
excavated sediment storage area to serve as a temporary sediment trap. Pipe
inlet protection should be provided to protect the storm drainage system and
downstream areas from sedimentation until permanent stabilization of the
disturbed drainage area.
Do not install this measure in an intermittent or perennial stream.
Planning When construction on a project reaches a stage where culverts and other storm
Considerations drainage structures are installed and many areas are brought to the desired
grade, there is a need to protect the points where runoff can leave the site
through culverts or storm drains. Similar to drop and curb inlets, culverts
receiving runoff from disturbed areas can convey large amounts of sediment
to lakes or streams. Even if the pipe discharges into a sediment trap or basin,
the pipe or pipe system itself may clog with sediment.
Design Criteria When used in combination with an excavated sediment storage area to serve
as a temporary sediment trap, the design criteria for temporary sediment traps
must be satisfied. The maximum drainage area should be 5 acres, and 3600
cubic feet of sediment storage per acre of disturbed drainage area should be
provided.
The minimum stone height should be 2 feet, with side slopes no steeper than
2: 1. The stone "horseshoe" around the pipe inlet should be constructed of
Class B or Class I riprap, with a minimum crest width of 3 feet. The outside
face of the riprap should be coved with a 12-inch thick layer of #5 or #57
washed stone.
In preparing plans for rock pipe inlet protection, it is important to protect the
embankment over the pipe from overtopping. The top of the stone should be a
minimum of 1 foot below the top of the fill over the pipe. The stone should tie
into the fill on both sides of the pipe. The inside toe of the stone should be no
closer than 2 feet from the culvert opening to allow passage of high flows.
The sediment storage area should be excavated upstream of the rock pipe inlet
protection, with a minimum depth of 18 inches below grade.
Flow
2. Start laying the net from the top of the channel or slope, and unroll it down
the grade. Allow netting to lay loosely on the soil or mulch cover but
without wrinkles —do not stretch.
3. To secure the net, bury the upslope end in a slot or trench no less than 6
inches deep, cover with soil, and tamp firmly as shown in Figure 6.14a. Staple
the net every 12 inches across the top end and every 3 ft around the edges and
bottom. Where 2 strips of net are laid side by side, the adjacent edges should
be overlapped 3 inches and stapled together. Each strip of netting should also
be stapled down the center, every 3 ft. Do not stretch the net when applying
staples.
4. To join two strips, cut a trench to anchor the end of the new net. Overlap the
end of the previous roll 18 inches, as shown in Figure 6.14a, and staple every
12 inches just below the anchor slot.
Maintenance Inspect all mulches periodically, and after rainstorms to check for rill erosion,
dislocation or failure. Where erosion is observed, apply additional mulch. If
washout occurs, repair the slope grade, reseed and reinstall mulch. Continue
inspections until vegetation is firmly established.
References Surface Stabilization
6.11, Permanent Seeding
Appendix
8.02, Vegetation Tables
0
Figure 6.55a Rock pipe inlet protection plan view and cross-section view
Natural Ground
6.51
Definition A temporary measure of wire -mesh hardware cloth around steel posts
supporting washed stone placed around the opening of a drop inlet.
Purpose To prevent sediment from entering yard inlets, grated storm drains or drop
inlets during construction. This practice allows early use of the storm drain
system.
Conditions Where To be placed around a catch basin or a drop inlet and where the flow is light to
Practice Applies
moderate. If heavy flow is anticipated, use the rock doughnut inlet protection
method (Practice 6.54, Rock Doughnut Inlet Protection). It is also used where
storm drain inlets are to be made operational before permanent stabilization
of the disturbed drainage area. This method of inlet protection is effective
where the inlet is expected to drain shallow sheet flow. The immediate land
area around the inlet should be relatively flat (less than 1 percent) and located
so that accumulated sediment can be easily removed.
This practice must not be used near the edge of fill material and must not
divert water over cut or fill slopes.
Design Criteria Ensure that drainage areas do not exceed 1 acre per inlet.
For securing the wire mesh hardware cloth barriers, use steel T posts. The posts
need to be 1.25 lb/linear ft steel with a minimum length of 5 feet. Make sure
the posts have projections to facilitate fastening the hardware cloth. Securely
drive each stake into the ground to a minimum depth of 2 feet. The maximum
spacing for the posts is 4 feet.
The wire mesh should be at least a 19-gauge hardware cloth with a 1/4 inch
mesh opening. The total height should be a minimum of 2 feet. Providing a
flap of hardware cloth on the ground projecting away from the inlet can aid in
removal of the stone at the project's completion. The sediment control stone,
with a height of 16 inches, should have a outside slope of 2: 1.
The top elevation of the structure must be at least 12 inches lower than the
ground elevation downslope from the inlet. It is important that all storm
flows pass over the structure into the storm drain and not bypass the structure.
Temporary dikes below the structure may be necessary to prevent bypass flow.
Soil excavated when constructing the sediment pool may be used for this
purpose (Figure 6.51a).
Practice Standards and Specifications
Construction 1. Clear the area of all debris that might hinder excavation and disposal of
Specifications spoil.
2. Install the Class B or Class I riprap in a semi -circle around the pipe
inlet. The stone should be built up higher on each end where it ties into the
embankment. The minimum crest width of the riprap should be 3 feet, with a
minimum bottom width of 11 feet. The minimum height should be 2 feet, but
also 1 foot lower than the shoulder of the embankment or diversions.
3. A 1 foot thick layer of NC DOT #5 or #57 stone should be placed on the
outside slope of the riprap.
4. The sediment storage area should be excavated around the outside of the
stone horseshoe 18 inches below natural grade.
5. When the contributing drainage area has been stabilized, fill depression
and establish final grading elevations, compact area properly, and stabilize
with ground cover.
Maintenance Inspect rock pipe inlet protection at least weekly and after each significant (%
inch or greater) rainfall event and repair immediately. Remove sediment and
restore the sediment storage area to its original dimensions when the sediment
has accumulated to one-half the design depth of the trap. Place the sediment
that is removed in the designated disposal area and replace the contaminated
part of the gravel facing.
Check the structure for damage. Any riprap displaced from the stone horseshoe
must be replaced immediately.
After all the sediment -producing areas have been permanently stabilized,
remove the structure and all the unstable sediment. Smooth the area to
blend with the adjoining areas and provide permanent ground cover (Surface
Stabilization).
References Inletprotection
6.52, Block and Gravel Inlet Protection (Temporary)
Sediment Trap and Barriers
6.60, Temporary Sediment Trap
Surface Stabilization
6.15, Riprap
North Carolina Department of Transportation
Erosion & Sedimentation Guidelines for Division Maintenance Operation,
1993.
Virginia Erosion and Sediment Control Handbook. 1992. STD & SPEC
3.08, Culvert Inlet Protection. pages III-46 - III-51 (Culvert Inlets Sediment
Trap).
LOWE ENGINEERS, LLC
REG. #: P-1582
i 1
i���i
US Army Corps
of Engineers
10-09-19
O
Li
0
ZCDz
OU
w
0
U
00
0-)H
Lu7
2<
U
�
LU
U
00
J
Z
(�
_
Q
ww
20
Q00
Z°0
0
0
m
}
m
m
p
J00
LLB
0
m
Lu
ui
Z
U
Z
Y
H
b
cn QQ
Lu
Qm�
_
Lu
LU
ofY
2
2i
D
N Z
0 =p
wo
T_U)
co <
0
o�
U o
Z Lu N
CO U) g
w z_
w
z
7i
U o7 CD
Z
U�
��
W
Q
u U)
Lu
W
�j =
2 Y
O
z�
owQ
Cn
0Oz
¢�0
fr_
o
O z
_0
U
z0
:—E
}
2
2F
J
8
Z
11
w
I—
Oz
z
06
O~
0 J
J
_�°
Q� Z M
LU
OOZ
Z0-
J
O� CV
�O �
Z
m ,L
O
�O
U
O�
Z
U_
O
U)
O
0Y
u1
SHEET ID
CG509
UNCLASSIFIED//FOR OFFICIAL USE ONLY CORRECTED FINAL - NOT FOR CONSTRUCTION

1 1 2 1 3
Practice Standards and Specifications
•
4 I UNCLASSIFIEDHFORIOFFICIAL USE ONLY
7
Practice Standards and Specifications
10
6.62
G
F
E
C
0
Definition A temporary sediment control measure consisting of fabric buried at the
bottom, stretched, and supported by posts.
Purpose To retain sediment from small disturbed areas by reducing the velocity of
sheet flows to allow sediment deposition.
Conditions Where Below small -disturbed areas that are less then'/4 acre per 100 feet of fence.
Practice Applies Where runoff can be stored behind the sediment fence without damaging the
fence or the submerged area behind the fence.
Do not install sediment fences across streams, ditches, or waterways, or
other areas of concentrated flow.
Sediment fence should be placed along topographic elevation contours, where
it can intercept stormwater runoff that is in dispersed sheet flow. Sediment
fence should not be used alone below graded slopes greater than 10 feet in
height.
Planning A sediment fence is a system to retain sediment on the construction site. The
fence retains sediment primarily by retarding flow and promoting deposition.
Considerations In operation, generally the fence becomes clogged with fine particles, which
reduce the flow rate. This causes a pond to develop behind the fence. The
designer should anticipate ponding and provide sufficient storage areas and
overflow outlets to prevent flows from overtopping the fence. Since sediment
fences are not designed to withstand high water levels, locate them so that
only shallow pools can form. Tie the ends of a sediment fence into higher
ground to prevent flow around the end of the fence before the pool reaches
design level. Curling each end of the fence uphill in a "J" pattern may be
appropriate to prevent end flow. Provide stabilized outlets to protect the fence
system and release storm flows that exceed the design storm.
Deposition occurs as the storage pool forms behind the fence. The designer can
direct flows to specified deposition areas through appropriate positioning of
the fence or by providing an excavated area behind the fence. Plan deposition
areas at accessible points to promote routine cleanout and maintenance. Show
deposition areas in the erosion and sedimentation control plan. A sediment
fence acts as a diversion if placed slightly off the contour. A maximum slope
of 2 percent is recommended. This technique may be used to control shallow,
uniform flows from small disturbed areas and to deliver sediment -laden water
to deposition areas. The anchoring of the toe of the fence should be reinforced
with 12 inches of NC DOT #5 or #57 washed stone when flow will run parallel
to the toe of the fence.
Sediment fences serve no function along ridges or near drainage divides where
there is little movement of water. Confining or diverting runoff unnecessarily
with a sediment fence may create erosion and sedimentation problems that
would not otherwise occur.
Practice Standards and Specifications
8' max. standard strength fabric with wire fence
6' max. extra strength fabric without wire fence
Steel
post
Plastic or
ties
/wire
18-24
Wire
fence
Natural
ground
--_------- _ _ - s.r... ----_ --
8" down 4"
forward along
24"
the trench
Filter
fabric
Wire
fence
Cross -Section
View
Filter
Steel
fabric Backfill trench Natural
post
and compact ground
thoroughly
m mm.,
m m mm. m
o
ms mm® •mm m
o m o ° 04'0 ° • •
,m•. min ° °°m
mmmmmmmm
m mmm m m m m• 8°
m
m•
m°.:.mmm min
°O0.•
.m mmm
• •mmm•mmmmmm
Figure 6.62a Installation detail of a sediment fence.
Straw barriers have only a 0-20% trapping efficiency and are inadequate. Straw
bales may not be used in place of sediment fence. Prefabricated sediment fence
with the fabric already stapled to thin wooden posts does not meet minimum
standards specified later in this section.
Anchoring of sediment fence is critical. The toe of the fabric must be anchored
in a trench backfilled with compacted earth. Mechanical compaction must be
provided in order for the fence to effectively pond runoff.
Design Criteria Ensure that drainage area is no greater than'/4 acre per 100 feet of fence. This
is the maximum drainage area when the slope is less than 2 percent. Where
all runoff is to be stored behind the fence, ensure that the maximum slope
length behind a sediment fence does not exceed the specifications shown in
Table 6.62a. The shorter slope length allowed for steeper slopes will greatly
reduce the maximum drainage area. For example, a 10-20 % slope may have
a maximum slope length of 25 feet. For a 100-foot length of sediment fence,
the drainage area would be 25ft X 100ft = 2500sq.ft., or 0.06 acres.
Table 6.62a Maximum
Slope Length and Slope for
which Sediment Fence is
Applicable
Slope Slope Length (ft) Maximum Area (ft2)
<2% 100 10,000
2 to 5% 75 7,500
5 to 10% 50 5,000
10 to 20% 25 2,500
>20% 15 1,500
Make the fence stable for the 10-year peak storm runoff.
Ensure that the depth of impounded water does not exceed 1.5 feet at any point
along the fence.
If non -erosive outlets are provided, slope length may be increased beyond
that shown in Table 6.62a, but runoff from the area should be determined and
bypass capacity and erosion potential along the fence must be checked. The
velocity of the flow at the outlet or along the fence should be in keeping with
Table 8.05d, Appendix 8.05.
Provide a riprap splash pad or other outlet protection device for any point
where flow may overtop the sediment fence, such as natural depressions or
swales. Ensure that the maximum height of the fence at aprotected, reinforced
g
outlet does not exceed 2 feet and that support post spacing does not exceed 4
feet.
The design life of a synthetic sediment fence should be 6 months.
Construction MATERIALS
Specifications 1. Use a synthetic filter fabric of at least 95% by weight of polyolefins or
polyester, which is certified by the manufacturer or supplier as conforming to
the requirements in ASTM D 6461, which is shown in part in Table 6.62b.
Synthetic filter fabric should contain ultraviolet ray inhibitors and stabilizers
to provide a minimum of 6 months of expected usable construction life at a
temperature range of 0 to 120' F.
F6]
The Slicing Method
�Icndrrrg 1leicl-r* a05T SI'id:ItdG:
rmx . 21'rr0A On 008n runs
4' rmi( On paring O e,1,.
A•.rryi h fck�rir- ra
upstream side cP pat
;LOW ---r
7rfve avar each side of FR Wi1GT rffl"I
device exerting 60 p -s.i- or 2 Peet
greater
compacted soil cotrPrfa S%,M
No more than 24" ofa 36' fabric
is allowed above ground.
Arr40"Ni DRAILS,
• Gather tohric of post. h needed-
• Uslize three ties por port, as within top 8' of tobric.
• PoOw each le, dio9molly, punetudng holes verlicaly
a rNnhwm of 1' apart.
• Hang each le ona pool ripple and tighten aeoumN .
use cable tes r0txl or son wie.
2uii of s I fcnco
Fcrtxic
♦
I graur d
:il- F �-i�::
J
Horizontal chisel point SIICiw bldeie I
3., wridth 0.7'
Pcsl
Instead
Omer
cnmprx.WA
Completed lin stolloWn
Vibratory plow is not acceptob+o because of horizonta compacton
Figure 6.62b Schematics for using the slicing method to install a sediment fence. Adapted from Silt Fence that Works
2. Ensure that posts for sediment fences are 1.25 lb/linear ft minimum
steel with a minimum length of 5 feet. Make sure that steel posts have
projections to facilitate fastening the fabric.
3. For reinforcement of standard strength filter fabric, use wire fence with a
minimum 14 gauge and a maximum mesh spacing of 6 inches.
Table 6.62b Specifications For Sediment Fence Fabric
Temporary Silt Fence Material Property Requirements
Supported'
Un-Supported' Type of
Test Material Units Silt Fence
Silt Fence Value
Grab Strength ASTM D 4632 N (lbs)
Machine Direction 400
550 MARV
(90)
(90)
X-Machine Direction 400
450 MARV
(90)
(90)
Permittivityz ASTM D 4491 sec-1 0.05
0.05 MARV
Apparent Opening Size2 ASTM D 4751 mm 0.60
0.60 Max. ARV3
(US Sieve #) (30)
(30)
% 70% after
Ultraviolet Stability ASTM D 4355 Retained 500h of exposure
70% after
500h of exposure Typical
Strength
' Silt Fence support shall consist of 14 gage steel wire with a mesh spacing of 150 mm (6 inches), or prefabricated poylmer mesh of
equivalent strength.
2 These default values are based on empirical evidence with a variety of sediment. For environmentally
sensitive areas, a review of
previous experience and/or site or regionally specific geotextile tests in accordance with Test Method D 5141 should be performed
by the agency to confirm suitability of these requirements.
3 As measured in accordance with Test Method D 4632.
CONSTRUCTION
1. Construct the sediment barrier of standard strength or extra strength
synthetic filter fabrics.
2. Ensure that the height of the sediment fence does not exceed 24 inches
above the ground surface. (Higher fences may impound volumes of water
sufficient to cause failure of the structure.)
3. Construct the filter fabric from a continuous roll cut to the length of the
barrier to avoid joints. When joints are necessary, securely fasten the filter
cloth only at a support post with 4 feet minimum overlap to the next post.
4. Support standard strength filter fabric by wire mesh fastened securely to
the upslope side of the posts. Extend the wire mesh support to the bottom of
the trench. Fasten the wire reinforcement, then fabric on the upslope side of
the fence post. Wire or plastic zip ties should have minimum 50 pound tensile
strength.
5. When a wire mesh support fence is used, space posts a maximum of 8 feet
apart. Support posts should be driven securely into the ground a minimum of
24 inches.
6. Extra strength filter fabric with 6 feet post spacing does not require wire
mesh support fence. Securely fasten the filter fabric directly to posts. Wire or
plastic zip ties should have minimum 50 pound tensile strength.
Practice Standards and Specifications
Maintenance Inspect sediment fences at least once a week and after each rainfall. Make any
required repairs immediately.
Should the fabric of a sediment fence collapse, tear, decompose or become
ineffective, replace it promptly.
Remove sediment deposits as necessary to provide adequate storage volume
for the next rain and to reduce pressure on the fence. Take care to avoid
undermining the fence during cleanout.
Remove all fencing materials and unstable sediment deposits and bring the
area to grade and stabilize it after the contributing drainage area has been
properly stabilized.
References ASTM D 6461- 99. "Standard Specification for Silt Fence Materials" ASTM
International. For referenced ASTM standards, visit the ASTM website,
www.astm.org, or contactASTM Customer Service at [e-mail]. For
Annual Book ofASTM Standards volume information, refer to the standard's
Document Summary page on the ASTM website.
ASTM D 6462 - 03. "Standard Practice for Silt Fence Installation" ASTM
International. For referenced ASTM standards, visit the ASTM website,
www.astm.org, or contactASTM Customer Service at [e-mail]. For
Annual Book ofASTM Standards volume information, refer to the standard's
Document Summary page on the ASTM website.
C. Joel Sprague, PE, Silt Fence Performance Limits and Installation
Requirements. Sprague and Sprague Consulting Engineers and TRU
Environmental, Inc.
Carpenter Erosion Control. http://www.tommy-sfin.com/
Kentucky Erosion Prevention and Sediment Control Field Manual, 2004.
Runoff Control Measures
6.20, Temporary Diversions
Outlet Protection
6.41, Outlet Stabilization Structure
Appendix
8.03, Estimating Runoff
7. Excavate a trench approximately 4 inches wide and 8 inches deep along
the proposed line of posts and upslope from the barrier (Figure 6.62a).
8. Place 12 inches of the fabric along the bottom and side of the trench.
9. Backfill the trench with soil placed over the filter fabric and compact.
Thorough compaction of the backfill is critical to silt fence performance.
10. Do not attach filter fabric to existing trees.
SEDIMENT FENCE INSTALLATION USING THE SLICING METHOD
Instead of excavating a trench, placing fabric and then backfilling trench,
sediment fence may be installed using specially designed equipment that
inserts the fabric into a cut sliced in the ground with a disc (Figure 6.62b).
Installation 1. The base of both end posts should be at least one foot higher than the
middle of the fence. Check with a level if necessary.
Specifications
2. Install posts 4 feet apart in critical areas and 6 feet apart on standard
applications.
3. Install posts 2 feet deep on the downstream side of the silt fence, and
as close as possible to the fabric, enabling posts to support the fabric from
upstream water pressure.
4. Install posts with the nipples facing away from the silt fabric.
5. Attach the fabric to each post with three ties, all spaced within the top 8
inches of the fabric. Attach each fie diagonally 45 degrees through the fabric,
with each puncture at least 1 inch vertically apart. Also, each tie should be
positioned to hang on a post nipple when tightened to prevent sagging.
6. Wrap approximately 6 inches of fabric around the end posts and secure
with 3 ties.
7. No more than 24 inches of a 36 inch fabric is allowed above ground
level.
8. The installation should be checked and corrected for any deviations before
compaction.
9. Compaction is vitally important for effective results. Compact the soil
immediately next to the silt fence fabric with the front wheel of the tractor,
skid steer, or roller exerting at least 60 pounds per square inch. Compact the
upstream side first, and then each side twice for a total of 4 trips.
Practice Standards and Specifications
Definition A layer of stone designed to protect and stabilize areas subject to erosion.
Purpose To protect the soil surface from erosive forces and/or improve stability of soil
slopes that are subject to seepage or have poor soil structure.
Conditions Where Riprap is used for the following applications:
Practice Applies m cut -and -fill slopes subject to seepage or weathering, particularly where
conditions prohibit establishment of vegetation,
• channel side slopes and bottoms,
• inlets and outlets for culverts, bridges, slope drains, grade stabilization
structures, and storm drains
• streambank and stream grades,
• shorelines subject to wave action.
Planning Riprap is a versatile, highly erosion -resistant material that can be used
Considerations effectively in many locations and in a variety of ways to control erosion on
construction sites.
GRADED VERSUS UNIFORM RIPRAP
Riprap is classed as either graded or uniform. Graded riprap includes a wide
mixture of stone sizes. Uniform riprap consists of stones nearly all the same
size.
Graded riprap is preferred to uniform riprap in most applications because it
forms a dense, flexible cover. Uniform riprap is more open, and cannot adjust
as effectively to movement of the stones. Graded riprap is also cheaper to
install requiring less hand work for installation than uniform riprap, which
must be placed in a uniform pattern. Uniform riprap may give a more pleasing
appearance.
Riprap sizes are designated by either the mean diameter or the weight of
the stones. The diameter specification is often misleading since the stones
are usually angular. However, common practice is to specify stone size by
the diameter of an equivalent size of spherical stone. Table 6.15a lists some
typical stones by weight, spherical diameter, and the corresponding rectangular
dimensions. These stone sizes are based upon an assumed specific weight of
165 lb/ft.
A method commonly used for specifying the range of stone sizes in graded
riprap is to designate a diameter for which some percentage, by weight, will be
smaller. For example, "d85" specifies a mixture of stones in which 85% of the
stone by weight would be smaller than the diameter specified. Most designs
are based on "d50", or median size stones.
Riprap and gravel are often designated by N.C. Department of Transportation
specifications (Table 6.15b).
LOWE ENGINEERS, LLC
REG. #: P-1582
1 1
US Army Corps
L
of Engineers
J
10-09-19
O
w
oC)0
o
0
w
<
U
�
rn
Q
0Lu
Z)N
a<
Z
(D
ro
U
J
SQ0U)
r
U-
�
ww
:;im
Ica
<°o
Z00
0
0
}
m
m
p
Jo0
E:-
0
m
0
H
Z
(D
Z
Y
cn<Q
w<
Lu
w
F Y
I
2i
N Z
o =p
cnU
T_U)
cn <
CD
U�o
Z w N
co �
z
�U)Q
w z_
w
U u) O
Z
U
� ZU-
z
<
~ U
Lu LuV>
wY
w
=
2
O
��
u-
�w0
d
O0 Z
<
0
O
z z
U
O
_JO
Q
2
>J
UJ
F-
O
z
Z
06
O
0� J
J
_"L
Xz�
0
O O z
J
&OC-4
O0w
z
mu
O
�O
U
O
ZO
0
w
SHEET ID
CG51 0
UNCLASSIFIED//FOR OFFICIAL USE ONLY
CORRECTED FINAL - NOT FOR CONSTRUCTION

1 2 3 4 UNCLASSIFIEDHFORIOFFICIAL USE ONLY
7 1 8 1 9 1 10
0
Table 6.15a
Size or Riprap Stones
G
Mean Spherical
Length
Rectangular Shape
Weight (lb)
Diameter (ft)
(ft)
Width/Height (ft)
50
0.8
1.4
0.5
100
1.1
1.8
0.6
150
1.3
2.0
0.7
300
1.6
2.6
0.9
500
1.9
3.0
1.0
1000
2.2
3.7
1.3
1500
2.6
4.7
1.5
2000
2.8
5.4
1.8
4000
3.6
6.0
2.0
6000
4.0
6.9
2.3
8000
4.5
7.6
2.5
20000
6.1
10.0
3.3
source: Va SWCC
When considering riprap for surface stabilization, it is important to anticipate
visual impacts, including weed control, hazards from snakes and other animals,
F danger of slides and hazards to areas below steep riprap slopes, damage and
possible slides from children moving stones, and general safety.
Proper slope selection and surface preparation are essential for successful
long-term functioning of riprap. Adequate compaction of fill areas and proper
use of filter blankets are necessary.
Sequence of construction -Schedule disturbance of areas that require
riprap protection so that the placement of riprap can follow immediately after
grading. When riprap is used for outlet protection, place the riprap before or
in conjunction with the installation of the structure so that it is in place before
the first runoff event.
Design Criteria Gradation-Riprap should be a well -graded mixture with 50% by weight
larger than the specified design size. The diameter of the largest stone size
in such a mixture should be 1.5 times the d50 size with smaller sizes grading
down to 1 inch.
E The designer should determine the riprap size that will be stable for design
conditions. Having determined the design stone size, the designer should
select the size or sizes that equal or exceed that minimum size based on riprap
gradations commercially available in the area.
Thickness -Construction techniques, dimensions of the area to be protected,
size and gradation of the riprap, the frequency and duration of flow, difficulty
and cost of maintenance, and consequences of failure should be considered
when determining the thickness of riprap linings. The minimum thickness
should be 1.5 times the maximum stone diameter, but in no case less than 6
inches.
Quality of stone -Stone for riprap may consist of field stone or quarry stone.
The stone should be hard, angular, of such quality that it will not break down
IV
0
Figure 6.15b Riprap slope protection
(modified from VDH&T).
6„
filb
Table 6.15b
Sizes for Riprap and Erosion
Control Stone Specified by
the N.C. Department of
Transportation
Take care not to damage the cloth when placing riprap. If damage occurs 6.12
remove the riprap, and repair the sheet by adding another layer of filter material
with a minimum overlap of 12 inches around the damaged area. If extensive
damage is suspected, remove and replace the entire sheet. S
Where large stones are used or machine placement is difficult, a 4-inch layer
of fine gravel or sand may be needed to protect the filter cloth.
Stone placement -Placement of riprap should follow immediately after
placement of the filter. Place riprap so that it forms a dense, well -graded
mass of stone with a minimum of voids. The desired distribution of stones
throughout the mass may be obtained by selective loading at the quarry, and
controlled dumping during final placement. Place riprap to its full thickness
in one operation. Do not place riprap by dumping through chutes or other
methods that cause segregation of stone sizes. Take care not to dislodge the
underlying base or filter when placing the stones.
The toe of the riprap slope should be keyed to a stable foundation at its base
as shown in Figure 6.15b. The toe should be excavated to a depth about 1.5
times the design thickness of the riprap, and should extend horizontally from
the slope.
The finished slope should be free of pockets of small stone or clusters of large
stones. Hand placing may be necessary to achieve the proper distribution
of stone sizes to produce a relatively smooth, uniform surface. The finished
grade of the riprap should blend with the surrounding area. No overfall or
protrusion of riprap should be apparent.
�T
in
Maintenance In general, once a riprap installation has been properly designed and installed
it requires very little maintenance. Riprap should be inspected periodically for
scour or dislodged stones. Control of weed and brush growth may be needed
A in some locations.
References Runoff Conveyance Measures
6.31, Riprap-lined and Paved Channels
Practice Standards and Specifications
Riprap Erosion Control
Class Class Class Class
1 2 A B
5 to 200 lb 25 to 250 lb 2" to 6" 5" to 15"
30% shall
60% shall
weigh a
weigh a
minimum of 60
minimum of 100
Ibs each
lb each
No more than
No more than
10% tolerance
10% shall
5% shall weigh
top and bottom
weigh less than
less than 50 lb
sizes
15 lb each
each
Equally
Equally
distributed,
distributed,
no gradation
no gradation
specified
specified
source: North Carolina Aggregates Association
on exposure to water or weathering, and suitable in all other respects for the
purpose intended. The specific gravity of the individual stones should be at
least 2.5.
Size of stone -The sizes of stones used for riprap protection are determined
by purpose and specific site conditions.
• Slope stabilization-Riprap stone for slope stabilization, not subject to
flowing water or wave action, should be sized for stability for the proposed
grade. The gradient of the slope to be stabilized should be less than the
natural angle of repose of the stone selected. Angle of repose of riprap
stones may be estimated from Figure 6.15a.
Riprap used for surface stabilization of slopes does not add significant
resistance to sliding or slope failure, and should not be considered a
retaining wall. The inherent stability of the soil must be satisfactory
before riprap is used for surface stabilization. Slopes approaching 1.5:1
may require special stability analysis.
• Outlet protection -Design criteria for sizing stone, and determining the
dimensions of riprap pads at channel or conduit outlets are presented in
Practice 6.41, Outlet Stabilization Structure.
• Channel stabilization and streambank protection -Design criteria for
sizing stone for stability of channels are contained in Appendix 8.05.
Filter blanket -A filter blanket is a layer of material placed between the riprap
and the underlying soil to prevent soil movement into or through the riprap.
Practice Standards and Specifications
Definition Permanently stabilizing areas by laying a continuous cover of grass sod.
Purpose To prevent erosion and damage from sediment and runoff by stabilizing the
soil surface with permanent vegetation where specific goals might be:
• to provide immediate vegetative cover of critical areas,
• to stabilize disturbed areas with a suitable plant material that cannot be
established by seed, or
• to stabilize drainageways, channels, and other areas of concentrated flow
where flow velocities will not exceed that specified for a grass lining
(Appendix 8.05).
Conditions Where Disturbed areas which require immediate and permanent vegetative cover, or
Practice Applies where sodding is preferred to other means of grass establishment. Locations
p P particularly suited to stabilization with sod are:
• waterways and channels carrying intermittent flow at acceptable velocities
(Appendix 6.05),
• areas around drop inlets, when the drainage area has been stabilized
(Practice 6.53, Sod Drop Inlet Protection),
• residential or commercial lawns and golf courses where prompt use and
aesthetics are important, and
• steep critical areas.
Planning Quality turf can be established with either seed or sod; site preparation for the
Considerations two methods is similar. The practice of sodding for soil stabilization eliminates
both the seeding and mulching operations, and is a much more reliable method
of producing adequate cover and sediment control. However, compared to
seed, sod is more difficult to obtain, transport, and store.
Advantages of properly installed sod include:
• immediate erosion and dust control,
• nearly year-round establishment capability,
• less chance of failure than with seedings,
• freedom from weeds, and
• rapid stabilization of surfaces for traffic areas, channel linings, or critical
areas.
Sod can be laid during times ofthe year when seeded grasses may fail, provided
there is adequate water available for irrigation in the early weeks. Irrigation
is essential, at all times of the year, to install sod. It is initially more costly to
install sod than to plant seed. However, the higher cost may be justified for
specific applications where sod performs better than seed.
Mean Stone Size d5o, ft
1
43 ooti oo� 3 o01
41
39
m
W
aai 37
0 35
(D
0)
Q 33
31
Emilmim-M.=00111
�iil■%�s�II�■
MEMO
.1"M
�00
11111111111111101111
MIC-Ass�
IN
�
RTI
.
Mean Stone Size, d50, mm
Figure 6.15a Angle of repose for different rock shapes and sizes.
Adapted from: FH WA, HEC-15, pg. 49 - April 1988
X
A suitable filter may consist of a well -graded gravel or sand -gravel layer or a
synthetic filter fabric manufactured for this express purpose. The design of a
gravel filter blanket is based on the ratio of particle size in the overlying filter
material to that of the base material in accordance with the criteria below. The
designed gravel filter blanket may consist of several layers of increasingly
large particles from sand to erosion control stone.
A gravel filter blanket should have the following relationship for a stable
design:
d15 filter
8� <_5
d15 filter
5 1lJ 5 Uase <_ 40
d50 filter
5d� <_ 40
In these relationships, filter refers to the overlying material, and base refers
to the underlying material. These relationships must hold between the filter
material and the base material (soil foundation), and between the riprap and
the filter. More than one layer of filter material may be needed. Each layer of
filter material should be at least 6 inches thick.
In waterways and channels that carry concentrated flow, properly pegged sod is
preferable to seed because it provides immediate protection. Drop inlets placed
in areas to be grassed can be protected from sediment by placing permanent
sod strips around the inlet (Practice 6.53, Sod Drop Inlet Protection). Sod also
maintains the necessary grade around the inlet.
Because sod is composed of living plants that must receive adequate care, final
grading and soil preparation should be completed before sod is delivered. If
left rolled or stacked, heat can build up inside the sod, causing severe damage
and loss of costly plant material.
Specifications Choosing appropriate types of sod -The type of sod selected should be
composed of plants adapted to both the site and the intended purpose. In
North Carolina these are limited to Kentucky bluegrass, tall fescue, bluegrass -
tall fescue blends, fine -turf (hybrid) Bermudagrass, St. Augustinegrass,
centi ede rass and zo sia ass. Species selection is primarily determined
P g � Y >�' P p Y
by region, availability, and intended use (Table 6.12a). Availability varies
across the state and from year to year. New varieties are continually being
developed and tested. A complete and current listing of sod recommendations
can be obtained from suppliers or the State Agricultural Extension office. Sod
composed of a mixture of varieties may be preferred becuuse of its broader
range of adaptability.
Table 6.12a
Types of sod Available in
North Carolina
Region of
Varieties Adaptation
Cool Season Grasses:
Kentucky blugrass blend' Mountains
Tali fescue blend Adventure, Brookston, Mountains
Falcon, Finelawn, and Piedmont
Galway, Houndog,
Jaguar, Olympic, Rebel
Tall fescue/Kentucky Mountains
bluegrass and Piedmont
Warm Season Grasses:
Hybrid Bermudagrass
Vamont, Tifway, Tifway
Piedmont and
II & Tifgreen
Coastal Plain
Zoysiagrass
Emerald, Meyer
Piedmont and
Coastal Plain
Centipedegrass
No improved varieties
Piedmont and
Coastal Plain
St. Augustinegrass
Raleigh
Piedmont and
Coastal Plain
'A large number of varieties exist -consult suppliers
and your local
Agricultural Extension office for recommendations.
Practice Standards and Specifications
A synthetic filter fabric may be used with or in place of gravel filters. The
following particle size relationships should exist:
• Filter fabric covering a base with granular particles containing 50% or
less (by weight) of fine particles (less than U.S. Standard Sieve no. 200
[0.074mm]):
a• d85 base (mm)
>1
EOS* filter fabric
(mm)
b. total open area of filter should not exceed 36%.
• Filter fabric covering other soils:
a. EOS is no larger than U.S. Standard Sieve no. 70 (0.21mm),
b. total open area of filter should not exceed 10%.
*EOS - Equivalent opening size compared to a U.S. standard sieve size.
No filter fabric should have less than 4% open area, or an EOS less than U.S.
Standard Sieve No. 100 (0.15mm). The permeability of the fabric must be
greater than that of the soil. The fabric may be made of woven or nonwoven
monofilament yarns, and should meet the following minimum requirements:
• thickness 20 - 60 mils,
• grab strength 90 - 120 lb, and
• conform to ASTM D-1682 or ASTM D-177.
Filter blankets should always be provided where seepage is significant,
or where flow velocity and duration of flow or turbulence may cause the
underlying soil particles to move through the riprap.
Construction Subgrade preparation -Prepare the subgrade for riprap and filter to the
Specifications
required lines and grades shown on the plans. Compact any fill required in
the subgrade to a density approximating that of the surrounding undisturbed
material or overfill depressions with riprap. Remove brush, trees, stumps,
and other objectionable material. Cut the subgrade sufficiently deep that the
finished grade of the riprap will be at the elevation of the surrounding area.
Channels should be excavated sufficiently to allow placement of the riprap in
a manner such that the finished inside dimensions and grade of the riprap meet
design specifications.
Sand and gravel filter blanket -Place the filter blanket immediately after
the ground foundation is prepared. For gravel, spread filter stone in a uniform
layer to the specified depth. Where more than one layer of filter material is
used, spread the layers with minimal mixing.
Synthetic filter fabric -Place the cloth filter directly on the prepared
foundation. Overlap the edges by at least 12 inches, and space anchor pins
every 3 ft along the overlap. Bury the upstream end of the cloth a minimum of
12 inches below ground and where necessary, bury the lower end of the cloth
or over lap with the next section as required. See Figure 6.14a Page 6.14.6.
Practice Standards and Specifications
Quality of sod -Use only high -quality sod of known genetic origin, free of
noxious weeds, disease, and insect problems. It should appear healthy and
vigorous, and conform to the following specifications:
• Sod should be machine cut at a uniform depth of 1/2 - 2 inches (excluding
shoot growth and thatch).
• Sod should not have been cut in excessively wet or dry weather.
• Sections of sod should be a standard size as determined by the supplier,
uniform, and untorn.
• Sections of sod should be strong enough to support their own weight, and
retain their size and shape when lifted by one end.
• Harvest, delivery, and installation of sod should take place within a period
of 36 hours.
Soil preparation -Test soil to determine the exact requirements for lime and
fertilizer. Soil tests may be conducted by the State soil testing lab or a reputable
commercial laboratory. Information on free soil testing is available from the
Agronomic Division of the North Carolina Department of Agriculture or the
Agricultural Extension Service. Where sodding must be planned without soil
tests the following soil amendments may be sufficient:
• Pulverized agricultural limestone at a rate of 2 tons/acre (100 lb/1,000
ftz)
• Fertilizer at a rate of 1,000 lb/acre (25 lb/1,000 ftz) of 10-10-10 in fall or
5-10-10 in spring.
Equivalent nutrients may be applied with other fertilizer formulations. These
amendments should be spread evenly over the area, and incorporated into the
top 4-8 inches of soil by disking, harrowing, or other effective means. If
topsoil is applied, follow specifications given in Practice 6.04, Topsoiling.
Prior to laying sod, clear the soil surface of trash, debris, roots, branches,
stones, and clods larger than 2 inches in diameter. Fill or level low spots in
order to avoid standing water. Rake or harrow the site to achieve a smooth
and level final grade.
Complete soil preparation by rolling or cultipacking to firm the soil. Avoid
using heavy equipment on the area, particularly when the soil is wet, as this
may cause excessive compaction, and make it difficult for the sod to take
root.
Sod installation -A step-by-step procedure for installing sod is illustrated in
Figure 6.12a and described below.
1. Moistening the sod after it is unrolled helps maintain its viability. Store it
in the shade during installation.
2. Rake the soil surface to break the crust just before laying sod. During the
summer, lightly irrigate the soil, immediately before laying the sod to cool the
soil, reduce root burning, and dieback.
LOWE ENGINEERS, LLC
REG. #: P-1582
M
US Army Corps
of Engineers
10-09-19
I���II
O
w
0
�CDz
OU
w
H
U
�
00
rn
W 7
U
<
CD
0
N
J
Zco
(�
_
Q
wW
20
Qa0
Z00
0
0
m
}
m
m
Q
J00
��
0
m
UJ
Z
c�
Z
Y
-
cnaa3:wam
wi-n
W 2
Of Y_
2
D
N Z
0 _
0 cn
U
_
U)
co <
0
o�
U�o
Z W N
� _
CO U) g
W z_
W
z
7i
U U) CD
Z
U0
Z Of
�0>
W
EEQ
w
U)�
W
w
�j =
2 Y
OLLO
O
U)
Z 0
w W Q
0Oz
¢�0
O
O z
_0
U
?O
<
_F
z
g
J
-8
00
U)
w
OZ
z
06
O ~
0 J
J
_wL
H
� Z M
0
OOZ
Zw
J
O� CV
� O U_Z
00 w
O
0�O
U
OU)
Z
w
O
U)
O
Of
w
SHEET ID
CG511
UNCLASSIFIED//FOR OFFICIAL USE ONLY CORRECTED FINAL - NOT FOR CONSTRUCTION

G
F
E
1
0
2
Lay sod in a staggered
i pattern with strips butted
tightly against each other. A
�• ~'' t t,. ' `" �_ " sharpened mason's trowel can
• be used to tuck down the ends
and trim pieces.
Kati[ �—�Mw.�w �[��w►i��
Correct Butting —angled ends caused by the automatic
ML Incorrect
sod cutting must be matched correctly.
I � L�i
I 11
Roll sod immediately to Water to a depth of 4 " Mow when the sod is es -
achieve firm contact as soon as the sod is tablished (2-3 wks). Set
with the soil. laid, and continue the mower high (2-3").
watering as needed.
Figure 6.12a Proper installation of grass sod (modified from Va SWCC).
EL. 220.00'
3. Do not sod on gravel, frozen soils, or soils that have been treated recently
with sterilants or herbicides.
4. Lay the first row of sod in a straight line with subsequent rows placed
paralled to and butting tightly against each other. Stagger strips in a brick -like
pattern. Be sure that the sod is not streached or overlapped and that all joints
are butted tightly to prevent voids. Use a knife or sharp spade to trim and fit
irregularly shaped areas.
5. Install strips of sod with their longest dimension perpendicular to the
slope. On slopes 3:1 or greater, or wherever erosion may be a problem, secure
sod with pegs or staples.
6. As sodding of clearly defined areas is completed, roll sod to provide firm
contact between roots and soil.
7. After rolling, irrigate until the soil is wet 4 inches below the sod.
STORMWATER MANAGEMENT POND
SCALE: NTS
VEGETATED SIDE SLOPES
PLANT WITH NON -CLUMPING
TURF GRASS: TREES AND WOODY
SHELVES NOT ALLOWED- FRONT AND SACK
EMBANKMENT SLOPES REQUIRED TO BE
VEGETATED.
PRE-TREATMENT
GRAVEL VERGES, FILTER STRIPS,
GRASSED SWALES OR FOREBAYS
REQUIRED TO SETTLE SEDIMENT AND
PREVENT EROSION.
RISER PROTECTION
TRASH RACIVSCREEN OR
OTHER DEVICE REQUIRED
----------TEMPORARYPOOL
rd
UNCLASSIFIED//FOR OFFICIAL USE ONLY
1 5 6
Practice Standards and Specifications
8. Keep sodded areas moist to a depth of 4 inches until the grass takes root.
This can be determined by gently tugging on the sod —resistance indicates
that rooting has occurred.
9. Mowing should not be attempted until the sod is firmly rooted, usually 2-3
weeks.
Sodded waterways —Sod provides a resilient channel lining, providing
immediate protection from concentrated runoff and eliminating the need for
installing mats or mulch. The following points apply to the use of sod in
waterways:
1. Prepare the soil as described in Practice 6.30, Grass -lined Channels. The
sod type must be able to withstand the velocity of flow specified in the channel
design (Appendix 8.05).
2. Lay sod strips perpendicular to the direction of flow, with the lateral joints
staggered in a brick -like pattern. Edges should butt tightly together (Figure
6.12b).
Flow
Lay sod across the
'�-w,,,•• direction of flow.
T
Use pegs or stables to fasten sod firmly at the 6-1 0
ends of strips and in the center, or every 3-4'
if the strips are long. When ready to mow,
drive pegs or staples flush with the ground.Pe" or
f
i f staple ,i
U,.._ M M •ya
-... „A- At —. .
In critical areas, secure
..,. `""`` •�� sod with netting and
staples.
Figure 6.12b Installation of sod in waterways (modified from Va SWCC).
Practice Standards and Specifications
6.65I
=10
EMBANKMENT
MINIMUM WIDTH:10 FT FOR
MAI NTENANCE ACCESS Definition
Porous barriers installed inside a temporary sediment trap, skimmer basin, or
sediment basin to reduce the velocity and turbulence of the water flowing
EMERGENCY SPILLWAY
through the measure, and to facilitate the settling of sediment from the water
before discharge.
EL. 224.00' Purpose
Sediment traps and basins are designed to temporarily pool runoff water to
EL. 223.00'
allow sediment to settle before the water is discharged. Unfortunately, they
are usually not very efficient due to high turbulence and "short-circuiting"
EL. 222.92'
flows which take runoff quickly to the outlet with little interaction with most
of the basin. Porous baffles improve the rate of sediment retention by distributing
\
the flow and reducing turbulence. This process can improve sediment retention.
Conditions Where
This practice should be used in any temporary sediment trap, skimmer basin,
Practice Applies
or temporary sediment basin.
Planning
Porous baffles effectively spread the flow across the entire width of a sediment
Considerations
basin or trap. Water flows through the baffle material, but is slowed sufficiently
to back up the flow, causing it to spread across the entire width of the baffle
(Figure 6.65a).
ST RO M W AT E R MANAGEMENT POND RISER Spreading the flow in this manner utilizes the full cross section of the basin
SCALE: NTS
3.0'
SQUARE
TRASH RACK (REQUIRED)
1114 \\\
3" X 1" ORIFICE
EL. 220.00'
SMALL PERMANENT POOL
TO REDUCE CLOGGING OF
THE ORIFICE
2.0'
i
OUTLET PIPE
EL. 219.50' — —
ANTI -SEEP MEASURES ARE
r.. RECOMMENDED
EL. 222.92'
18" RCP
which in turn reduces flow rates or velocity as much as possible. In addition,
the turbulence is also greatly reduced. This combination increases sediment
deposition and retention and also decreases the particle size of sediment captured.
The installation should be similar to a sediment fence (Figure 6.65b). The fabric
should be 700 g/mz coir erosion blanket (Figure 6.65c) or equal. A support wire
across the top will help prevent excessive sagging if the material is attached to it
with appropriate ties.
7
Table 6.12b
Characteristics of the Principal Lawn Grasses Grown as Sod in North Carolina
Species or Mixture
Adaptation
Maintenance
Annual
Mowing
Mowing
Shade
Heat
Cold
Drought
Wear
Fertilizer
Height
Frequency
z
(lb N/1000 ft)
(in.)
Kentucky bluegrass
good
fair
good
good
good
2.5-4
2
med.
Kentucky bluegrass/
good
good
good
good
good
2.5-3
3
high
Tall fescue
Tall fescue
good
good
good
good
good
2.5-3.5
3
high
Hybrid Bermudagrass
poor
good
poor
excel.
excel.
5-6
1
high
Centipedegrass
fair
good
poor
good
poor
0.5
1
low
St. Augustinegrass
good
good
poor
good
poor
2.5
2-3
med.
Zoysiagrass
fair
good
fair
excel.
good
1.5
1
high
Adapted from Carolina
Lawns, NCAES
Bulletin no.
AG-69.
c� a
E
U L
%A
c 0
a
Ln Ln
ri
U �
i 4
LZ
Ln
sv
Ln
3. After rolling or tamping to create a firm contact, peg or staple individual sod
strips to resist washout during establishment. Jute or other netting material may
be pegged over the sod for extra protection on critical areas.
Maintenance After the first week, water as necessary to maintain adequate moisture in the
root zone and prevent dormancy of the sod.
Do not remove more than one-third of the shoot in any mowing. Grass height
should be maintained between 2 and 3 inches unless otherwise specified.
After the first growing season, established sod requires fertilization, and may
also require lime. Follow soil test recommendations when possible, or use the
rates in Table 6.12b.
References Site Preparation
6.04, Topsoiling
Surface Stabilization
6.11, Permanent Seeding
Runoff Conveyance Measures
6.30, Grass -lined Channels
Inlet Protection
6.53, Sod Drop Inlet Protection
Appendices
8.02, Vegetation Tables
8.05, Design of Stable Channels and Diversions
a aV
d
Q
Ln
ri
r�
Practice Standards and Specifications
�
'ra
L
\
cu
a
ar
- a
-0 o
❑
Lu
-{3
N
� �
0
En
Q]
N
N
0
U
N
7
o
3
0
F_ t
c� CD
�C:
E
rn C
os ay
0
co
En
o Cc
a `�
♦� L
L[7 7
C w� 0
as w
L
CID _0
8 I 9 I 10
BIO RETENTION CELL
SCALE: NTS
all •al ro '
Af -7
21NI'HR
- SAND MEDIA SHOULD BE ASTM C33, AASHTO M 6/M
80, ASTM C330, AASHTO M195, OR EQUIVALENT
SOIL MEDIA SHOULD BE SENT TO AN NC DEPT. OF
AGRICULTURE LAB (OR ANOTHER REPUTABLE LAB)
FOR ANALYSIS OF THE PHOSPHORUS INDEX
(P-INDEX). SOIL MEDIA WITH P-INDICES EXCEEDING
50 ARE NOT TO BE USED.
TOP/EMBANKMENT
EL. 231.0'
3.0'
SQUARE
WEIR EL. 230.33'
TWO "OPEN" SIDES
"Y FOR TOTAL WEIR
LENGTH OF 4'
INV. EL. 226.50'
18" RCP
'TH, 1 9 eW
THEPLUMNIG
ilkowl
S1lR�AGE
le��:>�P13J1�1Fs�l�Tfl£ �f�f�ETEi�I.�l[ildl^�1`lr
Practice Standards and Specifications
Baffles need to be installed correctly in order to fully provide their benefits.
Refer to Figure 6.65b and the following key points:
• The baffle material needs to be secured at the bottom and sides using
staples.
• Most of the sediment will accumulate in the first bay, so this should be
readily accessible for maintenance.
Drape baft rmaUrial overvAre strand and
securewith pias icties at plum and on wire awry 12w
9 Gauge miff High _.OAK -
Tens WlreStrand UTNr
Shall MSecurel
To PostTo Spy
Baffle Material
Bale Trial
I'the temporary sediment basin will be
:onv rted to a permanent sstormwater basin
e!f ,greater depth, the baffle height should be
>ased on the pool depth during use as a
arnporary sedinvint base
Ae:Install three (3) coir fiber battles in basins
drainage outlets with a spadingof 114 the
isin lengft Twra (2)coirfibei baftlescan be
italled In the basins less than 20 ft- In kmg1h
th a spring of V3 the buln length.
Extend 9 gauge wkete (basin side or insItalIT-postto andwr
baffieto side of basin and secure to vertical Most
4' Max,
rR�•wdy P•4
ii aiiii ii •i ........ i••a ii iii in'K[." r'i
�! !�nn.nnu.[mu.....NN mii; 51
19 Gauge:
Landmong apl+e
I
I
I
I I
I I
"'% 4 Sty Past
2 -( Depth
I_ �
8aMel �rialshoul-d securedto hebottom
Af)d :idu of-ba si a using '12B landse" staples
Figure 6.65b Coir Fiber Baffle Detail
Cross section of a porous baffle in a sediment basin.
US Army Corps
of Engineers'
10-09-19
O
LU
0
0CDz
OU
w
H
U
�
00
rn
W
N
<
LU
U
D N
J
Z
OU
(�
S2 o
_
U)�
U �
Q
ww
20
Q00
Z°0
0
0
m
}
m
m
0
J00
lip
0
m
C
LUc�
ILL]
Z
Z
-
W 2i
O Y
2
2i::)
N Z
0 =0
cnU
=cnH
co<
0
o�
U�o
Z W N
zILL]
U)Q
z_
W
7
U O7 CD
Z
U�
ZOO
W
Q
cwU)>
W
U_
�j =
Y
OLLO
o
0-
OZ
QtnO
0_
o
z
o
U
z0
Q
J
rn
U)
LU
OZ
z -
°6
o
L J
J
_�L
0� Z M
LU
OOZ
Z�w
J
D' CV
0�
�o L`
z
m ,�
O
�O
U'
U
o
z
LL
0
l//••��
a/ J
O
LU
SHEET ID
UNCLASSIFIED//FOR OFFICIAL USE ONLY
LOWE ENGINEERS, LLC.
REG. #: P-1582
CG512
CORRECTED FINAL - NOT FOR CONSTRUCTION

1 2 3 4 I UNCLASSIFIEDHFOR�OFFICIAL USE ONLY
7 1 8 1 9 1 10
G
F
E
Practice Standards and Specifications Practice Standards and Specifications
r
t
Figure 6.65d Close-up of a porous baffle.
Figure 6.65c Example of porous baffles made of
700 g/m2 coir erosion blanket as viewed from the
outlet.
Design Criteria The temporary sedimenttrap ortemporary sedimentbasin should be sized
using the appropriate design criteria.
The percent of surface area for each section of the baffle is as follows:
• inlet zone: 25%
• first cell: 25%
• second cell: 25%
• outlet zone: 25%
Baffle spacing in future permanent stormwater basins is beyond forebay.
Be sure to construct baffles up the sides of the trap or basin banks so water does
not flow around the structures. Most of the sediment will be captured in the inlet
zone. Smaller particle size sediments are captured in the latter cells. Be sure to
maintain access to the trap for maintenance and sediment removal.
The design life of the fabric is 6-12 months, but may need to be replaced more
often if damaged or clogged.
0
PVC End
Cap
v �
4
PVC Tee
u
The costs of using a skimmer system are similar, or occasionally less, than
a conventional rock outlet or perforated riser. However, the basin is more
efficient in removing sediment. Another advantage of the skimmer is that it
can be reused on future projects. The main disadvantage of the skimmer is
that it does require frequent maintenance, primarily in removing debris from
the inlet.
A skimmer must dewater the basin from the top of the water surface. The rate
of dewatering must be controlled. A dewatering time of 2-5 days is required.
Any skimmer design that dewaters from the surface at a controlled rate
is acceptable.
Arm Assembly
PVC Elbow
l PVC End
Cap
PVC Pipe
_Ho Holes --in
Underside Flexible
Hose
END VIEW
"C' Enclosure
Water Entry
Unit
PVC Vent
Pipe
Schedule 40�
PVC Pipe 4 r�
a v
b _ .
Schedule 40
PVC Pipe
PVC Tee Orifice
Plate
Bottom Surface
FRONT VIEW
Figure 6.64a Schematic of a skimmer, from Pennsylvania Erosion and Sediment Pollution Control Manual,
March, 2000.
Construction MATERIALS
Specifications 1. Use matting made of 100% coconut fiber (coir) twine woven into high
strength matrix with the properties shown in Table 6.65a.
2. Staples should be made of 0.125 inch diameter new steel wire formed into a
`U' shape not less than 12 inches in length with a throat of 1 inch in width. The
staples anchor the porous baffles into the sides and bottom of the basin.
3. Ensure that steel posts for porous baffles are of a sufficient height to support
baffles at desired height. Posts should be approximately 1-3/8" wide measured
parallel to the fence, and have a minimum weight of 1.25 lb/linear ft. The posts
must be equipped with an anchor plate having a minimum area of 14.0 square
inches and be of the self -fastener angle steel type to have a means of retaining
wire and coir fiber mat in the desired position without displacement.
4. Use 9-gauge high tension wire for support wire.
Table 6.65a Specifications
for Porous Baffle Material
Coir Fiber Baffle Material Property Requirements
Thickness
0.30 in. minimum
Tensile Strength (Wet)
900 x 680 lb/ft minimum
Elongation (Wet)
69% x 34% maximum
Flow Velocity
10-12 ft/sec
Weight
20 oz/SY 680 /m2 minimum
Minimum Width
6.5 feet
Open Area
50% maximum
CONSTRUCTION
1. Grade the basin so that the bottom is level front to back and side to side.
2. Install the coir fiber baffles immediately upon excavation of the basins.
3. Install posts across the width of the sediment trap (Practice 6.62, Sediment
Fence).
4. Steel posts should be driven to a depth of 24 inches and spaced a maximum of
4 feet apart. The top of the fabric should be a minimum of 6 inches higher than
the invert of the spillway. Tops of baffles should be a minimum of 2 inches lower
than the top of the earthen embankment.
5. Install at least three rows of baffles between the inlet and outlet discharge
point. Basins less than 20 feet in length may use 2 baffles.
6. Attach a 9 gauge high tension wire strand to the steel posts at a height of 6
inches above the spillway elevation with plastic ties or wire fasteners to prevent
sagging. If the temporary sediment basin will be converted to a permanent
stormwater basin of a greater depth, the baffle height should be based on the pool
depth during use as a temporary sediment basin.
Practice Standards and Specifications
SKIMMER ORIFICE DIAMETER
The orifice of a skimmer should be selected in order to achieve the desired
dewatering time. Three days is probably the optimal length of time for temporary
sediment controls. It allows longer settling time for suspended solids remaining
in the basin after a storm event, while dewatering the basin in less time than
the average interval between rainfall events. Design criteria for permanent
stormwater detention basins in the Division of Water Quality Stormwater BMP
Manual require 2-5 days for dewatering.
Procedure
First determine the desired dewatering time in days (td) and the volume (V) of
water to be released in that time period. Dividing the volume in cubic feet by the
dewatering time in days gives a flow rate Qd in cubic feet per day.
Qd = V / td (ft3/day)
Next determine the head on the skimmer orifice. Table 6.64a has the values for
various sizes of the Faircloth skimmer.
Table 6.64a Head on orifice of various skimmer sizes
Skimmer Size (in.)
Head on Orifice (ft.)
1.5
0.125
2
0.167
2.5
0.208
3
0.25
4
0.333
5
0.333
6
1 0.417
8
0.5
The desired orifice diameter (D) in inches can now be calculated using the
equation
D = Qd /(2310 * V H) (inches)
Example: Select a skimmer that will dewater a 20,000 ft' skimmer basin in 3
days.
1. Qd = V / td (ft3/day) = 20,000 ft3 / 3 days = 6670 (ft3/day).
2. Try a 4 inch skimmer, with H = 0.333 ft. (Table 6.64a)
3. D = Qd /(2310 * N H) (in.) = 6670 ft'/day /(2310 * OV 333 ft.) (in.)
= 2.24 inches (Use 2'/4 inches)
Maintenance
References
Practice Standards and Specifications Practice Standards and Specifications
7. Extend 9 gauge minimum high tension wire strand to side of basin or install
steel T-posts to anchor baffle to side of basin and secure to vertical end posts as
shown in Figure 6.65b.
8. Drape the coin fiber mat over the wire strand mounted at a height of 6 inches
above the spillway elevation. Secure the coir fiber mat to the wire strand with
plastic ties or wire fasteners. Anchor the matting to the sides and floor of the
basin with 12 inch wire staples, approximately 1 ft apart, along the bottom and
side slopes of the basin.
9. Do not splice the fabric, but use a continuous piece across the basin
10. Adjustments may be required in the stapling requirements to fit individual
site conditions.
Inspect baffles at least once a week and after each rainfall. Make any required
repairs immediately.
Be sure to maintain access to the baffles. Should the fabric of a baffle collapse,
tear, decompose, or become ineffective, replace it promptly.
Remove sediment deposits when it reaches half full, to provide adequate
storage volume for the next rain and to reduce pressure on the baffles.
Take care to avoid damaging the baffles during cleanout, and replace if damaged
during cleanout operations. Sediment depth should never exceed half the
designed storage depth.
After the contributing drainage area has been properly stabilized, remove all
baffle materials and unstable sediment deposits, bring the area to grade, and
stabilize it.
Sediment Traps and Barriers
6.60, Temporary Sediment Trap
6.61, Sediment Basins
6.62, Sediment Fence
6.64, Skimmer Sediment Basin
McLaughlin, Richard, "Soil Facts: Baffles to Improve Sediment Basins."
N.C. State University Cooperative Extension Service Fact Sheet AGW-
439-59, 2005.
North Carolina Department of Transportation Erosion and Sedimentation
Control Special Provisions
Sullivan, Brian. City of High Point Erosion Control Specifications.
Thaxton, C. S., J. Calantoni, and R. A. McLaughlin. 2004.
Hydrodynamic assessment of various types of baffles in a sediment detention
pond. Transactions of the ASAE. Vol. 47(3): 741-749.
The desired dewatering time can also be achieved by adjusting the skimmer
size and orifice diameter using the spreadsheet entitled "Sediment Control
Measures", which is available at http://portal.ncdenr.org/web/Ir/links
Figure 6.64b Example Excel Spreadsheet
Skimmer Size (inches)
Head on Skimmer (feet)
Orifice Size (1/4 in increment)
Dewatering Time (days)
Skimincr Size
Bead un Skimine
{Inelics)
(Feet)
l.5
0.125
2
0.167
2.5
0.208
3
0.25
4
0.333
5
0.33:3
6
0.417
8
0.1
Adapted from training materials developed by Albert IL Jarrett, Ph.D.
for Erosion and Sediment Control/Stormwater Certification for NC
DOT Projects Level IIIA and IIIB, N.C. State University, Department of
Biological and Agricultural Engineering, 2007.
6.64
N&I =1 1 -.10
Definition
An earthen embankment suitably located to capture runoff, with a trapezoidal
spillway lined with an impermeable geotextile or laminated plastic membrane,
and equipped with a floating skimmer for dewatering.
Purpose
Sediment basins are designed to provide an area for runoff to pool and settle
out a portion of the sediment carried down gradient. Past designs used a
perforated riser for dewatering, which allowed water to leave the basin from
all depths. One way to improve the sediment capture rate is to have an outlet
which dewaters the basin from the top of the water column where the water
is cleanest. A skimmer is probably the most common method to dewater a
sediment basin from the surface. The basic concept is that the skimmer does
not dewater the basin as fast as runoff enters it, but instead allows the basin
to fill and then slowly drain over hours or days. This process has two effects.
First, the sediment in the runoff has more time to settle out prior to discharge.
Second, a pool of water forms early in a storm event and this further increases
sedimentation rates in the basin. Many of the storms will produce more
volume than the typical sediment basin capacity and flow rates in excess of
the skimmer capability, resulting in flow over the emergency spillway. This
water is also coming from the top of the water column and has thereby been
"treated" to remove sediment as much as possible. (Adapted from SoilFacts:
Dewatering Sediment Basins Using Surface Outlets. N. C. State University,
Soil Science Department.)
Conditions Where
Skimmer sediment basins are needed where drainage areas are too large
Practice Applies
for temporary sediment traps. Do not locate the skimmer sediment basin in
intermittent or perennial streams.
Planning
Select locations for skimmer basins during initial site evaluation. Install
Considerations
skimmer sediment basins before any site grading takes place within the
drainage area.
Select skimmer sediment basin sites to capture sediment from all areas that are
not treated adequately by other sediment control measures. Always consider
access for cleanout and disposal of the trapped sediment. Locations where
a pond can be formed by constructing a low dam across a natural swale are
generally preferred to sites that require excavation. Where practical, divert
sediment -free runoff away from the basin.
A skimmer is a sedimentation basin dewatering control device that withdraws
water from the basin's water surface, thus removing the highest quality water
for delivery to the uncontrolled environment. A skimmer is shown in Figure
6.64a. By properly sizing the skimmer's control orifice, the skimmer can be
made to dewater a design hydrologic event in a prescribed period. Because the
spillway is actually used relatively frequently, it should be carefully stabilized
using geotextiles, or rock if necessary, that can withstand the expected flows.
The spillway should be placed as far from the inlet of the basin as possible to
maximize sedimentation before discharge. The spillway should be located in
natural groundcover to the greatest extent possible
Calculate Skimmer Size for Faircloth SkimmeroD
Basin Volume in Cubic Feet �Cuf-t Skimmer Size 1.5 Inch
Days to Drain' �Dae� crititie lka, iu5 0.7 Incttjes}
00ve Olafmtef 1r6 Inr.N(P i)
' rl4� 3'.- mmav n�c- ak-it i1r¢eskrareifc . 11"cisar7Ya►J-wtwiwrbesup i i
Practice Standards and Specifications
Design Criteria Summary: Skimmer Sediment Basin
Primary Spillway: Trapezoidal spillway with impermeable
membrane
Maximum Drainage Area: 10 acres
Minimum Volume: 1800 cubic feet per acre of disturbed area
Minimum Surface Area: 325 square feet per cfs of Qlo peak inflow
Minimum L/W Ratio: 2:1
Maximum L/W Ratio: 6:1
Minimum Depth: 2 feet
Dewatering Mechanism: Skimmer
Minimum Dewatering Time: 2 days
Baffles Required: 3 baffles*
(*Note: Basins less than 20 feet in length may use 2 baffles.)
Drainage areas -Limit drainage areas to 10 acres.
Design basin life -Ensure a design basin life of 3 years or less.
Dam height -Limit dam height to 5 feet.
Basin locations -Select areas that:
• Provide capacity for storage of sediment from as much of the planned
disturbed area as practical;
• Exclude runoff from undisturbed areas where practical;
• Provide access for sediment removal throughout the life of the project;
• Interfere minimally with construction activities.
Basin shape -Ensure that the flow length to basin width ratio is at least 2:1
to improve trapping efficiency. Length is measured at the elevation of the
principal spillway.
Storage volume -Ensure that the sediment storage volume of the basin, as
measured to the elevation of the crest of the principal spillway, is at least
1,800 cubic feet per acre for the disturbed area draining into the basin (1,800
cubic feet is equivalent to half an inch of sediment per acre of basin disturbed
area).
Remove sediment from the basin when approximately one-half of the storage
volume has been filled.
Spillway capacity -The spillway system must carry the peak runoff from
the 10-year storm with a minimum 1 foot of freeboard in the spillway. Base
runoff computations on the disturbed soil cover conditions expected during
the effective life of the structure.
Sediment cleanout elevation -Determine the elevation at which the invert of
the basin would be half -full. This elevation should also be marked in the field
with a permanent stake set at this ground elevation (not the top of the stake).
M
US Army Corps
of Engineers
10-09-19
I���II
o
w
Q
OU
Li�CDz
U
�
00
0 0-)
w �
1.-
7) 2<
04
w
U
N
-0
J
Z
Q
_
S
Q
ww
20
<Co
Z00
0
0
m
}
m
J00
Lu
m
Q
Lu
UJ
Z
c�
Z
Y
H
-
cnQ¢
wam
Lu
w o
of Y
2
2i
D 2i
NZ
Q =Q
cnU
=cnH
co<
0
o�
U�o
Z w N
o'
z
COU) g
w z_
w
-
U � C�
Z
U
� ZOO
W
irQ
w >
o7�
W
u-
�j =
��
2 Y
OLLO
O
U)
Z 0
w wQ
00Z
¢�0
O
O z
_0
C)
?O
F
Q
J
-8
.110
T_
W
H
z
O
}
Z
O ~
°6
0 J
U Q 0
J
cn N
0")0QZ
�p
Z o-
J
OWN
O
�O w
Z
�o
O
OU)
U
Z
U_
O
0
O
0Y
u1
SHEET ID
UNCLASSIFIED//FOR OFFICIAL USE ONLY
LOWE ENGINEERS, LLC
REG. #: P-1582
CG513
CORRECTED FINAL - NOT FOR CONSTRUCTION

UNCLASSIFIED//FOR OFFICIAL USE ONLY
UNCLASSIFIED//FOR OFFICIAL USE ONLY CORRECTED FINAL - NOT FOR CONSTRUCTION

1
2
3 4 UNCLASSIFIED/FORIOFFICIAL USE ONLY
7 1 8 1 9
10
G
F
E
I
10
IV
F1
FORT BRAGG TRAFF
THE CONTRACTOR SHALL MAINTAIN TRAFFIC DURING CONSTRUCTION AND
PROVIDE, INSTALL, AND MAINTAIN ALL TRAFFIC CONTROL DEVICES IN
ACCORDANCE WITH THESE PROJECT GUIDELINES. THE PROJECT SPECIAL
PROVISIONS, NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
STANDARD DRAWINGS, STANDA d SPECIFIC TIDNS FOR ROADS ANd
S.TRU=LIRFS 20_ 1=1ffi0N, AND THE CURRENT EDITION OF THE MANUAI
OF UNIFORM TRAFFIC CONTROL-DEMGES (MUTCD). THE CONTRACTOR
SHALL UTILIZE COMPLETE AND PROPER TRAFFIC CONTROLS AND TRAFFIC
CONTROL DEVICES DURING ALL OPERATIONS. ALL TRAFFIC CONTROL AND
TRAFFIC CONTROL DEVICES REQUIRED FOR ANY OPERATION SHALL BE
FUNCTIONAL AND IN PLACE PRIOR TO THE COMMENCEMENT OF THAT
OPERATION, SIGNS FOR TEMPORARY OPERATIONS SHALL BE REMOVED
DURING PERIODS OF INACTIVITY, THE CONTRACTOR IS REQUIRED TO
LEAVE THE PROJECT IN A MANNER THAT WILL BE SAFE TO THE TRAVELING
PUBLIC AND WHICH WILL NOT IMPEDE MOTORISTS.TRAFFIC MOVEMENTS
THROUGH LANE CLOSURES ON ROADS WITH TWO WAY TRAFFIC SHALL
BE CONTROLLED BY FLAGGERS STATIONED AT EACH END OF THE WORK
ZONE, IN SITUATIONS WHERE SIGHT DISTANCE IS LIMITED, THE CONTRACTOR
SHALL PROVIDE ADDITIONAL MEANS OF CONTROLLING TRAFFIC,
INCLUDING, BUT NOT LIMITED TO, TWO-WAY RADIOS, PILOT VEHICLES, OR
ADDITIONAL FLAGGERS, FLAGGERS SHALL BE COMPETENT PERSONNEL,
ADEQUATELY TRAINED IN FLAGGING PROCEDURES, AND FURNISHED WITH
PROPER SAFETY DEVICES AND EQUIPMENT, INCLUDING, BUT NOT LIMITED
TO, SAFETY VESTS AND STOP/SLOW PADDLES, ALL PERSONNEL WHEN
WORKING IN TRAFFIC AREAS OR AREAS IN CLOSE PROXIMITY TO TRAFFIC
SHALL WEAR AN APPROVED SAFETY VEST, OR SHIRT OR JACKET WHICH
MEETS THE COLOR REQUIREMENTS OF THE MANUAL OF UNIFORM TRAFFIC
CONTROL DEVICES {MUTCD},THE CONTRACTOR SHALL COMPLY WITH ALL
APPLICABLE FEDERAL, STATE, AND LOCAL LAWS, ORDINANCES, AND
REGULATIONS GOVERNING SAFETY, HEALTH, AND SANITATION, AND SHALL
PROVIDE ALL SAFEGUARDS, SAFETY DEVICES, AND PROTECTIVE EQUIPMENT.
AND SHALL TAKE ANY OTHER NEEDED ACTIONS, ON THEIR OWN RESPONSIBILITY
THAT ARE REASONABLY NECESSARY TO PROTECT THE LIFE AND HEALTH OF
EMPLOYEES ON THE JOB AND THE SAFETY OF THE PUBLIC, AND TO PROTECT
PROPERTY IN CONNECTION WITH THE PERFORMANCE OF THE WORK
COVERED BY THE CONTRACT, WORK ON ANY ROADWAY, PARKING LOT OR
EXPOSED TRAFFIC MOVEMENT AREA MAY REQUIRE A TRAFFIC CONTROL PLAN,
THE PLAN SHALL INCORPORATE THE APPLICABLE MUTCD AND NCDOT
STANDARDS AND SEALED BY A PROFESSIONAL TRAFFIC ENGINEER LICENSED
IN THE STATE OF NORTH CAROLINA. A DEVIATION FROM THIS DIRECTIVE.
REQUIRING A SEALED TRAFFIC CONTROL PLAN CAN BE MADE BASED ON
EMERGENCY, SAFETY AND ROADWAY CONDITIONS BY THE FORT BRAGG - DPW
CIVIL AND OR TRAFFIC ENGINEER. DEPENDING ON THE STREET AFFECTED, THE
FORT BRAGG CIVIL AND OR TRAFFIC ENGINEERS AT DPW REQUIRE A THIRTY.
FOURTEEN, OR TEN DAY (WORKING DAYS) NOTICE TO BEGIN
WORK FOR SECURITY AND INTER -AGENCY APPROVALS (SEE GI102 FOR NOTICE
REQUIREMENTS), EXCEPTIONS TO THE SCHEDULE MAY BE GRANTED FOR
EMERGENCY SITUATIONS. AN APPROVED TRAFFIC CONTROL PLAN BY DPW BUT
NOT SUBMITTED FOR AN APPROVED WORK START DATE MAY BE CONSIDERED
NULL AND VOID AFTER SIXTY CALENDAR DAYS OF THE PLAN APPROVAL DATE IF
NO ACTION IS TAKEN TO INITIATE THE WORK.THE CONTRACTOR SHALL PROVIDE
WRITTEN NOTICE TO THE FORT BRAGG CIVIL AND OR TRAFFIC ENGINEER AT THE
START AND PROJECTED COMPLETION DATE TO THIS WORK_ ANY DEVIATION FOR
THIS SCHEDULE SHALL BE APPROVED BY THE FORT BRAGG CIVIL AND OR TRAFFIC
ENGINEER, OPEN CUTS ON ASPHALT ROADWAYS WILL REQUIRE FULL DEPTH
PATCHING WITH APPLICABLE BASE, FULL DEPTH PATCHING WITH ASPHALT
CONCRETE SURFACE COURSE TYPE SF9.5A IN 2 INCH LIFTS IF APPLICABLE,
THE SAME DAY, THE WORK SHALL ALSO COMPLY WITH NCDOT STANDARD
ROADWAY REPAIR AND PATCHING POLICIES AND TECHNIQUES. NO MATERIAL
STORAGE SHALL BE ALLOWED ALONG THE SHOULDERS OF THE ROADWAY,
PARKING LOTS OR AREAS WITH ACTIVE TRAFFIC DURING NON -WORKING
HOURS. EQUIPMENT SHALL BE PARKED AWAY FROM ACTIVE TRAFFIC AREAS
AND SHALL BE PROPERLY BARRICADED TO PREVENT EQUIPMENT OBSTRUCTION
WITHIN THE CLEAR RECOVERY AREA. THE CONTRACTOR SHALL COMPLY WITH
ALL OSHA REQUIREMENTS AND PROVIDE A COMPETENT PERSON ON SITE TO
SUPERVISE ALL PHASES OF THIS TYPE OF 11VORK.THE CONTRACTOR SHALL
COMPLY WITH ALL FEDERAL, Si ATE, AN FORT BRAGG ENVIRONMENTAL
REGULATIONS AND SHALL OBTAIN ALL NECESSARY FEDERAL, STATE, AND
FORT BRAGG ENVIRONMENTAL PERMITS, INCLUDING BUT NOT LIMITED TO,
THOSE RELATED TO SEDIMENT CONTROL, STORM WATER, WETLAND. STREAMS,
ENDANGERED SPECIES AND HISTORICAL SITES.THE FORT BRAGG DIRECTORATE
OF PUBLIC WORKS SHALL BE NOTIFIED PRIOR TO BEGINNING WORK THAT
AFFECTS PERMANENT TRAFFIC CONTROL DEVICES. THE CONTRACTOR SHALL
BE RESPONSIBLE TO RELOCATE, MODIFY, REPAIR OR REPLACE TRAFFIC SIGNALS
AND COMPONENT EQUIPMENT, TRAFFIC SIGNS AND PAVEMENT MARKINGS IN
COMPLIANCE NTH NCOOT CURRENT EQUIPMENT AND STANDARDS WHERE
APPLICABLE. THE CONTRACTOR MAY BE REQUIRED TO INSTALL TEMPORARY
TRAFFIC SIGNALS, PAVEMENT MARKINGS, RAISED PAVEMENT MARKERS AND
SIGNING TO ACCOMPLISH THE WORK, THESE TASKS SHALL BE NOTED IN THE
APPROVED TRAFFIC CONTROL PLAN,IT SHALL BE THE RESPONSIBILITY OF THE
CONTRACTOR TO DETERMINE THE LOCATION OF THE OTHER UTILITIES WITHIN
THE WORK ZONE AREA. THIS SHALL ALSO INCLUDE THE LOCATION OF THE WATER.
SEINER AND DRAINAGE SYSTEMS. THE CONTRACTOR SHALL BE RESPONSIBLE
FOR NOTIFYING OTHER UTILITY OWNERS AND PROVIDING PROTECTION AND
SAFEGUARDS TO PREVENT DAMAGE OR INTERRUPTIONS TO EXISTING FACILITIES
AND TO MAINTAIN ACCESSIBILITY TO THE EXISTING UTILITIES, THE CONTRACTOR
SHALL BE RESPONSIBLE FOR THE REPAIR OR REPLACEMENT OF THESE UTILITIES
BECAUSE OF HIS WORK. ALL PIPE REPAIR WORK SHALL BE IN COMPLIANCE WITH
THE NCDOT STANDARD DRAWINGS AND SPECIFICATIONS, CURRENT EDITION,
EXCAVATED AREA ADJACENT TO PAVEMENT OR ACTIVE TRAFFIC AREAS HAVING
MORE THAN A 2 INCH DROP SHALL BE SHAPED UP AT A 6:1 OR FLATTER SLOPE AND
DESIGNATED BY APPROPRIATE DELINEATION DURING PERIODS OF INACTIVITY,
INCLUDING, BUT NOT LIMITED TO, NIGHT AND WEEKEND HOURS. PRE --CAST
CONCRETE MANHOLES, CATCH BASINS; OR DRAINAGE STRUCTURES SHALL BE
THE TYPE PRE -APPROVED BY NCDOT, MANHOLE RINGS AND COVERS, VALVE
COVERS AND STORM DRAINAGE GRATES AND FRAMES SHALL BE OF THE TRAFFIC
BEARING TYPE APPROVED BY NCDOT.
ALL WORK PERFORMED UNDER THIS POLICY SHALL BE CONTRACTED TO AN NCDOT
LICENSED OR CERTIFIED CONTRACTOR (BONDED IN THE STATE OF NORTH CAROLINA)
DIRECTORATE OF PUBLIC WORKS
TRAFFIC ENGINEERING INSTALLATION DESIGN GUIDELINES
6,3.4 PARKING
PARKING- ALL PARKING LOT DESIGNS SHALL BE IN COMPLIANCE WITH ALL ADA (AMERICAN
DISABILITIES ACT) POLICIES, THE PARKING DESIGN CAN VARY FROM PERPENDICULAR TO
ANGULAR DEPENDING ON THE GEOMETRICS. THE PROJECT SHALL SPECIFY THE USE OF
THERMO PLASTIC (EXTRUDED MATERIAL) OR HEATED IN PLACE THERMO PLASTIC
MATERIAL, IN COMPLIANCE WITH NCDOT STANDARD SPECIFICATIONS AND ON THE NCDOT
APPROVED QUALIFIED PRODUCT LIST (QPL) FOR ASPHALT SURFACES. POLUREA MATERIAL
SHALL BE USED ON CONCRETE SURFACES PER NCDOT SPECIFICATION AND ON THE
APPROVED QPL (QUALIFIED PRODUCTS LIST). A PAVEMENT MARKING CONTRACTOR
ASSIGNED THIS TYPE WORK SHALL BE CERTIFIED BY NCDOT TO DO THIS TYPE WORK.
6.3.9 TRAFFIC SIGNALS, ROADWAY MARKING AND SIGNAGE
6.3.9.1
ALL TRAFFIC SIGNAL DESIGNS FOR FORT BRAGG, NORTH CAROLINA SHALL BE PREPARED
BY A PROFESSIONAL TRAFFIC ENGINEER (PE) LICENSED AND BONDED TO WORK IN THE
STATE OF NORTH CAROLINA, TO PERFORM THIS TYPE OF WORK, ALL TRAFFIC SIGNAL
WORK ( NEW AND MAINTENANCE) SHALL BE PERFORMED BY AN APPROVED TRAFFIC
SIGNAL. CONTRACTOR BY NCDOT AND WORK INSTALLED AND INSPECTED BY A CERTIFIED
IMSA LEVEL 2 TRAFFIC SIGNAL TECHNICIAN IN THE STATE OF NORTH CAROLINA. THESE
TECHNICIANS SHALL BE BONDED EITHER INDIVIDUALLY OR THRU THEIR COMPANY TO
CERTIFY COMPLIANT WORK PERFORMANCE ASSOCIATED WITH ALL POLICIES AND
STANDARDS. THE CONTRACTOR ASSUMES RESPONSIBILITY FOR THE OPERATION OF THE
TRAFFIC SIGNAL AT THE POINT WHEN HE ENGAGES ANY PORTION OF WORK THAT AFFECTS
THE FUNCTION OF THE SIGNAL EQUIPMENT AND EXPOSED TRAFFIC, THE CONTRACTOR
SHALL NOTIFY THE RESPONSIBLE GOVERNMENTAL AGENT OF HIS INTENT TO BEGIN WORK
THE CONTRACTOR IS RESPONSIBLE TO RESPOND TO EMERGENCY OR MAINTENANCE CALLS
WITHIN A TWO HOUR CALL --RESPONSE PER100 DURING CONSTRUCTION AND OR THE
WARRANTY PERIOD. UNLESS DICTATED BY THE DPW CIVIL OR TRAFFIC ENGINEER ALL
TRAFFIC SIGNAL WORK IS WARRANTED FOR A PERIOD OF ONE YEAR BEYOND THE FINAL
INSPECTION APPROVAL DATE. ALL SIGNAL EQUIPMENT TO BE USED SHALL COMPLY WITH
THE NCDOT PROJECT SPECIAL PROVISIONS (VERSION 06.6) AND INTELLIGENT
TRANSPORTATION SYSTEMS. THE PLANS SHALL SPECIFY THAT ALL EQUIPMENT USED
SHALL BE LISTED ON THE CURRENT NCDOT APPROVED QPL (QUALIFIED PRODUCTS LIST).
THE PLANS SHALL SPECIFY THE USE OF A 2070L TYPE SIGNAL CONTROLLER LISTED ON THE
NCDOT QPL OR CURRENT APPROVED TYPE NO DEVIATION FROM THIS POLICY SHALL
OCCUR UNLESS APPROVED BY THE FORT BRAGG CIVIL OR TRAFFIC ENGINEER. THE DESIGN
SHALL COMPLY WITH ALL POLICIES AND GUIDELINES RELATIVE TO THE DESIGN LISTED IN
THE FOLLOWING MANUALS:
1,MANUAL OF UNIFORM TRAFFIC CONTROL (MUTCD)
2,FHWA RAILROAD- HIGHWAY GRADE CROSSING HANDBOOK AND THE UNIFIED FACILITIES
CRITERIA (UFC) RAILROAD TRACK MAINTENANCE & SAFETY STANDARDS,
3,NORTH CAROLINA DEPARTMENT OF TRANSPORTATION (NCDOT) SIGNALS AND GEOMETRIC
DESIGN MANUAL.
*NORTH CAROLINA DEPARTMENT OF TRANSPORTATION (NCDOT) ROADWAY STANDARD
DRAWINGS (THE ITE AND ASTM STANDARDS).
5. NORTH CAROLINA DEPARTMENT OF TRANSPORTATION (NCDOT)
ROADWAY DESIGN MANUAL SECTION 1 AND 2.
6, NORTH CAROLINA DEPARTMENT OF TRANSPORTATION (NCDOT)
HIGHWAY GUIDELINES CONSULTANTS,
7, SIGNAL AND GEOMETRICS SECTION DESIGN MANUAL 11
8, TRAFFIC SIGNAL OPERATIONS AND MAINTENANCE PRACTICES REPORT,
9. PROJECT SPECIAL PROVISIONS FOR TRAFFIC SIGNALS (VERSION 06.6).
10- NATIONAL ELECTRIC SAFETY CODE
THE FORT BRAGG INSTALLATION CIVIL ENGINEER SHALL HAVE THE FINAL APPROVAL OF
THE DESIGN.
6,3,9,2
ALL PAVEMENT MARKING SHALL BE DESIGNED IN COMPLIANCE WITH MUTCD AND THE
CURRENT NCDOT STANDARD DRAWING S AND SPECIFICATIONS. THE PROJECT SHALL
SPECIFIC THERMO PLASTIC (EXTRUDED) MATERIAL OR HEATED IN PLACE THERMO PLASTIC
MATERIAL IN COMPLIANCE WITH NCDOT STANDARD SPECIFICATIONS. THE PRODUCT MUST
BE ON THE NCDOT QPL LIST FOR ASPHALT SURFACE COURSES, POLUREA MATERIAL SHALL,
BE USED ON CONCRETE BRIDGE OR ROADWAYS PER NCDOT STANDARD SPECIFICATIONS
AND ON THE NCDOT APPROVED QPL.
6.3.9 3
THE CONTRACTOR SHALL COMPLY WITH THE NCDOT TIME LIMITIATIONS FOR PLACEMENT
AND REPLACEMENT OF PAVEMENT MARKINGS,
6.3,9 4
ALL PAVEMENT MARKERS SHALL BE IN CONFORMANCE WITH MUTCD AND THE CURRENT
NCDOT STANDARD DRAWING S AND SPECIFICATIONS, UNLESS OTHERWISE CHANGED
BY THE INSTALLATION CIVIL ENGINEER AND OR TRAFFIC ENGINEER. THE PROJECT
SHALL SPECIFY THE USE OF SNOW PLOWABLE PAVEMENT MARKERS OF A TYPE
APPROVED ON THE NCDOT QPL.
THE FORT BRAGG INSTALLATION CIVIL ENGINEER AND OR TRAFFIC ENGINEER SHALL HAVE
THE FINAL APPROVAL OF THE DESIGN. ALL PAVEMENT MARKING --MARKERS TYPE WORK
SHALL HAVE A CONTRACTOR CERTIFIED AND LICENSED BY THE NCDOT TO PERFORM THIS
TYPE WORK,
6,3.9,5
THE INSTALLATION OF THIS MATERIAL AND ASSOCIATED WORK SHALL BE IN COMPLIANCE
WITH EITHER THE MUTCD OR NCDOT DESIGN POLICIES OR PRACTICES, ALL WORK SHALL
BE CONTRACTED TO A LICENSED OR CERTIFIED NCDOT CONTRACTOR (BONDED IN THE
STATE OF NORTH CAROLINA). IF APPLICABLE, THE CONTRACTOR MAY BE REQUIRED TO
PROVIDE A TRAFFIC CONTROL PLAN SIGNED AND SEALED BY A LICENSED PROFESSIONAL
TRAFFIC ENGINEER IN THE STATE OF NORTH CAROLINA AT THE DISCRETION OF THE FORT
BRAGG INSTALLATION CIVIL ENGINEER SHALL HAVE THE FINAL APPROVAL OF THE DESIGN.
6.3.9.6
ALL ROADWAY SIGNING USED ON FORT BRAGG SHALL BE IN COMPLIANCE WITH MUTCD
AND CURRENT NCDOT STANDARDS DRAWINGS AND SPECIFICATIONS. ALL MATERIAL MUST
BE ON THE NCDOT APPROVED QPL (QUALIFIED PRODUCTS LIST). ALL WORK SHALL BE
CONTRACTED TO A LICENSED OR CERTIFIED NCDOT CONTRACTOR (BONDED IN THE STATE
OF NORTH CAROLINA)
I, REGULATORY, WARNING AND GUIDE SIGNS: ALL REGULATORY AND GUIDE SIGNS
SHALL BE FABRICATED WITH TYPE III HIGH INTENSITY SHEETING. ALL WARNING SIGNS,
EXCEPT FOR SCHOOL ZONES, BICYCLE, PEDESTRIAN, AND HIGHWAY -RAIL GRADE
CROSSING WARNING SIGNS SHALL BE FABRICATED WITH TYPE Ili HIGH INTENSITY
SHEETING, THE COLOR OF THE SHEETING SHALL, BE AS SPECIFIED IN THE MUTCD
2.SCHOOL ZONE, BICYCLE PEDESTRIAN AND HIGHWAY RAIL GRADE CROSSING WARNING
SIGNS; IT IS STANDARD PRACTICE OF NCDOT TO INSTALL AND MAINTAIN ALL SCHOOL
ZONE, BICYCLE, PEDESTRIAN, AND HIGHWAY -RAIL GRADE CROSSING WARNING SIGNS
USING TYPE IX HIGH INTENSITY SHEETING.
ALL SCHOOL ZONES, BICYCLE, AND PEDESTRIAN WARNING SIGNS SHALL BE HIGH
INTENSITY FLUORESCENT YELLOW -GREEN, ALL HIGHWAY -RAIL CROSSING ADVANCE
WARNING SIGNS SHALL BE HIGH INTENSITY FLUORESCENT YELLOW.
33EMPORARY TRAFFIC CONTROL WORK ZONE WARNING SIGNS; IT IS STANDARD
PRACTICE OF THE NCDOT, AND FOR ALL AGENCIES THAT WORK BY CONTRACT FOR THE
NCDOT, TO INSTALL. AND MAINTAIN ALL TRAFFIC CONTROL. WORK ZONE WARNING SIGNS
BOTH STATIONARY AND PORTABLE WORK ZONES SIGNS USING TYPE VII, VIII, OR IX HIGH
INTENSITY FLUORESCENT ORANGE SHEETING,
A PORTABLE ROLL UP SIGN (WITHOUT ADHESIVE BACKING) SHALL HAVE THE
RETRO-REFLECTIVE VALUE OF TYPE VII, VIII, OR IX HIGH INTENSITY FLUORESCENT ORANGE
SHEETING, AGAIN, THE FORT BRAGG CIVIL AND OR TRAFFIC ENGINEER SHALL REQUIRE A
TRAFFIC CONTROL PLAN PREPARED AND SEALED BY A PROFESSIONAL TRAFFIC ENGINEER
LICENSED IN THE STATE OF NORTH CAROLINA TO PERFORM THIS DESIGN,
THE FORT BRAGG INSTALLATION CIVIL ENGINEER AND OR TRAFFIC ENGINEER SHALL
HAVE THE FINAL APPROVAL OF THE DESIGN.
i l
US Army Corps
of Engineers
10-09-19
o
w
0
oCDoz
o
w
H
U
OU
rn
<
C�
NCO
U)oU�UU
U�
wW
20
¢°c)
z00
0
0
m
}
m
J00
o
m
o
LLI
Z
Z
Y
W Q
Q
W
Q
m
W Cn
W 2
ofY
m
2
D 2
N Z
0 2
0 w
U
=
wq -
w Q
0
o�
U�o
Z W N
�
v� u) g
w z_
W
z
7i
U C�
Z
C)
> � of
W
�Q
w >
U)U)
Ld
W
LL
�j =
2 Y
oLLo
O
wQZow
ILP
z
¢U)CE
fr-
o
o z
U
zo
Q
J
-8
z_
J }
0
W
Q U
U
0
LL
z
N
rn
o�z
zw
Z
� N
O
� o w
0
mL
o
Q
�o
`�
o
w
SHEET ID
UNCLASSIFIED//FOR OFFICIAL USE ONLY
LOWE ENGINEERS, LLC
REG. #: P-1582
CG515
CORRECTED FINAL - NOT FOR CONSTRUCTION

1 2 3 4 UNCLASSIFIEDHFORIOFFICIAL USE ONLY
7
n.
9
10
G
F
UTILITIES NOTES
1. UTILITY CONTRACTOR TO COORDINATE WITH BLDG CONTRACTOR. REFER
TO ARCHITECTURAL AND PLUMBING PLANS FOR UTILITY CONNECTIONS.
2. WATER SUPPLY WILL BE PROVIDED BY OLD NORTH UTILITY SERVICES
(ONUS). ONUS IS RESPONSIBLE FOR PERMITTING, DEMOLITION, DESIGN,
AND CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR
COORDINATING CONSTRUCTION WITH ONUS. THE CONTRACTOR SHALL BE
RESPONSIBLE FOR THE STUB OUT FROM THE BUILDING TO THE 5 FT LINE.
3. ALL OVERHEAD ELECTRICAL LINES AND EQUIPMENT ARE OWNED AND
OPERATED BY SANDHILL UTILITIES (SUS). SUS IS RESPONSIBLE FOR
DEMOLITION, DESIGN, AND CONSTRUCTION OF EXTERIOR ELECTRICAL
LINES FROM FORT BRAGG SUBSTATIONS TO PRIMARY SIDE OF THE
BUILDING TRANSFORMER (POINT OF DEMARCATION).
4. SANITARY SEWER WILL BE PROVIDED BY OLD NORTH UTILITY SERVICES
(ONUS). ONUS IS RESPONSIBLE FOR PERMITTING, DEMOLITION, DESIGN,
AND CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR
COORDINATING CONSTRUCTION WITH ONUS. THE CONTRACTOR SHALL BE
RESPONSIBLE FOR THE STUB OUT FROM THE BUILDING TO THE 10 FT LINE.
5. ONUS AND SANDHILL UTILITIES WILL BE UPGRADING THE UTILITIES ON OR
NEAR THE PROJECT SITE AS PART OF PROJECTS 76376 (SOF LANGUAGE
AND CULTURAL CENTER) AND 79437 (TRAINING COMMAND BUILDING).
CONTRACTOR SHALL COORDINATE WITH THE CHANGE IN FIELD
CONDITIONS.
6. CONTRACTOR IS RESPONSIBLE FOR ALL UTILITY LOCATION PRIOR TO
CONSTRUCTION.
7. UNDERGROUND POWER LINE AND EAST -WEST WATER LINE WERE
IMPORTED AND SCALED FROM A DRAWING RECEIVED BY JSOC ON
12-20-2018 (DWG "AREA 3 BASE MAP 16").
8. CONCRETE PADS - CONTRACTOR SHALL VERIFY THE SIZE NEEDED AS
SHOWN ON THESE DRAWINGS PER THE MANUFACTURER'S
RECOMMENDED SIZE AND THICKNESS. CONTRACTOR SHALL NOTIFY THE
ENGINEER OF ANY DISCREPANCIES.
9. CONTRACTOR SHALL COORDINATE WITH ALL PRIVATE UTILITIES FOR THE
LOCATION OF EXISTING UTILITIES IN THE FIELD PRIOR TO BEGINNING
E CONSTRUCTION.
10. CONTRACTOR SHALL COORDINATE WITH THE CONTRACTING OFFICER
REGARDING ALL FT. BRAGG COMMUNICATION AND TELEPHONE UTILITIES
PRIOR TO BEGINNING CONSTRUCTION.
IN
C
W
LEGEND
SSMH-X1
I.E.
S.SMH-Xl
STA:0+00.00
TOP ELEV: 234.60
.E.IN (8"PVC): 228.95
Z
LEIN (8"DIP): 228.85.E.IN
(8"SDR): 228.95
LEIN (6"PVC): 228.90
EMT:228.70
28
t
II
z0 ID
U
W
z
0
U c
11 D 1
0 z 1
� II
J � I
I �
I D
I z
I I
I II
c
� z l
z
MATCHLINE ,
I
SEE THIS SHEET
SITE UTILITIES PARTIAL PLAN
BUILDING 3352
SSM H-2
SCALE: 1" = 30'
CO JB
CO CO
CO CO
0 0
CO0 Co
L
UGC
v
EX -DI
(FULL OF WATER)
CONNECTING PIPES
UNDETERMINED
C00
C00
v
CB
CATCH BASIN
GPO
GUY POLE
COO
SANITARY CLEAN -OUT
JB
JUNCTION BOX
D/
DROP INLET
LP
LIGHT POLE
EM
ELECTRIC METER
PVC
POLYVINYL CHLORIDE PIPE
EMH
ELECTRIC MANHOLE
P/vA
POST INDICATOR VALVE
FFE
FINISHED FLOOR ELEVATION
PPO
POWER POLE
FH
EXISTING FIRE HYDRANT
SIGN
FH
PROPOSED FIRE HYDRANT
------- ---
EXISTING SANITARY SEWER PIPING
c
GAS LINE
— sAN SAN —
PROP. SANITARY SEWER PIPING
— UGT U
EXISTING UNDERGROUND TELECOM
GV ®
GAS VALVE
GM
GAS METER
— UGT UGT —
PROP. UNDERGROUND TELECOM
W
EXISTING WATER LINE
RCP
REINFORCED CONCRETE PIPE
W
PROPOSED WATER LINE
BL
BOLLARD
WV M
EXISTING WATER VALVE
WM
WATER METER
WV H
PROPOSED WATER VALVE
•
PROPOSED SANITARY SEWER MANHOLE
PROPOSED DROP INLET
EXISTING DRAINAGE PIPING
PROPOSED DRAINAGE PIPING
®
EXISTING DROP INLET
LIMITS OF CONSTRUCTION
MATCHLINE
SEE PARTIAL PLAN THIS SHEET /
BUILDING 3352
I ~
U
0 WM
CO z OWT
-
f
BL BL CANOPY �— �— �— �— -)
�_
O o � � oco
BL GA TE BL
w w- - W W w-- s We
4SPHALT EXISTING PARKING FHA j I
NCDOT-APPROVED THERMOPLASTIC MARKING MATERIAL TO BE G
USED FOR ALL PARKING LINES AND HANDICAPPED SYMBOLS
—UGT C/L
UGT UGT uc-o\, - UGT - — UGT UGT4GT UGT MH
LIMITS OF CONSTRUCTION— — I u
15 z
c) l
D
D I �
Z
PROP. ELEC. CONNECTION TO
EXISTING ELEC. BOX.
(SEE ELECTRICAL PLANS)
i co
L4"v z
CONNECT T SERVICE @ 1'0% MH
EXIS TING A SPHA L T CONNECTION FROM BLDG. n
PARKING LOT o zz I.E. OUT: 231.70 inn C.O.
v� 0
PROP. ELEC. DUCT BAN �� ��� SSMH 3
(SEE ELECTRICAL PLANS) o / Cf) c
z LL.o / y�� JSOC OPS z A -D1
� SUPPORT BUILDING
I V X 12' CONC. PAD FOR TRANSFORMER. ' 2-STORY c
REFER TO ELEC. DWGS. ±17,090 S.F. c/)
(SEE ARCH. PLANS) z
I I c
FFE=236.0
c
ROOF DRAIN CONNECTION
GENERATOR ELEC. XFMR / (SEE PLUMBING PLAN)
SVC TO BLDG, (TYP.) = I PAD D I c
SEE ELEC. PLANS (3) 8.5' X 20' CONC. PADS FOR CHILLER z
FOR CONTINUATION Q I (TYP.). REFER TO ELEC. AND MECH. DWGS. SSMH-4
CONNECT TO SSWR SVC
13' X 24' CONC. PAD FOR PROPOSED GAS CONNECTION FROM BLDG. D
GENERATOR. REFER TO ELEC. DWGS. METER, SEE I.E. OUT: 232.33 C.O.
EXIS TING A SPHA L T PLUMBING DWGS 10 LF 4" PVC/A -MH
A3DI
PARKING LOT I FOR CONTINUA,t% -p0 1.0% c %
c
FD /
CO CO O -LIMITS OF CONSTRUCTION GM RPZ w/ BFP // 1/ ' GA]S LIN
0 0 I I I — IMVn� 4rb�— - _ _ G -= ,
ER METER
C0 I 10
UGT 4" STEEL
6 -- // VC DOM ATER
r _ w --�
UG
UGT UGT T SLEEVE 6" DIP FIRE'NAT RUG P
���G�— GEN. 7-W W i
UGT POND TOP OF BANK UG 6" STEEL
EX -DI ' \ $ SLEEV / B�P 15
(FULL OF WATER) 00� CONC. FLUME I VIF I
CONNECTING PIPES O JB UGT CT
UNDETERMINED �i0, ` Q`GQ /UGT UGT � UGT
- -
BIORETENTION POND A4-DI
PROP. ELEC. DUCT BANK ) CONTRACTOR TO INSTALL // INSTALL 6"
8
MATCHLINE
SEE THIS SHEET
Cl
w III
J III
�II
II
I II
EXISTING ELEC. BOX
— —_�— 181RCP —
M
I I
II
II
I
I I
II
� II
BUILDING
II 3050
-IIN
U II /
UGT GT1i- UGT
� P
�O a`RGi
/ I I TOP EL. 239.27'
U I I (FULL OF WATER)
EX I II EXISTING
q TOP 237.15 I PARKING LOT
a I. E ffi f=233.55
00 L E O T-231.47
EX -DI
GENERATOR ELEC. SVC TO 15
41 BLDG, (TYP.) SEE ELEC. i5
PLANS FOR CONTINUATION 17
0 CONNECTTO
EXISTING GAS LINE
— — 24'RCP
= == Q,/B
RCP INSTALL 4"
GATE VALVE
~ TOP: 239.99\ �%�'�
CONNECT TO EXISTING 8"
DIP w/ 8"x8N4" TEE FITTING
_ CONNECT TO EXISTING 8"
DIP w/ 8"x8"x6" TEE FITTING
uG C2-HW o (SEE ELECTRICAL PLANS) DUCTBANK BENEATH / 2O GATE VALVE N
�
o PROPOSED STORM PIPE iI AINSTALL FIRE HYDRANT MHO
pON / A5wo
-HW / _ �� /LIMITS OF CONSTRUCTION I c U
e� 00 o
STORMWATER � �
Q MANAGEMENT POND
D
/ ♦ // EX -DI ` W
♦ // (MISSING LID)
900' WETLANDS I c
D1-OCS / / / INNV.V- 229.76 BUFFER 6 233.16
/ ♦ ' 2.7o Q
' 0 c o
CONTINUATION OF v
/ ��G���� ELECTRICAL SERVICE TO
D2-HW GO�c,C BE COORDINATED BY SUS
WETLANDS
SITE UTILITIES PLAN
SCALE: 1" = 30'
c
I
I
c
0
0
D
J
D
C
I
M
0
C)
INSTALL 6"x6"x6" W
TEE FITTING
U
CONC. WALK
co
�' II
11
III
J III
s II
II
I
I I
I I
I I
II MH
MH II
BUILDING
3046
BUILDING
3042
N
30 0 30 60 90
GRAPHIC SCALE: 1 INCH = 30 FEET
LOWE ENGINEERS, LLC.
REG. #: P-1582
US Army Corps
of Engineers
10-09-19
O
W
0
�CDz
OU
w
0
H 2<O
U
M
W CU
N
W
N7;=
z
cfCO
U) �
z
ui-j
<00
z00
0
m
}
m
m
p
J00
lip
UJ
CD
z Y
3:C5
U
~
W 2iof
cn2
2iD2i
N Z
0
o�
m�
U= o
Z W N
r�
Lu Z
U) g
Lu
W J
U�Z
(n
Z C)
> � �
�Q
W
cwU)
Ld
W
Lj =
2 Y
o z�
°wQ
� IL z
0
¢�CE
C)'- (D z
O
z O
U F-
�O
_j
Q J
�
-�
z_}
J
Z
J
ULL�
D_
z rn
W
OOZ
Z W
U O� CV
J
LLI
aa_L
OW
w
m
O
U
O
LL
SHEET ID
CU201
UNCLASSIFIED//FOR OFFICIAL USE ONLY CORRECTED FINAL - NOT FOR CONSTRUCTION

UNCLASSIFIED//FOR OFFICIAL USE ONLY
UNCLASSIFIED//FOR OFFICIAL USE ONLY CORRECTED FINAL - NOT FOR CONSTRUCTION

1
2 3 4 UNCLASSIFIEDHFORIOFFICIAL USE ONLY
7
�7
10
G
F
E
C
C
IT
1. CONTRACTOR SHALL REPAIR ALL SEWER LATERALS AND MAINS DAMAGED DURING
CONSTRUCTION. THE CONTRACTOR SHALL IMMEDIATELY REPORT ALL SEWER MAIN
AND LATERAL BREAKS TO THE FAYPWC PROJECT COORDINATOR. THE CONTRACTOR
SHALL INITIATE IMMEDIATE REPAIRS IN ACCORDANCE WITH FAYPWC STANDARDS.
2. SEWER MAINS, LATERALS, AND MANHOLES SHALL BE INSTALLED UTILIZING A FAYPWC
APPROVED CUT -SHEET, INDICATING INSTALLATION DEPTH.
3. TRANSFER OF SEWER SERVICES SHALL BE ACCOMPLISHED AS FOLLOWS:
A. INSTALL AND TEST NEW MAINS, MANHOLES, AND LATERALS. CLEANOUTS SHALL
BE INSTALLED 18" INSIDE R/W UNLESS OTHERWISE DIRECTED BY FAYPWC.
B. CONNECT EXISTING PLUMBING TO NEW LATERAL UTILIZING THE NECESSARY
FITTINGS AS DIRECTED BY FAYPWC.
C. AFTER ALL SERVICES HAVE BEEN TRANSFERRED TO THE NEW MAIN, THE
EXISTING SEWER SYSTEM SHALL BE ABANDONED IN ACCORDANCE WITH
FAYPWC REQUIREMENTS.
4. WHEN THE EXISTING MAIN IS NOT TO BE ABANDONED, THE CONTRACTOR SHALL
UNCOVER THE EXISTING LATERAL AT THE MAIN, CUT AND PLUG BOTH ENDS, REMOVE
THE EXISTING CLEANOUT AND COMBINATION, AND PLUG THE LATERAL TO ABANDON
THE OLD SERVICE.
5. CONTRACTOR SHALL ABANDON ("KILL -OUT") ANY EXISTING SEWER SERVICES THAT
WILL NOT BE UTILIZED BY UNCOVERING THE EXISTING LATERAL AT THE MAIN, CUT
AND PLUG AT BOTH ENDS, REMOVE THE EXISTING CLEANOUT AND COMBINATION,
AND PLUG THE TAP OR TEE AT THE MAIN. FOR LATERALS THAT CONNECT TO A
MANHOLE AND ARE TO BE ABANDONED ("KILLED -OUT"), THE LATERAL SHALL BE
REMOVED FROM THE MANHOLE AND THE REMAINING VOID IN THE MANHOLE SHALL
BE FILLED WITH BLOCK AND MORTAR.
6. SEWER PLUGS SHALL BE INSTALLED TO ELIMINATE ANY DEBRIS OR OTHER MATERIAL
FROM ENTERING THE ACTIVE SEWER SYSTEM. UPON ACCEPTANCE OF THE NEW
SEWER SYSTEM, THE CONTRACTOR SHALL CLEAN THE NEW MAINS, REMOVE ALL
DEBRIS, AND THEN REMOVE THE PLUG.
7. ALL EXISTING UTILITIES IMPACTED BY CONSTRUCTION SHALL BE ADJUSTED TO
FINISHED GRADE, IN ACCORDANCE WITH FAYPWC REQUIREMENTS.
GENERAL NOTES
SANITARY SEWER UTILITY
SHEET NO. DWG. NO. S• DWG. BY: FAYPWC
1 OF 1
DATE: JAN. 01, 2019. APPROVED BY: J.E.G.
8. ALL WORK ON FAYPWC SEWER UTILITIES (MAINS, LATERALS, ETC) SHALL BE
PERFORMED BY A LICENSED UTILITY CONTRACTOR. THE FAYETTEVILLE PUBLIC
WORKS COMMISSION SHALL OBSERVE AND APPROVE ALL WORK ON FAYPWC
SEWER UTILITIES_ ALL WORK SHALL BE COMPLETED IN ACCORDANCE WITH FAYPWC
REQUIREMENTS.
9. SEPARATION REQUIREMENTS:
A. LATERAL SEPARATION OF SEWERS AND WATER MAINS: WATER MAINS
SHALL BE LAID AT LEAST 10 FEET LATERALLY FROM EXISTING OR
PROPOSED SEWER MAIN/LATERAL, UNLESS LOCAL CONDITIONS OR
BARRIERS PREVENT A 10-FOOT LATERAL SEPARATION - IN WHICH CASE:
i. THE WATER MAIN IS LAID IN A SEPARATE TRENCH, WITH THE ELEVATION
OF THE BOTTOM OF THE WATER MAIN AT LEAST 18 INCHES ABOVE THE
TOP OF THE SEWER MAIN/LATERAL; OR
ii. THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER
MAIN/LATERAL WITH THE WATER MAIN LOCATED AT ONE SIDE ON A
BENCH OF UNDISTURBED EARTH AND WITH THE ELEVATION OF THE
BOTTOM OF THE WATER MAIN AT LEAST 18 INCHES ABOVE THE TOP OF
THE SEWER MAIN/LATERAL
B. CROSSING A WATER MAIN OVER A SEWER: WHENEVER IT IS NECESSARY FOR
A WATER MAIN TO CROSS OVER ASEWER MAIN/LATERAL, THE WATER MAIN
SHALL BE LAID AT SUCH AN ELEVATION THAT THE BOTTOM OF THE WATER
MAIN IS AT LEAST 18 INCHES ABOVE THE TOP OF THE SEWER MAIN/LATERAL,
UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT AN 18 INCH VERTICAL
SEPARATION - IN WHICH CASE BOTH THE WATER MAIN AND SEWER
MAIN/LATERAL SHALL BE CONSTRUCTED OF FERROUS MATERIAL AND WITH
JOINTS THAT ARE EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE
OF 10 FEET ON EACH SIDE OF THE POINT OF CROSSING.
C. CROSSING WATER MAIN UNDER A SEWER: WHENEVER IT IS NECESSARY FOR A
WATER MAIN TO CROSS UNDER SEWER MAIN/LATERAL, BOTH THE WATER
MAIN AND THE SEWER MAIN/LATERAL SHALL BE CONSTRUCTED OF DUCTILE
IRON MATERIAL AND WITH JOINTS EQUIVALENT TO WATER MAIN STANDARDS
FORA DISTANCE OF 10 FEET ON EACH SIDE OF THE POINT OF CROSSING. A
SECTION OF WATER MAIN PIPE SHALL BE CENTERED AT THE POINT OF
CROS& NG.
D. CROSSING STORM DRAINAGE LINES: A MINIMUM OF 24-INCHES OF VERTICAL
CLEARANCE SHALL BE MAINTAINED BETWEEN A SEWER MAIN/LATERAL
CROSSING UNDER A STORM DRAINAGE LINE UNLESS DUCTILE IRON PIPE IS
USED. IF DUCTILE IRON PIPE IS USED, A MINIMUM OF SIX(6) INCHES OF
SEPARATION SHALL BE MAINTAINED, UNLESS OTHERWISE APPROVED BY
FAYPWC.
FAYETTEVILLE
PUBLIC WORKS COMMISSION
FAYETTEVILLE, N.C.
WATER RESOURCES
ENGINEERING DEPARTMENT
PIPE SIZES
MANHOLE SIZE
MIN. WALL THICKNESS
MIN. REINF. STEEL
MIN. BASE THICKNESS
21" AND LESS
48" DIAMETER
5"
ASTM A-1064 0.12 SQ./IN.
6"
24" - 36"
60" DIAMETER
6"
ASTM A-1064 0.15 SQ./IN.
8"
42"
72" DIAMETER
7"
ASTM A-1064 0.15 SQ./IN.
8"
MANHOLE DIAMETER SIZES MAY BE ADJUSTED ON THE PLANS TO REFLECT SPECIAL CIRCUMSTA
REDUCING SLABS ARE NOT ACCEPTABLE ON MANHOLES LESS THAN 6' DIAMETER.
CAST IRON FRAME AND-:,,.
COVER SEE DETAIL
MAX. (3) 4", (2) 6", OR FLEXIBLE BUTYL RESIN
X (1) 2" GRA
MANUFACTURE
a SEALANT OR RUBBER GASKET
2 SEE JOINT. INSTALLED POL
N �
U
Z W
UZ
w
N4 W 8
�w
NO. DATE REVISION
1 07/16 ADDED NOTE 6
2 01/18 ADDED NOTES 5,8
S1-SEWER-NOTES.dwg
WC RING AND COVER.
)ETAIL (2 TYPES OF RING
OVER APPV'D)
-GRADE RING MAX. (3)
6" OR (1) 2". SEE NOTE
W//__SMOOTH
PROPYLENE COATED
STEP OVER INVERT
I o
JOINTSEAL INSIDE AND OUTSIDE OF OUT SEE STEP DETAIL. ECCENTRIC REDUCER
SEALERIITFINISH T SET MORTAR / � [I
LIFT HOLES THAT EXTEND THRU THE
WALL SHALL BE SEALED WITH
Z
NON -SHRINK GROUT. LIFT HOLES THAT
g
HAVE PVC CAPS THAT DO NOT EXTEND
o Z
48" MIN.
THRU THE WALL SHALL NOT REQUIRE
SEE CHART
GROUT SEALANT.
r
SEE NOTE 5 FOR
FLEX. BOOT
CONNECTOR
U)
CONC. BRICK AND MORTAR INVERT
PLACED IN FIELD TO 3/4 HEIGHT OF
OUTLET PIPE. SEE SHELF DETAIL.
REINFORCING. SEE CHART A13OVE
SEE CHART,SEE NOTE 3
co 6" MIN. COMPACTED NO. 57
I� STONE
D11I c [1[ IIIII ISEAL ANNULUS AROUND PIPE AT UNDISTURBED SUBGRADE
ENTRANCE WITH NON -SHRINK
GROUT.
STANDARD MANHOLE
N.T.S.
DWG. NO. S 2 DWG. BY: FAYPWC
SHEET NO.
1 OF 2 DATE: JAN. 01, 2019 APPROVED BY: J.E.G.
FAYETTEVILLE
PUBLIC WORKS COMMISSION
FAYETTEVILLE, N.C.
WATER RESOURCES
ENGINEERING DEPARTMENT
F SEALER
LIFT HOLES
F SEALER
AROUND PIPE
iHELF DETAIL
BILE EPDM RUBBER
NITARY SEWER (OUT)
17 STONE
NO. DATE REVISION
1 02/07 CREATED S.2A ADDED NOTES 13-17
2 07/13 ADDED SHEET 2 OF 2
S2-STANDARD-MAN HOLE.dwg
(2) CAM LOCKS WITH (2)
NOTES:
(2) CAM LOCKS (2) CAM LOCKS
STAINLESS STEEL ROLL
1. MANHOLE FRAME AND COVER TO BE MADE OF
SEE DETAIL
PINS (1/2" DIA. x 1-3/4")
GRAY CAST IRON CONFORMING TO ASTM SPEC.
1" LETTERING
OR (2) WEDGE CAM
A48-83, CLASS 35, MANUFACTURED BY SAME
ID
LOCKS
MANUFACTURER. ALL CASTINGS SHALL
CONFORM TO THE SHAPE AND DIMENSIONS
" SEE TAILCK
SHOWN. ALL CASTINGS SHALL BE CLEAN AND
COVER FACE
co
T
00M
M �
r N
N.T.S
�26" DIA.
COVER SECTION
N.T.S.
00
M 27-3/8"-27-7/16" DIA.
26-1/8"-26-1/4" DIA.
� CV
ao24-1/2" DIA -
LO 26"-26-1/8" DIA.
Y�� Y
34" DIA.
FRAME SECTION
N.T.S
FREE FROM DEFECTS.
2. CASTINGS SHALL BE UNPAINTED AND SHALL
O O HAVE THE LETTERS "PWC-FAY-NC" AND
"SANITARY SEWER" CAST INTO COVER. LETTERS
SHALL BE RAISED AND CLEARLY VISIBLE.
3. MANHOLE RING AND COVER SHALL WITHSTAND
H-20 VEHICULAR TRAFFIC.
4. MINIMUM AVERAGE WEIGHT: PLUS OR MINUS 5%
RING 155LBS., COVER 160LBS., UNIT 315LBS.
5. PERFORATED COVERS WILL NOT BE ALLOWED.
6. SUPPLY SOCKET FOR TURNING CAM LOCK
[--*-1-1/4"DIA. MECHANISM. ONE SOCKET PER PROJECT.
r 7. USE OF CONCRETE GRADE RINGS ARE NOT
ALLOWED, UNLESS APPROVED BY THE FAYPWC
111
RUBBER PROJECT COORDINATOR. FOR MANHOLES
OUTSIDE OF YARD OR LANDSCAPE AREAS, THE
GASKET CAM LOCK USE OF GRADE RINGS ARE NOT ALLOWED.
8. FOR MANHOLES IN YARD OR LANDSCAPED
CAM LOCK DETAIL AREAS, THE RING AND COVER SHALL BE SET TO
N.T.S. io FINISHED GRADE. THE USE OF GRADE RINGS
ARE ALLOWED TO SET THE MANHOLE TO
�3-13/16"� °' FINISHED GRADE. FOR GRADE RINGS 4" OR LESS,
_ THE RING AND COVER SHALL BE ANCHORED TO
;B THE CONE USING 5/8" DIAMETER STAINLESS
�........... r I� r STEEL BOLTS WITH WEDGE ANCHORS. FOR
GRADE RINGS OVER 4", THE RING AND COVER
5/8" DIA. SS ROD SHALL BE ANCHORED TO THE GRADE RING,
._._-_._._.-__._.___.__ USING 5/8" DIAMETER x 5-1/2" STAINLESS STEEL
PICK BAR AND GASKET BOLTS WITH WEDGE ANCHORS.
9. FOR OUTFALL AREAS, THE RING AND COVER
GROOVE DETAIL SHALL BE SET A MINIMUM OF 18" ABOVE FINISHED
N.T.S. GRADE, UNLESS OTHERWISE APPROVED.
APPROVED GASKET ' ' r COVER 10. THIS DETAIL IS TO BE USED ON ALL MANHOLES
MATERIAL N.T.S. LOCATED OUTSIDE OF PAVED AREAS, UNLESS
OTHERWISE APPROVED.
(4) EACH 5/8"0 x5-1/2" 11. REFER TO FAYPWC STANDARD DETAIL S.17 FOR
STAINLESS STEEL BOLTS INSTALLATION OF VENT STACK.
WITH WEDGE ANCHORS.
(SCORE THREADS TO
PREVENT REMOVAL) e e
FRAME
N.T.S.
MANHOLE RING AND COVER
WITH WIPER GASKET AND CAM LOCK
N.T.S.
DWG. NO. S.6 DWG. BY: FAYPWC
SHEET NO.
1 OF 1 DATE: JAN. 01, 2019 APPROVED BY: J.E.G.
FAYETTEVILLE
PUBLIC WORKS COMMISSION
FAYETTEVILLE, N.C.
WATER RESOURCES
ENGINEERING DEPARTMENT
NO. DATE REVISION
1 07/09 REVISED NOTES ON FRAME
SECTION/REVISED NOTE 3
2 07/17 ADDED NOTE ON WEDGE CAM LOCKS
3 01/18 UPDATED NOTES 7 AND 8
S6-RING-COVER.dwg
NOTES:
1.
PRECAST REINFORCED CONCRETE MANHOLES SHALL BE IN 14.
THE MINIMUM SLOPE ACROSS THE INVERT OF THE MANHOLE
ACCORDANCE WITH ASTM C-478.
SHALL BE 1%, UNLESS OTHERWISE APPROVED BY FAYPWC.
STANDING WATER IN INVERT OF MANHOLE IS NOT ACCEPTABLE.
2.
MINIMUM CONCRETE COMPRESSIVE STRENGTH SHALL BE 4,000PSI.
15.
THE EXTERIOR MANHOLE RISER JOINTS, INCLUDING THE JOINT AT
3.
MANHOLES GREATER THAN 12' DEPTH SHALL HAVE MINIMUM 6" EXTENDED
THE CONE, SHALL BE SEALED ON THE OUTSIDE BY AN APPROVED JOINT
BASE.
WRAP. THE WRAP SHALL BE IN ACCORDANCE WITH FAYPWC
SPECIFICATIONS.
4.
FLEXIBLE BUTYL RESIN JOINT SEALANT SHALL BE IN ACCORDANCE WITH
ASTM C990. RUBBER GASKET JOINTS SHALL BE IN ACCORDANCE WITH 16.
MANHOLE BOOT FOR 4-INCH LATERALS. SHOULD IT BE
ASTM C-443.
NECESSARY TO INSTALL A 4-INCH LATERAL INTO A MANHOLE, THE RUBBER
BOOT THAT THE LATERAL IS INSERTED INTO SHALL BE SECURELY
5.
FLEXIBLE EPDM RUBBER BOOT CONNECTORS SHALL BE IN ACCORDANCE
FASTENED TO THE CORE HOLE BY UTILIZING A STAINLESS STEEL BAND
WITH ASTM C923, INSTALLED BY MANUFACTURER WITH STAINLESS STEEL
THAT IS TIGHTENED USING A JACK OR A TORQUE WRENCH (DIRECT DRIVE).
COMPRESSION RING AND TAKE-UP CLAMP. CONNECTION TO MAIN SHALL
BOTH STANDARD SIZE AND STEP DOWN BOOTS ARE ALLOWED. THE
BE BY CONTRACTOR WITH STAINLESS STEEL PIPE CLAMP.
TORQUE WRENCH SHALL BE SUPPLIED BY THE MANUFACTURER. NO
OTHER TYPE BANDS OR METHOD OF SECURING THE BOOT TO THE
6.
CONNECTIONS TO EXISTING MANHOLES SHALL BE BY CORING MANHOLE
MANHOLE SHALL BE ACCEPTED.
AND FIELD INSTALLING A FLEXIBLE EPDM RUBBER BOOT CONNECTOR. DO
NOT ALLOW DEBRIS TO ENTER SYSTEM.
FOR FOUR (4) INCH SDR 26 LATERALS, THE PIPE OUTSIDE
DIAMETER RANGE OF THE BOOT SHALL BE 3.5 INCHES TO 4.25
7.
MORTAR SHALL BE QUICK SETTING, NON -SHRINK GROUT MIXED IN
INCHES.
ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.
FOR FOUR (4) INCH DUCTILE IRON LATERALS, THE PIPE OUTSIDE
8.
MANHOLE STEPS SHALL BE IN ACCORDANCE WITH ASTM C478 AND OSHA
DIAMETER RANGE OF THE BOOT SHALL EITHER BE AS FOR VC OR
REGULATIONS. ALIGN STEPS WITH INVERT OUT.
4.25 INCHES TO 4.81 INCHES.
9.
PRECAST INVERTS ARE NOT ALLOWED.
IN ALL CASES, THE BOOT SHALL BE TIGHTENED ON THE LATERAL
BY MEANS OF A SINGLE STAINLESS STEEL STRAP.
10.
VERTICAL DROPS BETWEEN THE INFLOW PIPES AND OUTFLOW PIPES
THE LATERAL INVERT SHALL BE AT THE TOP OF THE SHELF.
SHALL REQUIRE THE FOLLOWING:
A. GREATER THAN 2.5' SEE DROP STRUCTURE 17.
NO MORE THAN 4, FOUR INCH LATERALS OR 3, SIX INCH LATERALS SHALL
DETAIL (MIN. 5' DIAMETER MH REQUIRED).
ENTER A 4' DIAMETER TERMINAL MANHOLE. NO MORE THAN 2 LATERALS
B. LESS THAN 2.5' SEE PIPE SLIDE DETAIL.
(REGARDLESS OF SIZE) SHALL ENTER ALL OTHER 4' DIAMETER MANHOLES.
ALL LATERALS SHALL HAVE AN INDIVIDUAL TROUGH. 5' DIAMETER
11.
AN ECCENTRIC CONE SHALL BE UTILIZED ON ALL MANHOLES, UNLESS
MANHOLES SHALL BE USED IF THE ABOVE CONDITIONS ARE NOT MET.
OTHERWISE APPROVED BY FAYPWC.
18.
NO MORE THAN 5 LATERALS SHALL ENTER A 5' DIAMETER MANHOLE.
12.
INVERT ON PLANS IS TO MANHOLE CENTERLINE.
19.
USE OF TEE-WYES ON LATERALS IS NOT ALLOWED.
13.
CONCRETE GRADE RINGS SHALL NOT BE USED FOR ABOVE GRADE
ADJUSTMENTS (IE: OUTFALL AREAS). USE OF GRADE RINGS ARE 20.
ALL MANHOLES SHALL BE VACUUM TESTED IN ACCORDANCE
ALLOWABLE IN YARD AREAS AND PAVEMENT, WHERE THE RING AND
WITH FAYPWC STANDARDS.
COVER ARE AT GROUND LEVEL.
FAYETTEVILLE
NO.
DATE
REVISION
STANDARD MANHOLE
PUBLIC WORKS COMMISSION
FAYETTEVILLE, N.C.
1
01/08
CREATED DETAIL, ADDED NOTES 14-20
SHEET NO.
DWG. NO. S.2
DWG. BY: FAYPWC
WATER RESOURCES
2
I
07/13
I
REVISED NOTES 9, 10, 11, 15.
ICONVERTED TO S.2 SHEET 2 OF 2
DATE: JAN. 01, 2019
APPROVED BY: J.E.G.
3
01/01/19
REVISED NOTES 10, 18
2 OF 2
ENGINEERING DEPARTMENT
S2-STANDARD-MAN HOLE.dwg
I �
US Army Corps
of Engineers
10-09-19
O
W
�CDz
OU
w
o
U
<
�
0-)
W a5
U_ N
°
W
cD
� N
J �
Z
H �
0
cooC�OU
U�
wW
20
<00
z00
0
0
m
}
00
m
Q
J00
LLT
Lu
m
Lu
Z
Z
Y
(n Q
Q
W
Q
W 2
rrY
2
2
D 2
N Z
0 20
c9U
2cq�-
co<
0
o�
o�
U�o
Z W N
_�
�
z
CO U) g
W z_
W
U U) C�
Z
U0
z of
�0>
W
EEQ
w
U) U)
W
w
cj =
2 Y
OLLO
O
Z 0
w W Q
0-
0z
¢�0
o
O
cD z
U
z O
}
Q
2 C--
U)
z
J }
J_
Q
0 J
H
U U- 0
W
0
N
W
O O z
z�w
W
U 0� N
U)
Qa-U-
�
m O
w
<
U)
Z
w
<
SHEET ID
CU501
UNCLASSIFIED//FOR OFFICIAL USE ONLY
LOWE ENGINEERS, LLC
REG. #: P-1582
CORRECTED FINAL - NOT FOR CONSTRUCTION

1
2 3 4 UNCLASSIFIEDHFORIOFFICIAL USE ONLY
7
�7
10
G
F
E
10
MIN.
PVC SDR-26 OR DI TEE SEE
NOTES 7 AND 8 ON DETAIL S.11
STANDARD TEE
CONNECTION
THREADED SLOTTED
CAST IRON PLUG
0
TRAFFIC CAP
SINGLE WIDE TAPPING SADDLE WITH STRAP
STAINLESS ALIGNMENT FLANGE
STEELSTRA[AND
(GENCO OR APPROVED EQUAL)
SEE TABLE ON S.11
TAPPING SADDLE CAP SHALL HAVE 2" COVER
(OPTIONAL) NON -TRAFFIC AREAS AND
NOTE: TAP SHALL BE 4-1/2" SHALL BE SET AT GRADE IN
FOR 4" LATERAL, AND PAVED AREAS. /
SHALL BE 6-1/2" FOR 6" PERMANENT ASSEMBLY SEED
LATERAL.
STONE SHALL BE
EXTENDED TO BED
LATERAL CONNECTION
FROM UNDISTURBED SOIL
+ Moccc)
1 1 1----1 1
THREADED CAST •=I 15
IRON HUB I, ; ,I I II
IN.
STAINLESS
STEEL HOSE
CLAMPS 4" AC/DI TO 4" Cl/PLASTIC MIN.
1/4" THICK EPDM COUPLING
CLEANOLIT CAP ASSEMBLY
SEWER LATERAL
(4-INCH AND 6-INCH)
N.T.S.
DWG. NO. S.10 DWG. BY: FAYPWC
SHEET NO.
1 OF 1 DATE: JAN. 01, 2019 APPROVED BY: JEG
0
CLEANOUT CAP ASSEMBLY
RISER SHALL BE 4" SDR-26 PVC
EXCEPT IT SHALL BE 4" DI IF THE
FOR S,
LATERAL ITSELF IS DUCTILE IRON �� 1%
2°/0 FOR 4
MAN. SLOPS uejP+�N's 11
SEE N�_i l l_j I I I I I I
UNDISTURBED SOIL
*REFER TO FAYPWC
DETAIL S.12 REGARDING
BENDS IN LATERAL.*
FAYETTEVILLE
PUBLIC WORKS COMMISSION
FAYETTEVILLE, N.C.
WATER RESOURCES
ENGINEERING DEPARTMENT
TO FIND "E" ENTER CHART AT LEFT WITH EFFLUENT PIPE SIZE
AND ENTER PIPE AT TOP WITH INFLUENT PIPE SIZE. "E"
DISTANCE IS POINT OF CONVERGENCE OF COLUMN AND R/W.
D2
4"
6"
8"
12"
15"
181I
24"
8
9.00
9.50
10.00
-
-
-
-
12
11.00
11.50
12.00
13.00
-
-
-
15
14.25
14.75
15.25
16.25
17.00
-
-
18
16.50
17.00
17.50
18.50
19.25
20.00
-
241
21.00
1 21.50
1 22.00
1 23.00
1 23.75
1 24.50"
1 26.00
WHERE 5' MANHOLE IS REQUIRED ADD 1/2" TO "E" DISTANCE TO
ACCOUNT FOR THE ADDITIONAL 6" OF SHELF SLOPE.
MH CONNECTION DESIGN GUIDE
N.T.S.
SHEET NO. DWG. NO. S. 18 DWG. BY: FAYPWC
1 OF 1 DATE: JAN. 01, 2019 APPROVED BY: J.E.G.
FAYETTEVILLE
PUBLIC WORKS COMMISSION
FAYETTEVILLE, N.C.
WATER RESOURCES
ENGINEERING DEPARTMENT
PVC SDR-26 GASKETED
COMBINATION (SEE
NOTE 18 ON S.11) OR
MECHANICAL JOINT
FITTINGS, IF DI
LATERAL.
EXTEND STACK 18" MIN. ABOVE
GRADE WITH GLUE CAP FOR
TESTING. AFTER TESTS ARE
ACCEPTED ADJUST STACK TO
PROPER GRADE AND INSTALL
PERMANENT CLEANOUT CAP
ASSEMBLY.
an -6` W
(TYP.)
(SEE NOTE 22
DETAIL, W
w
a
O
d
D
�i
GLUE CAP
FOR AIR
TESTING
(TO REMAIN)
1
u O w
0im� °'
0Z� K
m00 z
D m rn O
cn
I o-1 1 1-1 `45° BEND.
Fl I I= FOR PVC
I �=I I 1=I LATERALS,
UTILIZE SDR-26
GASKETED
FITTINGS.
lot I I- FOR DI LATERALS,
LIZE MJ
FITTING WITH
IM I II- TRANSITION
I �I l= GASKET OR
I IIo FI- PUSH ON DI x PVC
FITTING.
EXTEND SS TO R/W OR
PROPERTY LINE (DI OR
PVC, DEPENDING ON
LATERAL MATERIAL)
FOR SEWER LATERAL NOTES
SEE FAYPWC DETAIL S.11
NO.
DATE
REVISION
2
01/14
ADDED TAILPIECE, NOTES
3
01/15
REVISED NOTES RE: TAILPIECE
4
07/18
REVISED NOTE RE: LATERAL DEPTH
S 10-RESS LAT. dwg
NOTES:
1. SEE FAYPWC STANDARD MANHOLE AND
PIPE SLIDE, MORTAR SLIDE, AND SHELF
DETAILS FOR ADDITIONAL INFORMATION.
2. THE "E" DISTANCES INDICATED ARE FOR
CONNECTION TO AN EXISTING OUTFALL
AND ARE THE MINIMUM DISTANCE
ALLOWABLE.
3. WHERE SANITARY SEWER OUTFALLS
AND MAINS ARE BEING CONSTRUCTED
THE TOP OF THE EFFLUENT PIPE AND
THE TOP OF THE INFLUENT PIPE SHALL
BEAT THE SAME ELEVATION UNLESS
CONDITIONS ARE PROHIBITIVE TO THIS
PRACTICE.
MAIN OR LATERAL MIN.
SLOPE
4" @ 2.00% MIN.
6" @ 0.67% MIN./MAIN
6" @ 2.00% MIN./LATERAL
8" @ 0.40% MIN.
12" @ 0.22% MIN.
15" @ 0.15% MIN.
18" @ 0.12% MIN.
NO. DATE I REVISION
SEWER LATERAL NOTES
1. HOLE IN SANITARY SEWER MAIN MUST BE CUT WITH
SHELL CUTTER NO HAMMER TAPS ALLOWED.
2. LATERAL SHALL CONFORM TO ASTM SPECS. D-3034
SDR-26 UNLESS OTHERWISE INDICATED AS DI.
3. ALL PIPE AND FITTINGS SHALL BE 4" OR 6" UNLESS
OTHERWISE SPECIFIED.
4. ALL DI PIPE SHALL HAVE AN INTERIOR LINING OF
CERAMIC EPDXY (PROTECTO 401). THE ENTIRE DI
LATERAL SHALL BE COMPRISED OF DI PIPE AND
MECHANICAL JOINT FITTINGS.
5. ALL CONNECTIONS SHALL HAVE RUBBER GASKET SEALS
INSTALLED.
6. SANITARY SEWER LATERAL CLEANOUT STACK SHALL BE
LOCATED 18" FROM WATER LATERAL LOCK VALVE WHEN
IN THE SAME DITCH.
7. INSTALLATION OTHER THAN AS SHOWN MUST BE
APPROVED BY THE FAYPWC.
8. CONNECTIONS TO THE TOP OF MAIN SHALL NOT BE
ALLOWED, UNLESS OTHERWISE APPROVED BY THE
FAYPWC PROJECT COORDINATOR.
9. THE DESIGN ENGINEER SHALL DETERMINE THE SLOPE
AND DEPTH OF THE LATERAL BASED ON THE
TOPOGRAPHY OF THE LOT.
10. LATERAL SHALL CONFORM TO 2% MINIMUM SLOPE
FOR 4" OR 1 % MINIMUM SLOPE FOR 6". THE MAXIMUM
LENGTH OF A SEWER LATERAL SHALL BE 60 FEET,
UNLESS OTHERWISE APPROVED BY FAYPWC.
11. SEE INTERIOR DROP STRUCTURE OR SLIDE, MORTAR
SLIDE AND SHELF DETAIL FOR VERTICAL DROPS OF
MAINS AND LATERALS.
12. LATERALS LESS THAN TIN DEPTH OR GREATER THAN 20' DEPTH SHALL
UTILIZE DUCTILE IRON PIPE AND FITTINGS WITH CERAMIC EPDXY
(PROTECTO 401), OR WHEN SEPARATION REQUIREMENTS CANNOT BE MET.
13. ENTIRE SEWER LATERAL ASSEMBLY SHALL BE AIR TESTED
CONCURRENTLY WITH SEWER MAIN.
14. INDIVIDUAL LATERALS SHALL BE CLEANED AND FLUSHED PRIOR TO
FLUSHING SANITARY SEWER MAINS.
15. LATERAL SHALL NOT BE BACK -FILLED UNTIL INSPECTED BY THE FAYPWC
PROJECT COORDINATOR.
16. WYE CONNECTIONS SHALL NOT BE USED TO TIE LATERALS INTO A
MANHOLE.
17. IF BENDS ARE APPROVED BY THE PROJECT COORDINATOR, STONE
BEDDING IS REQUIRED TO BE INSTALLED FROM UNDISTURBED (SEE
DETAIL S.12) SOIL TO BOTTOM OF BEND.
18. PVC COMBINATION SHALL BE A MOLDED WYE AND BEND, GASKETED,
SDR-26, AS MANUFACTURED BY HARCO, GPK OR APPROVED EQUAL.
19. NO MORE THAN 4, FOUR INCH LATERALS OR 3, SIX INCH LATERALS
SHALL ENTER A 4' DIAMETER TERMINAL MANHOLE. NO MORE THAN 2
LATERALS (REGARDLESS OF SIZE) SHALL ENTER ALL OTHER 4'
DIAMETER MANHOLES. ALL LATERALS SHALL HAVE AN INDIVIDUAL
TROUGH. 5' DIAMETER MANHOLES SHALL BE USED IF THE ABOVE
CONDITIONS ARE NOT MET.
20. ALL LATERALS (4" AND 6") SHALL UTILIZE A 4" RISER (STACK).
21. REFER TO DETAIL S.12 FOR SEPARATION REQUIREMENTS.
22. FOR SINGLE FAMILY RESIDENTIAL LOTS, CLEANOUT SHALL BE LOCATED
18" FROM RIGHT-OF-WAY OR EASEMENT. FOR ALL NON -SINGLE FAMILY
LOTS, CLEANOUT SHALL BE NO CLOSER THAN 10' TO FRONT OF BUILDING,
UNLESS OTHERWISE APPROVED BY FAYPWC.
THE FOLLOWING TABLE SUMMARIZES THE MATERIALS TO BE UTILIZED FOR SEWER
MAIN TO LATERAL CONNECTIONS:
PVC Main
DI Main
DI Lateral
DI fitting or approved saddle
MJ fitting or approved saddle
PVC Lateral
PVC fitting or approved saddle
MJ fitting with transition gasket
or approved saddle
NOTE: REFER TO FAYPWC TECHNICAL SPECIFICATIONS FOR ADDITIONAL INFORMATION.
SEWER LATERAL NOTES
(4-INCH AND 6-INCH)
DWG. NO. S.11 DWG. BY: FAYPWC
SHEET NO.
1 OF 1 DATE: JAN. 01, 2019 APPROVED BY: JEG
UNDISTURBED
SOIL
SELECT BEDDIN
(V LL IYV I L I� T
� I
SUBBASE SHALL BE UNDISTURBED LPIPE DIAJ
SOIL. WHERE SOIL IS DEEMED
UNSUITABLE BY THE FAYPWC
PROJECT COORDINATOR
AUTHORIZED AREA SHALL BE
UNDERCUT AND BACKFILLED WITH
SELECT BEDDING MATERIAL. GRAVITY PIPING
FAYETTEVILLE
PUBLIC WORKS COMMISSION
FAYETTEVILLE, N.C.
WATER RESOURCES
ENGINEERING DEPARTMENT
NOTES:
1. THE SELECT BEDDING MATERIAL SHALL BE WELL GRADED
CRUSHED ROCK (NO. 5 OR NO. 57 STONE) FOR THE FULL
WIDTH OF THE TRENCH.
2. SELECT BEDDING MATERIAL SHALL EXTEND TO UNDISTURBED
TRENCH WALLS.
3. SELECT BEDDING MATERIAL SHALL BE PROPERLY PLACED TO
THE SPRING LINE OF THE PIPE FOR ITS ENTIRE LENGTH.
rA
SEWER BEDDING
N.T.S.
SHEET NO. DWG. NO. S.13 DWG. BY: FAYPWC
1 OF 1 DATE: JAN. 01, 2019 APPROVED BY: J.E.G.
NO.
DATE
3
01/13
4
01/15
5
07/18
REVISION
SED NOTES AND ADDED TABLE
SED NOTE 22, TABLE
SED NOTES 6, 9
S1 1 -RESSLAT-NOTES.dwg
4. SUITABLE SOIL BEDDING IS DEFINED AS "NATIVE" SOIL
EXCAVATED FROM THE TRENCH, FREE OF ROCKS, FOREIGN
MATERIAL, AND FROZEN EARTH.
5. SUITABLE BEDDING MATERIAL SHALL EXTEND TO
UNDISTURBED TRENCH WALLS.
6. IF GROUND CONDITIONS WARRANT, IT MAY BE NECESSARY TO
BED DUCTILE IRON FORCE MAINS IN SELECT BEDDING
MATERIAL (NO. 5 OR NO. 57 STONE) TO THE SPRINGLINE OF
THE PIPE. SUCH INSTALLATION SHALL BE AS DIRECTED BY THE
FAYPWC PROJECT COORDINATOR.
8"
MIN
CONTINUOUS 12 GA. SINGLE
STRAND COATED COPPER WIRE
OR COPPER CLAD STEEL TRACING
WIRE REQUIRED FOR ALL
NON-FERROUS PIPE (REFER TO
FORCE MAIN SPECIFICATION,
AND/OR AS DIRECTED BY FAYPWC
PROJECT COORDINATOR)
FAYETTEVILLE
PUBLIC WORKS COMMISSION
FAYETTEVILLE, N.C.
WATER RESOURCES
ENGINEERING DEPARTMENT
UNDISTURBED
SOIL
8" 'Il�uuu
MIN. I -I
4" MIN SUITABLE SOIL
BEDDING FROM TRENCH
11 I�I EXCAVATION
1°1 Qe (SEE NOTE 4)
FORCE MAIN
PIPING
SUBBASE SHALL BE
UNDISTURBED SOIL. WHERE
SOIL IS DEEMED UNSUITABLE
BY THE FAYPWC PROJECT
COORDINATOR AUTHORIZED
AREA SHALL BE UNDERCUT
AND BACKFILLED WITH
SELECT BEDDING MATERIAL
(SEE NOTE 6).
NO. I DATE REVISION
1 01/01/05 REVISED NOTES
2 01/01/16 REVISED NOTES
I I
US Army Corps
of Engineers
L i
10-09-19
O
W
0
OCDO
O
W
0
H
U
00
M
W 7
CO
U_ 2
N
<
W
C�
�
J
Z
H �
0
_
�c)U)
U�
Q
LW
20
<00
z0o
m
}
m
0
0
wao
W
m
p
W
ILT
z
0}0
Z
Y
H
(n Q
Q3:
W
Q
00
W Cn
W 2
of Y
2
2
D
N Z
0
o�
��
U�o
Z W N
z
vi U) g
W _z
W
7i
U �o C�
Z
U
� 0z5
Q
w >
U) Ld
W
W
W
j=
2 Y
OLLO
O
z0
WWQ
00 z
¢ W0
ry-
O
O z
U
z O
�
U
Q
�z
g
J
N
J }
J_
Q
� J
QUA
U
W
0
LL
N
W
0 z
Z W
w
U' W' N
U)
Q a- U-
�
m O
W
<
Z
W
<
SHEET ID
S18-PENETRATION-DETAIL.dwg
UNCLASSIFIED//FOR OFFICIAL USE ONLY
S13-SEWER-BEDDING.dwg
LOWE ENGINEERS, LLC
REG. #: P-1582
CU502
CORRECTED FINAL - NOT FOR CONSTRUCTION

1
2 3 4 UNCLASSIFIEDHFORIOFFICIAL USE ONLY
7
�7
10
G
F
E
C
FINAL GRADE
FIRE HYDRANT AND
VALVE INSTALLATION
N.T.S.
DWG. NO. W.13 DWG. BY: FAYPWC
SHEET NO.
1 OF 2 DATE: JAN. 01, 2019 APPROVED BY: J.E.G.
FAYPWC STANDARD PENTAGONAL
OPERATING NUT OPEN COUNTER
CLOCKWISE.
(2) 2-1/2" NOZZLES AND (1) 4-1/2"
NOZZLE WITH FIRE HOSE COUPLING
THREAD IN ACCORDANCE WITH
FAYPWC STANDARD. NOZZLE CAPS
SHALL BE SECURELY CHAINED TO
THE HYDRANTS BODY.
VALVE x-\
,•
4-1/2" p •.
BARREL d ''
6" GATE
VALVE
6" RJDI PIPE I�ld
II IJ1.L� I ICI I �I I I-1
�_UNDISTURBED
SOIL
VARIES
7CU FT NO. 57
STONE PLACED TO
A LEVEL 4" ABOVE
DRAIN OPENING
FAYETTEVILLE
PUBLIC WORKS COMMISSION
FAYETTEVILLE, N.C.
WATER RESOURCES
ENGINEERING DEPARTMENT
NOTES:
1. FIRE HYDRANT SHALL BE MODELS MANUFACTURED BY MUELLER CO. (CENTURIAN),
AMERICAN VALVE AND HYDRANT CO. (MODEL MARK 73), CLOW MEDALLION OR
APPROVED EQUAL.
2. ALL VALVES AND HYDRANTS SHALL HAVE M.J. CONNECTIONS WITH IRON RETAINING
GLAND M.J. RESTRAINT.
3. HYDRANT VALVE SHALL BE PLACED AS CLOSE AS POSSIBLE TO THE MAIN, BUT DO
NOT PLACE VALVE IN PROPOSED OR EXISTING CURB AND GUTTER. IF THE STREET IS
SOIL AND NO PAVING IS TO BE DONE AT THIS TIME, THE LOCATION OF THE VALVE IS
TO BE DETERMINED BY THE FAYPWC PROJECT COORDINATOR.
4. HYDRANT BRANCH SHALL NOT BE BACK FILLED UNTIL INSPECTED AND APPROVED BY
FAYPWC PROJECT COORDINATOR.
5. GATE VALVE AND BOX SHALL BE IN ACCORDANCE WITH FAYPWC STANDARD DETAIL.
6. HYDRANT EXTENSIONS AND/OR OFFSETS SHALL BE APPROVED BY FAYPWC PROJECT
COORDINATOR.
7. FIRE HYDRANT CONNECTIONS TO EXISTING WATER MAINS SHALL BE MADE USING A
TAPPING SLEEVE AND VALVE BY WET TAP CONNECTION. THE TAPPING SLEEVE AND
VALVE SHALL BE HYDROSTATICALLY TESTED PRIOR TO STARTING THE TAP IN THE
PRESENCE OF THE FAYPWC PROJECT COORDINATOR.
8. THE PROPOSED LOCATION MAY BE RELOCATED BY THE FAYPWC PROJECT
COORDINATOR IF CONFLICTS EXIST (IE: GAS SERVICES, UGE, TELEPHONE, ETC.).
9. THE CONTRACTOR SHALL FIELD VERIFY THE EXISTING WATER MAIN MATERIAL, SIZE,
AND DEPTH FOR EACH FIRE HYDRANT LOCATION PRIOR TO ORDERING MATERIALS.
THE CONTRACTOR WILL BE REQUIRED TO SUPPLY VARIOUS LENGTHS OF BARRELS
AND HYDRANT EXTENSIONS (NO MORE THAN ONE HYDRANT EXTENSION MAY BE
USED PER HYDRANT). ADDITIONAL FITTINGS AND/OR HYDRANT EXTENSIONS OR
OFFSET CONNECTORS MAY BE REQUIRED TO MAINTAIN PROPER COVER AS
APPROVED BY THE FAYPWC PROJECT COORDINATOR.
FIRE HYDRANT AND
VALVE INSTALLATION
N.T.S.
DWG. NO. W.13 DWG. BY: FAYPWC
SHEET NO.
2 OF 2 DATE: JAN. 01, 2019 APPROVED BY: J.E.G.
O
RICK
m
LnIz
p,�
SEE CONCRETE
THRUST BLOCK
DETAIL
- ;:�-� •.soap
I... I �I I - I I- I ., -i I•
SEE NOTE NO. 4 DI TEE, HYDRANT TEE
OR TAPPING SLEEVE
AS REQUIRED. (SEE
TAPPING DETAIL)
M.J. CONNECTION WITH IRON
RETAINING GLAND M.J.
RESTRAINT SEE NOTE 2 AND
FAYPWC STANDARD
RESTRAINING DETAIL.
NO.
DATE
1
10/23/03
2
07/01 /09
3
07/01/16
REVISION
ISED NOTE NO.4
ISED NOTE NO. 2, REMOVED NOTE
3 AND ALTERED RESTRAINT DETAI
ISED NOTES
W13-FHCC.dwg
10. CONTRACTOR SHALL NOTIFY THE APPROPRIATE FIRE DEPARTMENT OF OUT OF
SERVICE FIRE HYDRANTS PRIOR TO CONSTRUCTION.
11. FIRE HYDRANT SHALL BE FIELD PAINTED IN ACCORDANCE WITH FAYPWC
STANDARDS, BEFORE PROJECT IS ACCEPTED. HYDRANTS SHALL BE PAINTED WITH A
GREEN BONNET AND YELLOW BODY. PAINT SHALL BE IN ACCORDANCE WITH
FAYPWC REQUIREMENTS. THE CONTRACTOR SHALL PAINT ALL EXPOSED EXTERIOR
FIRE HYDRANT SURFACES PRIOR TO FINAL ACCEPTANCE BY FAYPWC. ALL PAINTING
SHALL BE DONE IN STRICT ACCORDANCE WITH THE PAINT MANUFACTURER'S
RECOMMENDATIONS AND SHALL BE SATISFACTORY TO THE FAYPWC.
12. PROTECTIVE COVERING SHALL BE UTILIZED, AS NECESSARY FOR PROTECTION OF
ADJACENT AREAS, EQUIPMENT, SHRUBBERY, OR OTHER ITEMS. AFTER PAINTING IS
COMPLETE, THE ENTIRE AREA SHALL BE THOROUGHLY CLEANED UP.
13. ALL PAINT MATERIALS SHALL BE IN THE ORIGINAL SEALED CONTAINERS BEARING
THE MANUFACTURER'S NAME.
14. WHERE NECESSARY, THINNING SHALL BE DONE IN ACCORDANCE WITH THE
MANUFACTURER'S INSTRUCTIONS, AND AS APPROVED BY FAYPWC.
15. ALL SURFACES TO BE PAINTED SHALL BE CLEAN AND DRY.
16. THE BONNET OF THE FIRE HYDRANT SHALL BE PAINTED A DARK GREEN, UTILIZING
AN ALKYD OR POLYURETHANE ENAMEL, WITH A FINAL DRY MIL THICKNESS OF 4 TO 6
MILS. MULTIPLE COATS MAY BE NECESSARY TO ACHIEVE THE FINAL REQUIRED DRY
MIL THICKNESS. THE PAINT SHALL BE FOREST GREEN, AS MANUFACTURED BY THE
SHERWIN-WILLIAMS COMPANY, PART NUMBER 822918, OR APPROVED EQUAL.
SAMPLES SHALL BE SUBMITTED IN ORDER FOR FAYPWC TO CONSIDER ALTERNATIVE
PAINT MANUFACTURERS.
17. THE REMAINDER OF THE FIRE HYDRANT SHALL BE PAINTED SAFETY YELLOW,
UTILIZING AN ALKYD OR POLYURETHANE ENAMEL, WITH A FINAL DRY MIL THICKNESS
OF 4 TO 6 MILS. MULTIPLE COATS MAY BE NECESSARY TO ACHIEVE THE FINAL
REQUIRED DRY MIL THICKNESS. THE PAINT SHALL BE YELLOW, AS MANUFACTURED
BY THE SHERWIN-WILLIAMS COMPANY, PART NUMBER 3186, OR APPROVED EQUAL.
SAMPLES SHALL BE SUBMITTED IN ORDER FOR FAYPWC TO CONSIDER ALTERNATE
PAINT MANUFACTURERS.
FAYETTEVILLE
PUBLIC WORKS COMMISSION
FAYETTEVILLE, N.C.
WATER RESOURCES
ENGINEERING DEPARTMENT
NO.
DATE
1
10/23/03
2
07/01 /09
3
07/01/16
REVISION
ISED NOTE NO.4
ISED NOTE NO. 2, REMOVED NOTE
3 AND ALTERED RESTRAINT DETAIL
ISED NOTES
W 13-FHCC.dwg
NCD
BRICK
SECTION A -A
GROUND LEVEL
ANGLE BALL VALVE
SOLDER BUSHING
TEE\12"x2"DIA MALE
BRASS NIPPLE
2" LATERAL, INSTALLED IN
ACCORDANCE WITH
FAYPWC DETAIL W.30.
TRACING-`
WIRE
2" BRASS F.I.P x PACK
JOINT FOR PVC
ADAPTOR
CONTINUOUS NCDOT--/
CONCRETE BRICK
SUPPORT BASE FOR ROD EL ✓IA
STEEL ROD
2" F.I.P. CONTINUOUS NCDOT
INLET/OUTLET CONCRETE BRICK
SUPPORT FOR ROD
2" COPPERSETTER WITH BY-PASS
23-1/2" METER SPACING
N.T.S.
DWG. NO. �/ rj DWG. BY: FAYPWC
SHEET NO.
1 OF 2 DATE: JAN. 01, 2019 APPROVED BY: J.E.G.
C== WATER
OSKID RESI
7-
37-5/8"-
i -0 46 /2"
BOX PLAN VIEW
BALL VALVE
TO PROVIDE SUPPORT FOR
TIGHTENING OF FITTINGS A
20"x3/4" DIAMETER STEEL ROD
SHALL BE PLACED THRU SUPPORT
BAR HOLE. ROD SHALL BE
TIGHTENED TO "SUPPORT BAR
HOLE" WITH STEEL NUTS AND
WASHER. ROD SHALL BE PAINTED
WITH 2 COATS BITUMINOUS PAINT,
STAINLESS STEEL, OR GALVANIZED.
FOR BOX SEE FAYPWC
DETAIL W.5 SHEET 2 OF 2
STEEL ROD
-12"x2"DIA BRASS
NIPPLE WITH CAP
`­12" GRAVEL
FLOOR
COMPACTED
SUBGRADE
FAYETTEVILLE
PUBLIC WORKS COMMISSION
FAYETTEVILLE, N.C.
WATER RESOURCES
ENGINEERING DEPARTMENT
00
N M
35-5/8"
.t ih
c
46-1/2" -
BOX & COVER SECTION
(2) 7/8"DIA THRU HOLE
WITH 3/8"x5/8"DIA DEEP
'
COUNTERBORE
4"x5/8" PULL SLOT
WITH 1/4"DIA CENTER PIN
(2 PLACES)
N
WATER �
O
SKID RESISTANT
SURFACE
Y
35-5/8"
1-15/16"x2-5/8" SLOT
COVER
WITH (4) 1/2"x5/8"DIA
DEEP COUNTERBORE
26"
34-7/8"
END VIEW
26"------------------•{
NOTES:
1. ALL MATERIALS SHALL BE APPROVED
BY FAYPWC.
2. LOCATION OF BOX SHALL BE AS
DETERMINED BY FAYPWC PROJECT
COORDINATOR. IN NO CASE SHALL
BOX BE INSTALLED CLOSER THAN 5' TO
BUILDING.
3. LATERAL SHALL BE INSPECTED AND
APPROVED BY FAYPWC PROJECT
COORDINATOR PRIOR TO BACKFILL.
4. CONTRACTOR TO INSTALL TRACING
WIRE INTO BOX. A MINIMUM 2' OF WIRE
SHALL BE IN BOX.
5. FOR METER BOX SEE FAYPWC DETAIL
W.5 SHEET 2 OF 2.
OTHERS
NO. DATE REVISION
1 07/13 REVISED, UPDATED NOTES
2 07/17 UPDATED NOTES
W5-2-METER-SETTE R.dwg
NOTES:
1. ALL MATERIALS SHALL BE APPROVED
BY FAYPWC. SEE FAYPWC DETAIL W.5
SHEET 1 OF 2 FOR ADDITIONAL
INFORMATION.
2. METER BOX BASE SHALL BE
FIBERGLASS. METER BOX LID SHALL
BE COMBINED POLYMER CONCRETE
AND FIBER REINFORCED POLYESTER.
3. METER BOX SHALL NOT BE LOCATED
WHERE H-20 LOAD CAN IMPACT BOX
OR COVER.
4. FOR 1-1/2" METER WITHOUT BYPASS
SEE FAYPWC DETAIL W.29.
COVER
STAINLESS STEEL
CAPTIVE BOLT
SELF -CENTERING
CORROSION
RESISTANT NUT
i
COVER BOLT DOWN
COMPOSITE
BOX
V�V-;awwm
co MOUSEHOLE
(ONE CENTERED
0 BOTTOM
EACH END) OL 001 ,--L PENING
r� 46-5/8" 34-7/8" 30-1/2"x42-1/8"
EXTENSION SECTION END VIEW ISOMETRIC VIEW
1-1/2" AND 2" BY-PASS METER BOX FAYETTEVILLE NO. DATE REVISION
PUBLIC WORKS COMMISSION
N.T.S. FAYETTEVILLE, N.C. 1 12/15 REVISED LID
SHEET NO. DWG. NO. W.5 DWG. BY: FAYPWC WATER RESOURCES
2 OF 2 DATE: JAN. 01, 2019 APPROVED BY: J.E.G. ENGINEERING DEPARTMENT
W5-2-METER-SETTER.dwg
US Army Corps
of Engineers
10-09-19
O
W
0
�CDz
OU
w
�
�
o�U
W 7
�<
U
04
1—D
°
W
cD
co N
J
Z
o
�c)U)
-
U�
Q
ww
20
<00
z0o
0
0
m
}
m
m
Q
E:-
LL
w
m
w
z
Z
Y
(n QQ
3:
W
Qm­3
wCn
w 2
ofY
2
2
D 2
N Z
0
o�
o�
U�o
Z W N
�
z
uS U) g
W �z
W
7i
U C�
Z
U�
�ZO-
W
Q
w >
U)
Ld
W
W
�j =
2 Y
OLLO
O
0-
Oz
QUO
O
Oz
o
U
z O
<
_z
g
J
88Q
Q
z}
J
>-
O
L -
(n
U
J
LL 0
Q
N
wQ
0QZ
z�-m
(If
C! � CD-
N
Lu
SOW
m
O
O�
W
SHEET ID
UNCLASSIFIED//FOR OFFICIAL USE ONLY
LOWE ENGINEERS, LLC
REG. #: P-1582
CU503
CORRECTED FINAL - NOT FOR CONSTRUCTION

W-1
F
E
A
1
LEGEND
2
CB
CATCH BASIN
COO
SANITARY CLEAN -OUT
DI
DROP INLET
FFE
FINISHED FLOOR ELEVATION
BL
BOLLARD
RCP
REINFORCED CONCRETE PIPE
✓e
JUNCTION BOX
280
NEW CONTOUR
--
- - - - 28� ------
EXISTING CONTOUR
282 X
SPOT ELEVATION
EXISTING DRAINAGE PIPING
®
EXISTING DROP INLET
— —
LIMITS OF CONSTRUCTION
EXISTING CONCRETE
EXISTING ASPHALT
NEW CONCRETE
NEW ASPHALT
LANDSCAPING
W v
B I TREE NOTE
BASED ON DISCUSSION WITH USACE ON 5/6/19, THE OWNER
WILL PROVIDE INSTRUCTIONS FOR THE GC TO SUPPLY AND
PLANT 70 TREES OFFSITE WITHIN A 20 MILE RADIUS OF THE
PROJECT LOCATION IN ACCORDANCE WITH THE DD1391, 50
DECIDUOUS TREES AND 20 CONIFERS; SITE TO BE
DETERMINED BY CONTRACTING OFFICER.
RAI
�3
BUILDING 3352
4 UNCLASSIFIED//FOR OFFICIAL USE ONLY 7 8
5 6
MATCHLINE
SEE THIS SHEET
BUILDING 3352
(FULL OF WATER)
CONNECTING PIPES
UNDETERMINED D2-HW
S oS
l
EXISTING ASPHAL T
PARKING LOT
MATCHLINE
SEE THIS SHEET
LANDSCAPING PLAN
SCALE: 1" = 30'
\ ASPHALT
n\-
WETLANDS BDY
■46,
9
1 1 1 1 I I I I I
Illllli
10
MATCHLINE
SEE THIS SHEET
� I
� I
cr)co
N
w III �
/ 18'RCP
/ / I
1 � �
1
E
a EXISTING
PA
ING LOTX-DI
TOP:
\
2\�
\3
7
1
E IN: 233.55
24'RCP I.EOUT-231.47
z24'RCP
EX -DI \1,
U) TOP: 239.99
o I.EIN(18'):23539
U- 1E IN(24'): 234.83
1.EOUT-234.82
U)
II
� I
II I
/ CONC. WALK
/ lr
(BUILDING
� II
� II
I
I I
I I
co
j
J
9
LOWE ENGINEERS, LLC.
N REG. #: P-1582
30 0 30 60 90
GRAPHIC SCALE: 1 INCH = 30 FEET
\
5
I I
US Army Corps
of Engineers
10-09-19
A�n
ULIG00
J
I
TOP:
\
2\�
\3
7
1
E IN: 233.55
24'RCP I.EOUT-231.47
z24'RCP
EX -DI \1,
U) TOP: 239.99
o I.EIN(18'):23539
U- 1E IN(24'): 234.83
1.EOUT-234.82
U)
II
� I
II I
/ CONC. WALK
/ lr
(BUILDING
� II
� II
I
I I
I I
co
j
J
9
LOWE ENGINEERS, LLC.
N REG. #: P-1582
30 0 30 60 90
GRAPHIC SCALE: 1 INCH = 30 FEET
\
5
I I
US Army Corps
of Engineers
10-09-19
A�n
ULIG00
J
I
J
I
0
z
Q
O
w
cn
OU
ui
O CD
Z
w
o
H 2<
U
�
O
rn
w 7
U w
0
Z
(D
�
O
~
U)
N
co
J
(�
_
�oU�OU
U�
Z
o
Q
20
<00
z00
0
0
m
}
m
m
Q
J00
o
m
o
LLI
Z
C�
Z
Y
ina¢
w 2i
Y
wam
2
2i
D
Lu
N Z
p =
p U)
U
=
cn H
CO Q
0
o�
U�o
Z w N
�
Z
cog
Lu
w
J
U)Z
ZOO
U0
�Q
w >
W
U)U)
Ld
WY
w
Ln=
2
OLLO
O
0-
O z
O
Q,CE
fr-
O
Uz
U
z O
Q
_jO
2
00
J
Q
z_}
J�
Z
J
ULL�
D_
H (/) rn
0-
OOZ
z�-w
a
Q
CD-
0� N
U
�Ow
Z
LL m
Q
O
U)
o
LL
SHEET ID
L-101
UNCLASSIFIED//FOR OFFICIAL USE ONLY
CORRECTED FINAL - NOT FOR CONSTRUCTION