20211255 Ver 1_PCN revision SAW-2021-01812_20210831

Strickland, Bev
From: wyatt brown <[e-mail]>
Sent: Tuesday, August 31, 2021 9:10 PM
To: Hopper, Christopher D CIV (USA); Cohn, Colleen M
Subject: [External] Pine Crest PCN revision, SAW-2021-01812
Attachments: Revised PCN impact sheet.pdf; Revised EMAIL -IMPACT MAP (4).pdf
CAUTION: External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to
Report Spam.
Chris, Colleen
I hope y'all are doing well, please find attached a revised impact sheet and revised plans reflecting an increase in
permanent impact of 0.001 acres. This increase is needed since riprap placed flush in a wetland is now
considered a permanent impact by the Corps. If you have any questions please don't hesitate.
Colleen, I'm thinking this permit might not require a 401. Please let me know your opinion.
thanks
Wyatt
Wyatt Brown, LSS, CPESC
Brown's Environmental Group, Inc
919-524-5956
1

"W." will be used in the table below to represent the word "wetland".
x
Reasonx
x
2b. Impact type 2,_of W. x
x x
2d. W. name 2e. Forested
21.
Ju d cltlOn*'''
Impact i construction impact
_Type
- - - -
T Small -Basin Wetland
-
JWetland A Yes
Bo[h
0.001
Mpact 2 construction impact
T Small -Basin Wetland
Wetland A T--fth
F,11113)----_
Impart 2
culvert,
P
Sntall•Basin Wetland
Wetland A
Yes
Both
0.018
(acres)
2g. Total Temporary Wetland Impact
(All revisions in red by Wyatt Brown, 8/31121).
0.004
2g. Total Permanent Wetland Impact
2g. Total Wetland Impact
e:aai 0,022
2i. Comments:
Welland 1 actual temporary impact is listed in impact table as 0.00007 acres, I entered impact as 0.001 acres.
The permanent impact for impact 2 is revised increasing the impact b iv 0.001 acres to reflect the rip rap in the wetland. The rip rap was not included
in the original submittal. The total permanent wetland impact is now 0.022 acres.
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this question for all stream sites impacted.
"S." will be used in the table below to represent the word "stream".
3a. Reason for impact* 36.Impact type'` 3c. Type of impact*
F1
3d. S. name *
3e. Stream Type *
3f. Type of
Jurisdiction *
3g. S. width *
3h. Impact
length
S1
.
Setter line install
Temporary
Stabili7ation
Stream 1
Perennial
Both
24
Avenge lfedl
19
jFxxv tea)
-All Perennial or Intermittent streams must be verified by DWR or delegated local novernment.
3i. Total jurisdictional ditch impact in square feet:
0
3L Total permanent stream impacts:
0
3i. Total temporary stream impacts:
19
3i. Total stream and ditch impacts:
19
3j. Comments:
Moccasin Creek (Stream 1) is 24 tt (23.98 h) feet Wde at the utility line crossings. The impact (0.01 acre) is temporary since the utility lines Wit be
installed in the dry by using a pump around and the disturbed area Will be. restored to its original contours. The engineer states there is no permanent
maintenance oacomoM ;inco the utillfy lines urn being laid in the DOT right of way.
6. Buffer Impacts (for DWR)
If projectwill impact a protected riparian buffer, then complete the chart below. Individually list all buffer impacts below.
6a. Project Is in which protect basin(s)7*
0-dk al that apply.
V %use r Tar-Pandico
r Catawba r Randleman
r Goose Creek r Jordan Lake
r- other
fib. Impact T * " p Type 6c. Per or Temp *' 6d. Stream name * 6e. Buffer mitigation required7* 6f. Zone 1 impact* 6g. Zone 4 impact*
Movable
�Slreaml
fb
-
1,218
(sWxefeet) ---
7squaefet)
�,
6h. Total buffer impacts:
Zone 1 Zone 2
Total Temporary impacts: 1,218.00 779.00

S/D
n
RAINS BCAl�7TA7
PINECREST
WETLAND IMPACT SUMMARY
PERMANENT
IMPACT
TEMPORARY CONSTRUCTION
IMPACT
WETLAND IMPACT 1
0.00007 AC
-
WETLAND I M PACT 2
0.018 AC
0.003 AC
BUFFER IMPACT
20 SF
ZONE 1: 1218 SF, ZONE 2: 779 SF
STREAM I M PACT
-
0.11 AC, L:19.10 LF, W:23.98 LF
E ' A�1111S AARY C RAD RD I ACi 21N 1 UU ib
C1 TAG 12N'�0036D, IN2�420-91-9204
44r`t 263400- 0552 9 156 ,PG 133
�' \� NitVG RA
UREN EW -QB 630 G 61 4 1$ 79 +AC
y�Ly N Z6 &10
e
✓ r
13 . e�
m
NTSwow -
_ 3
77 ¢ � -(16TIME � RrN r
GW Pueu /� w 51 /
PR�P�S � 50 _ � 16k^
20 _� ti � � .� 6�•one.` J` ��! �m
34 2,N 1003,
4_� z d 54� 12624 0-80
rs a D c
RA
Fr 22� `s 23_m �q r� �.
m9 a . ,
r � _
T�I � �r � � I
TA1fVtidQ02 y 11 7 T `pROPOSEDcSANI SANITARY SEWER r J.;�Y; PROPOSED
1 �� 37 r 3 �1 s ✓ WETLAND
5 d°
16 8 1 _
�� m F� IMPACT1
c
5615 A l ��?,. BORE UNDER WETLANDS (t180LF) :�a
25 a 33 �,; ' �;. , , (NO IMPACT) PROPOSED SANITARY
EWER AERIAL PIPE
J STREAM CROSSI G
.N' �r ;F�� �'''" •' ;;�, ,� ; 100 YEAR FLOOD LINE °`• ` -, "� ° ; 1" 1
�l
° '}g i
F a Lt F ��� � � �9 .• .. .-„ . :�� •' � s ' PROPOSED WATERMAI R q
/ ' / a •• �� �•,• .� •SQ2•• '`' "GSA• g6Ti'` `
'
u :..`...... �STREAM CROSSING N 'A(
�r PROPOSED WETLAND IMPACT 2 ee c . F . ; .... , ..: , . ; . , V� :si..:'' "/.� �"'/ �J B'
" Lvs�i WETLANDS i
I/) �y�166! ••,• �.; •; ,�/, f�� •�. ''�°j•, •; •', a°•}•�• "� _ice•.. �� 00
1 k
S 1
i
' o •
b
0
r \ °J�`.°` _-. ,�.� .t'y��_.'. Fo '�' °pi .;6��'.'"•'1� '�'�.'. h,�. ''•'�h'''t!'. -BB,T' A',1,� .�.•. � �' � � ' �i
r
a J
X.
'•`q ° �:•tea-:y��'„!v', •`�',�'.N,. �,s=�: �'� •�,;i'�, � % �' h
4.44�• o ; ti7: i
t INC�1 - 3-
S JAL a
5 Pr:ter: 2141 1C 011
DB 3596P 1
6..8�(�
��,ry `��� \�� •,• � 1�f.`•'�..i"� � q�� �" Sri° / % �,-�"
r_......,, -.
ESTATES, PHASE ONE
�I
VICINITY MAP

� s
�s
/ ya
/ � 1
/
WATTLE (TYP.) li
DA
M AM (TYP.)
� 53 �
WETLAND IMPACT SEQUENCE OF
2r CONSTRUCTION
w 1 \ 2. OBTAIN NCDENR EROSION CONTROL APPROVAL.
SILT FENCE OUTLET (TYP.) THIS PROJECT IS DIVIDED INTO TWO (2) STAGES. STAGE 1 - CLEARING & INSTALLING
EROSION CONTROL MEASURES. STAGE 2 - INSTALLING STORM DRAIN AND GRADING THE
ARC INLET PROTECTION O 1 SITE.
A BEGIN STAGE 1
3. INSTALL EROSION CONTROL MEASURES. ONLY CLEAR ENOUGH TO INSTALL THESE
ME STREE BEGIN STAGE 2
�B��c R'w
P4. INSTALL STORM DRAIN.
�OPOSED� 5� P 5. INSTALL EROSION CONTROL MEASURES SPECIFIC TO STORM DRAIN. I.E. ARC INLET
n PROTECTION, INLET PROTECTION, ETC.
' 6. BEGIN GRADING SITE.
o+
o
s J -
o M „s 50_ss
S 0o LL
SKIMMER BASIN (TYP.)
a 1
0 )
J ` �° \ DISSIPATOR PAD
SILT FENCE (TYP.) V LENGTH - 9'
WIDTH - 10.5'
�38D L DEPTH - 9" )
STONE - CLASS B
/ 1 \\ (SEE RIP RAP DETAIL
54 �� ON SHEET 9) \
J /
0
E80HN
WETLANDS i -
±20.23 ACRES (WITHIN N
-� PROJECT BOUNDARY),
WETLAND IMPACT
TEMPORARY
PERMANENT
CONSTRUCTION
IMPACT
IMPACT
WETLAND IMPACT 1
0.00007 AC
-
PERMANENT
IMPACT
I-
U) 0
W z
U�
W ~
Z z
E O
Q
0
a
H
W
i
M
LL
L0
r
W
W
M
W
L7
ou
0IL
=0211
Nz
Qw
0
Q

WETLAND IMPACT
TEMPORARY
PERMANENT
CONSTRUCTION
IMPACT
IMPACT
WETLAND IMPACT 2
0.018 AC--]
0.003 AC
WETLAND IMPACT SEQUENCE OF
CONSTRUCTION
1. OBTAIN 401 & 404 PERMITS.
2. OBTAIN NCDENR EROSION CONTROL APPROVAL.
/
THIS PROJECT IS DIVIDED INTO TWO (2) STAGES. STAGE 1 - CLEARING & INSTALLING
EROSION CONTROL MEASURES. STAGE 2 - INSTALLING STORM DRAIN AND GRADING THE
/
SITE.
r
BEGIN STAGE 1
1�y
3. INSTALL EROSION CONTROL MEASURES. ONLY CLEAR ENOUGH TO INSTALL THESE
MEASURES.
BEGIN STAGE 2
\ f
4. INSTALL STORM DRAIN.
g `
5. INSTALL EROSION CONTROL MEASURES SPECIFIC TO STORM DRAIN. I.E. ARC INLET
PROTECTION, INLET PROTECTION, ETC.
6. BEGIN GRADING SITE.
saw
PROFILE OF ST-7
155 155
6 M
� O
VERTICAL SCALE: 1" = 4'
WETLAND
IMPACT
TEMPORARY
CONSTRUCTION
IMPACT
W�°
Z U v
QZ
m v �
O E °' N
(n � m ly
Q Q >- m
Z w J dU
LL
'1 U a
O M
�W
U
2
U
w O ou
wzIL
Z O w
FL O 3:2
C7
z_
0
W
=O �W
Z
Q W
13
N
U
z
Q
J
Mw
� J
LL Q
O co CD
CD
�
co Z 4
H
= U
w C
Q -
_ �o

RIPARIAN BUFFER ` % "" '"
50' FROM TOP OF BANK �u day
(APPROXIMATE)
138 m
PROPOSED 8"
WATERMAb w v
110' DRAINAGE (SEE WATER NOTE)
-'�.� .y .�
EASEMENT lk w
PLAT BOOK 16,
y', v PAGE 61 i
a
1
I�
5 MOCCASIN CREEK
STREAM INDEX: 27-53-(0.5) f o
\f t' CLASSIFICATION: C;NSW I Q
/Z� W .v � W W W W W
7
EXISTING MANHOLE
SS
LENGTH O)F) W SYf
STREAM W
IMPACT:
�9.10
/Mss
38�cJ Q , W L
EXISTING
$
SANITARY
_
SEWER
SS
W= 55 „
. 2 SS
8" W L 8' W o (1 AC
133
PROPOSED 8"
SANITARY SEWER
1 10' MINIMUM
1 SEPARATION
p�NECRE6 PUBLIC RNA 1
— 14r
EXISTING BRIDGE
WITH HEADWALLS
3' WIDE CUT IN
STREAM
z
WATERMAIN SEQUENCE OF
CONSTRUCTION
1. STREAM CROSSING SHALL BE PERFORMED AT A TIME WHEN WATER FLOW IS
AT A MINIMUM.
2. INSTALL TEMPORARY SILT FENCING ADJACENT TO STREAM CROSSING.
3. INSTALL DIKES AND PUMP AROUND APPARATUS AS SHOWN IN DETAIL ON
SHEET DT1.02.
4. ONCE INSTALLATION IS COMPLETE REMOVE DIKES AND PUMP AROUND
APPARATUS, SHAPE UP STREAM BANKS, ENSURE THAT SILT FENCING HAS
BEEN INSTALLED DOWN SLOPE FROM ALL DISTURBED AREAS INSIDE THE
1 10'DRAINAGE EASEMENT.
5. IMMEDIATELY SEED AND MULCH SLOPES AND ALL DISTURBED AREAS.
PERMANENT BUFFER
IMPACT (ZONE 2 - MH-01)
TEMPORARY BUFFER
CONSTRUCTION IMPACT (ZONE 2)
TEMPORARY BUFFER
CONSTRUCTION IMPACT (ZONE 1)
TEMPORARY STREAM
CONSTRUCTION IMPACT
1
145
140 I L TOP OF BANK
I I \
11 . 11 11 5
IP—M
W co
oco
AERIAL PIPE SUPPORTS (TYP.)
(SEE DETAILS ON SHEET DT1.05)
m�
130
U
o
M 5'
00
6) cM.,
N Oco z D
O
+
NMI �2>O
M M ? (n Z Z 8" WE
ZZ
BELOW
> > 5' COVER
U)
z z z STREAM
BED
-0+50 10+00 10+50
VERTICAL SCALE:
IMPACT
PERMANENT
IMPACT
TEMPORARY CONSTRUCTION
IMPACT
BUFFER (ZONE 1)
-
1218 SF
BUFFER (ZONE 2)
20 SF (MH-01)
779 SF
STREAM
-
0.011 AC, 458 SF, LENGTH: 19.10 LF
WIDTH: 23.98 LF
150
E
w O
N60
u)N O W
ZU �2v
QZ_cchU
N
O E
(U
Z
W J o°'L`
o
U
n
co
�W
I—
U
_
~
EXISTING GRADE
�Jw
(if
Z
Elu
140
PROPOSED 8" DIP
w
z
0 a
WATERMAIN
(SEE WATER NOTE)
Z
�
Q
0
ft
3:
PROPOSED 8"
Z
PVC (SDR-28)
z
it i
135
z
=
O
W
0) W
INSTALL 40LF 16" STEEL
CASING CENTERED ON
Z
2Z
STREAM WITH 2
SPIDERS PER JOINT
W
130
Q
z
�U
Q
11+00 11+50
125
SEWER NOTES:
1. REGULAR AND PROPER INSPECTION AND MAINTENANCE OF THE STREAM CROSSING
SHALL BE PROVIDED BY TOWN OF PINE LEVEL TO ENSURE THAT THE STREAM FLOW IS
NOT IMPEDED AND THAT NO DAMAGE WILL BE CAUSED TO UPSTREAM OR ADJACENT
PROPERTIES.
2. HIGH PRIORITY LINES SHALL BE INSPECTED BY THE PERMITTEE OR ITS REPRESENTATIVE
AT LEAST ONCE EVERY SIX MONTHS AND INSPECTIONS DOCUMENTED PER 15A NCAC
02T.0403(a)(5) OR THE PERMITEE'S INDIVIDUAL SYSTEM -WIDE COLLECTION PERMIT.
3. PRIOR TO INSTALLATION A LICENSED NC PROFESSIONAL ENGINEER SHALL PROVIDE THE
TOWN UTILITY DIRECTOR AND THE ENGINEER WITH THE NECESSARY STRUCTURAL
DESIGN OF THE PIER SUFFICIENT TO RESIST THE FORCES ACTING ON THE PIER/PIPE
SYSTEM. SEE DETAILS ON SHEET DT1.05 FOR MORE INFORMATION.
WATER NOTES:
1. WATERMAIN IS TO BE CONSTRUCTED WITH 8" DIP IN LOCATIONS WHERE THE HORIZONTAL
SEPARATION BETWEEN THE GRAVITY SEWER AND WATERMAIN IS LESS THAN 101
.
2. WATERMAIN IS TO BE INSTALLED IN AN OPEN CUT METHOD. SEE CONSTRUCTION
SEQUENCE.
zp
Q 0-1
U
0 �
z Q
Q W
z I)f
Q �
�cl)
W LU
Q
3:U)
cM W
r J
LL Q
O U w
O
z�
W a c
LLI _
= 0o
W

BORE AND JACK ±180
LF OF 16" STEEL
CASING WITH 8" C-900
CARRIER PIPE
v W_ W—
W W W W W\ W
W W W W W W
W W W /W W 1 W
1 1
1
W W W/ W W \
W W W W W W W!
M
z
SANITARY SEWER WETLAND BORE
w�°
'j) p M
Z U - v
Qz_cchU
N
O �
Z w
J M C
�W
I—
U
w°
2
~
0
w
z
v
a
0�
z
cola
Z
o
co
z
o
w
w
z
E9
22
Qw
z
U)
U)
^
vJ ON
UC)
Q �
H Q
z Lu
I
C/) U
cy') W
T— J
ILL Q
O U w
o
Lo za u
� = c
Lu a -
LL ]
cT (� o
n)

TEMPORARY SEEDING
RECOMMENDATIONS FOR
Seeding mixture
Species
Rye (grain)
Rate (Iblacre)
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 Iblacre ground agricultural limestone
and 1.000 Iblacre 10-10-10 fertilizer.
Mulch
Apply 4,000 Iblacre 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. APPLY ASPHALT TACK AT A RATE OF
400 GALLONS PER ACRE.
Maintenance
Repair and refertilize damaged areas immediately. Topdress with 50
Iblacre of nitrogen in March. If it is necessary to extent temporary
cover beyond June 15, overseed with 50 Iblacre Kobe (Piedmont and
Coastal Plain) or Korean (Mountains) lespedeza in late February or
early March.
TEMPORARY SEEDING
RECOMMENDATIONS FOR
SUMMER
Seeding mixture
Species
German millet
Rate (Iblacre)
40
In the Piedmont and Mountains, a small -stemmed Sudangrass may be
substituted at a rate of 50 Iblacre.
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 Iblacre ground
agricultural limestone and 750 Iblacre 10-10-10 fertilizer.
Mulch
Apply 4,000 Iblacre 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.
TEMPORARY SEEDING
RECOMMENDATIONS FOR
LATE WINTER AND EARLY
SPRING
Seeding mixture
Species Rate (Iblacre)
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 Iblacre ground
agricultural limestone and 750 Iblacre 10-10-10 fertilizer.
Mulch
Apply4,000 Iblacre 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. APPLY ASPHALT TACK AT A RATE OF
400 GALLONS PER ACRE.
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and mulch
immediately following erosion or other damage.
SECTION E: GROUND STABILI7-4TION
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
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 SO' 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 far Falls Lake Watershed unless
there is zero slope
Note: After the permanent cessation of construction activities, any areas with temporary
ground stabilization shall be converted to permanent ground stabilization as soon as
practicable but in no case longer than 90 calendar days after the last land disturbing
activity. Temporary ground stabilization sha€1 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
• Temporary grass seed covered with straw or • Permanent grass seed covered with straw or
other mulches and tackifiers other mulches and tackifiers
• Hydroseeding • Geotextile fabrics such as permanent soil
• Rolled erosion control products with ar reinforcement matting
withouttemporary grass seed • Hydroseeding
• Appropriately applied straw or other mulch ■ Shrubs or other permanent plantings covered
• Plastic sheeting with mulch
• uniform and evenly distributed ground cover
sufficient to restrain erosion
■ Structural methods such as concrete, asphalt or
retaining walls
■ Rolled erosion control products with grass seed
a
w0°
F- � "6 N W
U) N p
Z U �2 v
N
(� O (6
Z w J M
0 o
J M C
U)
W
�W
2
Z
0 V
wz
Z
o
a
O .,
= 13
Z
O
07
Z
11
W W
2
o
U) W
Z
2E9
2
Q W
co
J_
Q
H
LU
0
Z
_O
07
0f
I
'LL
ch w
T_ J
LL Q
O U w
o
v
Z�
W d c
LLI (if
= 0o

STEEL FENCE POST
HARDWARE CLOTH
FILTER OF #57
WASHED STONE
18" MIN. AT FACE OF
HARDWARE CLOTH T FILTER FABRIC
ON GROUND
8' MAX. 4' MAX. m. SILT FENCE
BURY WIRE FENCE AND HARDWARE CLOTH i i
BURY 6" OF UPPER EDGE OF
FILTER FABRIC IN TRENCH FRONT VIEW � �
D
BURY WIRE FENCE,
FILTER FABRIC,
AND HARDWARE LI
MAINTENANCE
CLOTH IN TRENCH
INSPECT WIRE AND WASHED STONE OUTLETS AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE
ADEQUATE STORAGE VOLUME (APPROX 50% OUTLET COVERAGE) FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID UNDERMINING THE OUTLET 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.
STEEL
POST
WIRE
FENCE
24
8' MAX. STANDARD STRENGTH FABRIC W/ "RE FENCL__
6' MAX. EXTRA STRENGTH FABRIC W/O "RE FENCE
1
FABRIC
MAINTENANCE
WIRE AND WASHED STONE OUTLET
NOT TO SCALE
WIRE
FENCE
FILTER
_
FABRIC
III
BACKFILLTRENCH
—III-
AND COMPACT
PLASTIC OR — III —III
I—, THOROUGHLY
,WIRETIES I —I I El
I B I El I i 1
I I-
I I I El I
I —I I I —I I I I I I I'8• MIN
NATU I I II
I I —I I I-1 I I-1 I MIN
DL
GRO — I
II 1—�—III—I I II
III -III;
POST
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 PROPERTY STABILIZED.
STANDARD TEMPORARY SILT FENCE
NOT TO SCALE
5' METAL POSTS
2' INTO GROUND
GALVANIZED HARDWARD WIRE
EXTENDS TO TOP OF BOX
(3/8" MESH)
o }�
o
000 0°� O
o° ° —�
o °
0
o
0 o ��
yyo-u� n °
�JO-O O--t�00-60 �0000-CY.�O COOOOCCSyJ —
o
MAINTENANCE N 57 WASHED STONE
INSPECT WIRE AND WASHED STONE INLETS AT LEAST ONCE A WEEK AND AFTER EACH
RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY. REMOVE SEDIMENT
DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME (APPROX 50%
OUTLET COVERAGE) FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE.
TAKE CARE TO AVOID UNDERMINING THE INLET 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
PROPERTY STABILIZED.
INLET TEMPORARY PROTECTION -
NO SCALE
I- E
Lu w o 0
0
� C -N W
(nN OMB
Z U v
Qz cco
M -'t
N
O E CY
z w J ca
v CJ o
J M C
0
wz
U}
w�
Zz
0-0
N
W
J
LLJ
0
z
0
L.1_
LLJ
C'7
T-
LL
0
ti
H
LLJ
LLJ
W
M4
ol
W
L9
0u
0°
=.{z
WW
Nz
2 E9
Qw
0
Q

INFLOW _
STRUCTURE
AVERAGE AREA'
WIDTH W L
• AREA OF BASIN WATER SURFACE AT
TOP OF PRINCIPAL SPILLWAY ELEVATION
INFLOW
STRUCTURE
DEWATERING
ZONE
FILTER FABRIC
SEDIMENT
STORAGE ZONE
PLAN VIEW
SKIMMER
DEWATERING
DEVICE
BAFFLES
4'x4'x6" BED
NO, 57 WASHED STONE
UNDER SKIMMER
DEWATERING DEVICE
CLASS I RIP RAP
EMERGENCY
SPILLWAY
EMBANKMENT
1' FREEBOARD
BAFFLES
":�EMERGENCY
�6" MIN. INVE T ELEVATION OF SPILLWAY
EMERGENCY SPILLWAY
12" LAYER OF
CLASS I RIP RAP
W/ GEO—LINER
4'x4'x6" BED
57 WASHED
CROSS—SECTION VIEW OF N UNDER SKMMERSTONE
DEWATERING DEVICE
SEDIMENT BASIN W/ SKIMMER
••• Tr• • r NOT TO SCALE
INSPECT BAFFLES AT LEAST ONE 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 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. 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.
'I
tl
class s kiprop
Pipe nvert, 3 "
■
Flow Flaw
Natural Ground
Riprap Headwall, l' min
1' 3' height from road shoulder
-
2 r
■e
Figure C65a Rock pipe inlet protection plan view and cross-section view
Maintenance ]nspeet rock pipe inlet protection at least weekly and after each significant
inch or greater] rainfall event and repair immediately. Remove sediment and
restore [lie 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
Slabilization).
ARC INLET PROTECTION
NOT TO SCALE
I— E
w�0
Of
U) O-�
Z U -C v
Qz cco
N
U)O C6
Z w J co
J M C
I—
U
wN
LL
�W
2
~
Z
0 U
w
z
z
O
IQ
O
T (7
i ?
Z
O
Z
W
o
W
z
2_
E9
2
Q
M
J
Q
w
Z
0
U)
o
LU
Icy) w
T_ J
LL Q
O U) w
U) o
v
00 Z o I I
s
W d c
LLl of
= C� o

VELOCITY DISSIPATION
AREA. wiSE
LENGTH
sTREAM
i
FLOV
B WOf
LENGTH NOT TO
1, PUMPS SHALL DISCHARGE
ONTO SANDBAGS OR RIP RAP
TO DISSIPATE VELOCITY
DOWNREACH SEDIMENT
DIKE TO FORM VELOCITY
DISSIPATION POOL
DEWATERING BAG
T- DISCHARGE HOSES
STREAM
DIVERSION
PUMP
PUMP
A-.A—..—�
I INTAKE
HOSE � 1.
/ INTAKE
DIKE —� HOSE
CLEAN WATER DIKE
' SUMP HOLE
K AREA I OR POOL
p' I (12 TO 18"
EXCEED
DEEP, 2� DIA)
PUMP AROUND APPARATUS
NOT TO SCALE
f'ly\vi'maillil
PROVIDE HIGH STRENGTH
JOuBLE STITCHED J
TYPE SEAMS
SEWN IN
SPOUT
HIGH STRENGTH
STRAPPING FOR
HOLDING HOSE
i
IN PLACE
WATER FLOW
FROM PUMP
OPENING TO
ACCOMODATE UP
TO 4-INCH
DISCHARGE HOSE
r
AGGREGATE UNDERLAYMENT
(3-IN THICK NCDOT NO,
57 STONE)
NOTES:
1. THE DEWATERING BAG SHALL BE MADE OF NON -WOVEN
GEOTEXTILE WITH A MIN. SURFACE AREA OF 225 SQUARE FEET
PER SIDE.
2. ALL STRUCTURAL SEAMS SHALL BE SEWN WITH A DOUBLE
STITCH USING A DOUBLE NEEDLE MACHINE WITH HIGH STRENGTH
THREAD.
3. THE SEAM STRENGTH SHALL WITHSTAND 100 LB/IN USING ASTM
D-4884 TEST METHOD.
4, THE GEOTEXTILE FABRIC SHALL BE A 10 OZ NON —WOVEN
FABRIC.
5. DISCHARGE FROM THE DEWATERING BAG SHALL BE DIRECTED
SUCH THAT PRE —DISTURBANCE HYDROLOGY IS NOT CHANGED.
DEWATERING BAG
I- E
WUO
I- � O N
W
cn N O M
Z U 7 v
m v
ZG E N
I— m —
Q Q Q L
Z w dU
U a
^ M �
U) 0
w z
U�
w ~
Z Z
EL 0
Z
O
U)
Z
O
U)
J
Q
H
Lu
r)
z
O
U)
0
Lu
co
LL.
O
O�
W
TWT
'1
vJ
W
L7
ou
0IL
=.{z
Ww
Nz
Qw
0
Q

t2-
LI
ANCHOR BOLT DETAIL
ti S. ANCHOR SOLT W1
.X PROJECTIONS NUT
EMBED INTO COHC.
PROVIDE 11.
MIN. BEARING -
T
MIN.
FOOTING
REHAB
4'{P
o.Q.
PIPE
ATLT� 1. THE CONTRACTORS OPTION IN
LIEU OF FORMING THE 120' CONC
SADDLE, A STAINLESS STEEL PIPE
SADDLE MAY BE PROVIDED.
a EA N4 BARS WRT. 2, SITE SPECIFIC DESIGN CRFTERIA
EQUALLY SPACED SHOULD BE CONSIDERED WHEN
DESIGNING AERIAL CROSSINGS.
p3 BARS 3. PATCH SNAP TIES.
1Y D.C. 4. CONCRETE FOOTING SHALL HAVE X4'
CHAMFER EDGES.
— 5. REINFORCING STEEL AS SHONlN IS
MINIMUM ALLOWED. DESIGN
ENGINEER SHALL COMPLETE AN
SECTION A -A INDEPENDENT STRUCTURAL
ANALYSIS AND OEWON. BASED ON
SUBGRAOE ANALYSIS LOAD.
8. TWO SPIDERS AT EVERY JOINT
WITHIN CASING PIPE.
7. ALL JOINTS SHALL HE RESTRAINED
JOINTS BETWEEN MANHOLES-
r Y- % P- S.8. STRAP W1 ZS' LEG
D JNPT BERESTRAINED
MANHOLES
Y3'LY BARS IT O.C.
STYROFOAM PLUG
VARIABLE I NONSHRINK GROU
g,-0, RL7X SEAL END LOWEST
{BOTTOM OF PIPE
MIN, 1' ABOVE
25 YR. FLOOD A IT A
r , ELEVATION}
r
�I I�
c ImIn.I
END VIEW
t�
IT
12'
L
s Imnl
SIDE VIEW
AERIAL PIPE SUPPORTS DETAIL
NOT TO SCALE
PAGE
JOHNSTON COUNTYW_wrl
SANITARY SEWER 38
ca�nma..a PWlr:uel�STANDARD DETAIL
P.a. eua z2sa Aerial Pipe Supports
SmnMdq NC 2i5l1
NOTES FOR AERIAL CROSSING:
1, STEEL CASING PIPE SHALL BE SPIRAL WELDED OR SMOOTH WAIL SEEMLESS WITH A MIN. YIELD
STRENGTH OF 35,000 PSI. REQUIREMENTS SHOWN IN TABLE BELOW:
ALLOWABLE SPANS FOR
2, RESTRAIN EO JOINT PIPE AND FRTI NGS SHALL CONSIST OF BOLTED RETAINER RINGS AND WELDER
RETAINER BARS OR SOLTLESS TYPE W HICH INCLUDE DUCTILE IRON LOCKING SEGMENTS AND RUBBER
RETAINERS. RESTRAINED PIPE AND FITTINGS MEET REpuIREME NTS SET IN JOHNSTON COUNTY
STAN DAR D SPECIFICATIONS.
3. CONCRETE PROPERTIES SHALL BE AS FOLLOWS:
CONCRETE COMPRESSIVE STRENGTH = 4MO PSI
NOM I NAL SLUMP w4 INCHES
WATERICEMENTITOUS MATE RIAL RATIO — 0.45 MAX
AIR CONTENT = MIN 6%, MAX 7.5%
CONCRETE SHALL BE TYPE Illl OR 1NACCOR DANCE WITH ASTM C-150.
4- ALL EXPOSED CONCRETE CORNERS SHALL BE CHAMFERED 314'
5. CONVENTIONAL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 AND SHALL BE
PLACE IN ACCORDANCE WITH "THE RECOMMENDED PRACTICE FOR PLACING REINFORCING BARS"
I LAT EST EDITION AS PUBLISHED BY THE CONCRETE REINFORCING INSTITIUTE. SPLICES SHALL BE CLASS
B CONFORMING TO ACI 3 18 OF "BU I LOI INS CODE REQUIRE M E NTS FOR REIN FORCED CONCRETE.
6. NEOPRENE BEARING PADS SHALL BE FORMED FROM PREVIOUSLY UNVULCANIIED, 1DO%VIRGIN
NEOPRENE WITH OUROMETER HARDN ES5 OF SO-
7. IF ENGINEERED DESIGN REQUIRES PILES, THE CALCULATIONS AND ALTERNATE DESIGN MUST BE
SUBMITTED FOR APPROVAL PRIOR TO INSTALLATION.
Nam Dots
Organ BY PAGE
Clocked B : JOHNSTON COUNTY SANITARY SEWER
A B : DevenmemxlwlalA.tw III STANDARD DETAIL 39B
Scale: P.o-e mm 1 �� Aerial Pipe Supports
SmVnnw. NC 7""
U)
STEEL CASING PIPE
CARRIER PIPE, RJ DIP CASNG PIPE, STEEL MIN. CASING PIPE WALL ALLOWABLE SPAN {FT1
DIAMETER (1N} DIAMETER (IN) THICKNE55jIN)
fi 14 0.3750 40
8 Ifi 0.3750 45
10 17 03750 SQ
12 20 0.3750 50
14 24 0.3750 SS
16 28 Q375p 55
18 30 0.3750 60
20 32 0.3750 60
24 36 0.4375 65
30 42 0.4375 65
36 48 015000 65
40 Sfi 0.5000 65
I
3(a
0) W
2: :0 2
E
W N ai
U
cr) N "O M W
Z U - v
Q Z M U
Luv�
N
U 0 (SS m
22 ��LL
W
M C
U W
2
W Z O
U
wZa
Z D O w
I..L O
Y
Z
O
W
O
f�
Y
Z
Q
a
w W VJ ''^^
(n J_
Q
aw
Z
'Q
vJ
Lu
l' J
T_ LJ_
J
LL U
U) o
O 0o II
U
W <
2 �"
r
�I I�
c ImIn.I
END VIEW
t�
IT
12'
L
s Imnl
SIDE VIEW
AERIAL PIPE SUPPORTS DETAIL
NOT TO SCALE
PAGE
JOHNSTON COUNTYW_wrl
SANITARY SEWER 38
ca�nma..a PWlr:uel�STANDARD DETAIL
P.a. eua z2sa Aerial Pipe Supports
SmnMdq NC 2i5l1
NOTES FOR AERIAL CROSSING:
1, STEEL CASING PIPE SHALL BE SPIRAL WELDED OR SMOOTH WAIL SEEMLESS WITH A MIN. YIELD
STRENGTH OF 35,000 PSI. REQUIREMENTS SHOWN IN TABLE BELOW:
ALLOWABLE SPANS FOR
2, RESTRAIN EO JOINT PIPE AND FRTI NGS SHALL CONSIST OF BOLTED RETAINER RINGS AND WELDER
RETAINER BARS OR SOLTLESS TYPE W HICH INCLUDE DUCTILE IRON LOCKING SEGMENTS AND RUBBER
RETAINERS. RESTRAINED PIPE AND FITTINGS MEET REpuIREME NTS SET IN JOHNSTON COUNTY
STAN DAR D SPECIFICATIONS.
3. CONCRETE PROPERTIES SHALL BE AS FOLLOWS:
CONCRETE COMPRESSIVE STRENGTH = 4MO PSI
NOM I NAL SLUMP w4 INCHES
WATERICEMENTITOUS MATE RIAL RATIO — 0.45 MAX
AIR CONTENT = MIN 6%, MAX 7.5%
CONCRETE SHALL BE TYPE Illl OR 1NACCOR DANCE WITH ASTM C-150.
4- ALL EXPOSED CONCRETE CORNERS SHALL BE CHAMFERED 314'
5. CONVENTIONAL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 AND SHALL BE
PLACE IN ACCORDANCE WITH "THE RECOMMENDED PRACTICE FOR PLACING REINFORCING BARS"
I LAT EST EDITION AS PUBLISHED BY THE CONCRETE REINFORCING INSTITIUTE. SPLICES SHALL BE CLASS
B CONFORMING TO ACI 3 18 OF "BU I LOI INS CODE REQUIRE M E NTS FOR REIN FORCED CONCRETE.
6. NEOPRENE BEARING PADS SHALL BE FORMED FROM PREVIOUSLY UNVULCANIIED, 1DO%VIRGIN
NEOPRENE WITH OUROMETER HARDN ES5 OF SO-
7. IF ENGINEERED DESIGN REQUIRES PILES, THE CALCULATIONS AND ALTERNATE DESIGN MUST BE
SUBMITTED FOR APPROVAL PRIOR TO INSTALLATION.
Nam Dots
Organ BY PAGE
Clocked B : JOHNSTON COUNTY SANITARY SEWER
A B : DevenmemxlwlalA.tw III STANDARD DETAIL 39B
Scale: P.o-e mm 1 �� Aerial Pipe Supports
SmVnnw. NC 7""
U)
STEEL CASING PIPE
CARRIER PIPE, RJ DIP CASNG PIPE, STEEL MIN. CASING PIPE WALL ALLOWABLE SPAN {FT1
DIAMETER (1N} DIAMETER (IN) THICKNE55jIN)
fi 14 0.3750 40
8 Ifi 0.3750 45
10 17 03750 SQ
12 20 0.3750 50
14 24 0.3750 SS
16 28 Q375p 55
18 30 0.3750 60
20 32 0.3750 60
24 36 0.4375 65
30 42 0.4375 65
36 48 015000 65
40 Sfi 0.5000 65
I
3(a
0) W
2: :0 2
E
W N ai
U
cr) N "O M W
Z U - v
Q Z M U
Luv�
N
U 0 (SS m
22 ��LL
W
M C
U W
2
W Z O
U
wZa
Z D O w
I..L O
Y
Z
O
W
O
f�
Y
Z
Q
a
w W VJ ''^^
(n J_
Q
aw
Z
'Q
vJ
Lu
l' J
T_ LJ_
J
LL U
U) o
O 0o II
U
W <
2 �"
U)
STEEL CASING PIPE
CARRIER PIPE, RJ DIP CASNG PIPE, STEEL MIN. CASING PIPE WALL ALLOWABLE SPAN {FT1
DIAMETER (1N} DIAMETER (IN) THICKNE55jIN)
fi 14 0.3750 40
8 Ifi 0.3750 45
10 17 03750 SQ
12 20 0.3750 50
14 24 0.3750 SS
16 28 Q375p 55
18 30 0.3750 60
20 32 0.3750 60
24 36 0.4375 65
30 42 0.4375 65
36 48 015000 65
40 Sfi 0.5000 65
I
3(a
0) W
2: :0 2
E
W N ai
U
cr) N "O M W
Z U - v
Q Z M U
Luv�
N
U 0 (SS m
22 ��LL
W
M C
U W
2
W Z O
U
wZa
Z D O w
I..L O
Y
Z
O
W
O
f�
Y
Z
Q
a
w W VJ ''^^
(n J_
Q
aw
Z
'Q
vJ
Lu
l' J
T_ LJ_
J
LL U
U) o
O 0o II
U
W <
2 �"
E
W N ai
U
cr) N "O M W
Z U - v
Q Z M U
Luv�
N
U 0 (SS m
22 ��LL
W
M C
U W
2
W Z O
U
wZa
Z D O w
I..L O
Y
Z
O
W
O
f�
Y
Z
Q
a
w W VJ ''^^
(n J_
Q
aw
Z
'Q
vJ
Lu
l' J
T_ LJ_
J
LL U
U) o
O 0o II
U
W <
2 �"
l' J
T_ LJ_
J
LL U
U) o
O 0o II
U
W <
2 �"

I-- E
ALL WETLANDS WILL BE SHOWN ON FINALuj
F 04 04 "6 co N CORECORDED MAP. THE CORPS OF co
ENGINEERS MUST BE CONTACTED z N N
BEFORE ANY WETLAND IS IMPACTED. < �~ EE °' w
�mw_
z ,L J co °' LL
0 o J co c
O
Lr-W
1
N w0
1 c,1 I 36 1 P �M� 13f Z 0
C)
IL
POTENTIAL 12'
1 3:0
DRIVEWAYO
LOCATION / U
Q (TYP.) // POTENTIAL z Z
HOME O
LOCATION 0 I 11 (TYP.) I W
1 1 PROPOSED WETLAND IMPACT / j / = W
1 —1 0Nz
2 E9
Q
co
,3,1�� co
_ 1 co D
— ! /60
1 1 cr Q
— La I I
LuI 32
31 ' 1
J
/ IL Q
C)
z�
1 1 9 E80HNui
w �
n28

ALL WETLANDS WILL BE SHOWN ON FINAL
RECORDED MAP. THE CORPS OF
i ENGINEERS MUST BE CONTACTED
BEFORE ANY WETLAND IS IMPACTED.
1 � /
50
POTENTIAL 12' /
DRIVEWAY
LOCATION
(TYP.) /
POTENTIAL
1 HOME \
LOCATION —�
(TYP.) ,
N
- W
ol
49
41
I-- E
wC0
04
F- W
(nN OMB
Z U � �2 v
Qz cc')
N
Ocu
E
z w J Mom"
U o
�J/ M �
L.1..
a
U�
wz 0
wzIL
z O
o 3:13
z ?
O
� W
Z W
O '2
u
22
Q W
0
06
co
w
LL a
O U) C)
CV CD
Z a u
W of
m

ALL WETLANDS WILL BE SHOWN ON FINAL
RECORDED MAP. THE CORPS OF
ENGINEERS MUST BE CONTACTED
BEFORE ANY WETLAND IS IMPACTED.
06
111
\
/ \ � o
/ � o
/ N
> , 00 Z6
POTENTIAL 12'
_ DRIVEWAY
/ T LOCATION
/ / \ POTENTIAL
I HOME
LOCATION
/ 54 9 I 56 1
/ A 5 1
1 1
m> m>
1
ELLIC
SHERI
NCI
E84 V N
I-- E
wC0
04
F- 04 "6 N W
(nN 0�2
Z U � � v
Qz cc')
N
O E
w J z cu LL
U oJ co c
O/
L r-
�W
U
W Oz 0
v
wz a
Z O
o-o 3:0
Z
co W
z NW
O '2
u
22
Q W
H
0
a
J
o ,
T- w
LL Q
O U) o
v
('') CD
Z a
Lu
Lu
_
m