20200579 Ver 1_202-03-27 Whirligig Station Plan Set_20200511

ID#* 20200579 Version* 1
Select Reviewer:*
Katie Merritt
Initial Review Completed Date 05/12/2020
Mitigation Project Submittal - 5/11/2020
Is this a Prospectus, Technical Proposal or a New Site?* O Yes a No
Type of Mitigation Project:*
r Stream r Wetlands G Buffer q Nutrient Offset
(Select all that apply)
Project Contact Information
Contact Name:*
Rebecca Stubbs, PE
Project Information
...................................................................................
ID#:* 20200579
Existing IW
Project Type:
Project Name:
County:
F DMS r Mitigation Bank
Whirligig Station
Wilson
Document Information
Email Address:*
[e-mail]
Version: * 1
Existing Version
Mitigation Document Type:*
Mitigation Information
File Upload: 202-03-27 Whirligig Station Plan Set.pdf 5.65MB
Rease upload only one R7F of the complete file that needs to be subrritted...
Signature
Print Name:* Heather Dew, PE
Signature:*

MAYOR:
WHIRLIGIG S TA TION
PARKING LOT IMPROVEMENTS
for
County, North Carolina
March 2020
�L'114CeP►.. 1��I M.: :1 �
MICHAEL S. BELL
DEREK D. CREECH
DONALD I. EVANS
WILLIAM THOMAS "TOM" FYLE
DAMES M. JOHNSON, III
LOGAN T. LILES
GILLETTIA M. MORGAN
CITY MANAGER: GRANT W. GOINGS
DEPUTY CITY MANAGER HARRY TYSON
CITY CLERK TONYA A. WEST
onOPRT � Fri .
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Pl1BLIC WUHM:$ DIRECTOR: W. E. WILL) BASS IV7P.E. LOCATION MAP
NO SCALD
CHIEF PLANNING AND DEVELOPMENT RODGER LENTZ0
�z
OFFICER. SHEET- INDEX
� o
CV COVER SHEET _ 0 o
SP1 EXISTING CONDITIONS Q
SP2 DEMOLITION PLAN - o- v
PREPARED BY:'
SP3 -SITE LAYOUT
SP4 GRADING DRAINAGE PLAN DATE: MAR. 2020
SP5 GOLDSBORO ST. STORMWATER PLAN & PROFILE suRVEY BY:
DRAWN BY: LR
SP6 PARKING LOT STORMWATER PLAN & PROFILE .
CLIENT CODE: we
BARTLETT ENGINEERING & SURVEYIN PC ��,,,, SP7 SEDIMENTATION &EROSION CONTROL PLAN PROJECT: 18-501
DT1 DETAILS (STANDARD) CADFILE: 185015P1
SCALE: N75
DT2 DETAILS (STANDARD)1906 NASH STREET NORTH = SEAL , �'` DT3 DETAILS (SCM) REv�s�oNs
2o1063 ti DT4 DETAILS (SCM)
WILSON, NORTH CAROLINA 27893-1726 -9��F �j � ��`�� ��'� DT5 DETAILS (SCM)
DT6 DETAILS (S&E)
D17 DETAILS (S&E NCG01 ) SHEET
DT8 DETAILS (S&E NCGO1 )
Cv
P:\_CARD\_LANDPR0JEC7S\WC\18501\DWG\18501SP3.DWG 3/26/2020 3:43:47 PM

-N_oTES
-- NO GRID MONUMENT FOUND WITHIN 2000'
- AREAS COMPUTED BY COORDINATE CALCULATIONS
- ALL DISTANCES SHOWN ARE HORIZONTAL
- ALL RIGHT-OF-WAYS ARE PUBLIC UNLESS NOTED OTHERWISE
- IRONS ARE TO .BE SET AT ALL. CORNERS
- NO WETLANDS HAVE BEEN DELINEATED
- THIS PROPERTY IS NOT LOCATED IN A 100-YR. FLOOD HAZARD AREA
- THIS PROPERTY 1S NOT LOCATED IN A PROTECTED WATERSHED AREA
- THIS PLAT IS SUBJECT TO ALL EASEMENTS, AGREEMENTS AND
RIGHTS -OF -WAY OF RECORD PRIOR TO THE DATE OF THIS PLAT
- THERE ARE NO CEMETERIES VISIBLE ON THIS PROPERTY
- A TITLE REPORT HAS HAS NOT _x BEEN SUPPLIED FOR
THIS PROPERTY OR THIS SURVEY.
- REFERENCES: DEED BOOK 2406 PAGE 288 DEED BOOK 1872 PAGE 180
DEED BOOK 1326 PAGE 389 PLAT BOOK 1 PAGE 186
DEED BOOK 2190 PAGE 499 PLAT BOOK 1 PAGE 192
DEED BOOK 1261 PAGE 90 DEED BOOK 2433 PAGE 635
DEED BOOK 2522 PAGE 631 PLAT BOOK 36 PAGE 288
DEED BOOK 2560 PAGE 365 PLAT BOOK 39 PAGE 210
PLAT BOOK 40 PAGE 187
SITE DATA
ZONE:
CCMX
MINIMUM BUILDING LINES:
FRONT = 0'
SIDE = 0'
REAR = 0'
EXISTING PARKING SPACES:
154-9'X18'
4-9'X18' HC
158--TOTAL SPACES
EXISTING USE:
PARKING LOT
PROPERTY ADDRESS:
211 TARBORO ST SW (LOT 3)
228 GOLDSBORO ST SW
OWNERS:
CITY OF WILSON (LOT 3)
PO BOX 10
WILSON, NC 27894
COZART & EAGLES
PO BOX 1427
WILSON, NC 27894
PIN NO:
3722-20-7111 (LOT 3)
3722-20-6083
W
IS w
S w
Rip
8„ w _
' r• .QH� HOLLY S � 1
APPRO
HOLLY S 1
"Na :+ .. •'T rCEMTRE - BLIC R /1!Q�'� '`1 �,
/ PARKIN • `, BRICK LOT'1"
.
SIGN €Gn€ „ '` :: r 7186
„BUSES
EX. MH
ONLY" # ` '
"`-
/ SIGN .F y .. TOP 140.67 1
INV. 135.57
LOCATION MAP
NO SCALE
SIGN
�~
TOP 136,49
ASPHALT
EX.
ASPHALT
INV. 131.49
q'
EX. BRICK
EX. BRICK
PLANTER
PLANTER
'
e
N /F
PENNY J. WOMBLE
�u
DB 1261 PG 90
3722 2fl 6461
EX. RAISED CONCRETE
ZONE: CCMX
to
in
EX. BRICK
EX. BRICK
i'
PLANTER
PLANTER
EXISTING CONDITIONS:
O
EX. ELEC.
EX. 01#5r
EX. VAULT/GONG.
136
TOP 136.2fl
�q o
aRICK WALL PAD
THE CONTRACTOR SHALL BE RESPONSIBLE FOR REVIEWING ALL EXISTING JOB CONDITIONS. ANY ADVERSE
INV. 131.15
CONDITIONS AFFECTING WORK SHOWN ON THESE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF
EXISTING
EX. BRICK
EX. BRICK
EX. BRICK
g' o
N/F
THE ARCHITECT OR ENGINEER FOR POSSIBLE CLARIFICATION OR RECONCILIATION.
CONCRETE
PLANTER
PLANTER
PLANTER
PENNY J. WOMBLE
EX. DI
a
DB 1803 PG 501
TOP:130.92
3
3722--20-7411
INV.130.07
z
ZONE: CCMX
BTTM INV 129.88
p
a
Ex. RAISED CONCRETE
n
RESERVED ELECTRIC VEHICLES
EX. DI
w
EX. ELEC. VEHICLE CHARGING
TOP:130.95
STATION ON CONC. PAD
INVBTTM
E
EX .
I#4
BTTM INV 129.91
INV
TOP
35.
1
Ex. BRICK
INV. 130.96
PLANTER
N/F
EX.
EX.
I WOMBLE REAL ESTATE
ASPHALT
ASPHALT
DB 2190 PG 499
EX. DI
3722-20-7375
TOP:131.06
INV:13fl.23
EX, BRICK
EX. BRICK
EX. BRICK
I ZONE: CCMX
PLANTER
PLANTER
PLANTER
BTTM INV 130.0
N/F
CAPILANO CAPITAL LLC EXISTING
..':
I
WILSON
DS 2679 PG 485
BUILDING
'"
EX. RAISED CONCRETE
INFO SIGN
PS 40 PG 187
cn 00
T
-EX
CONC.
3722--20-5056
N/F
ZONE: CCMX
UPLAN
RAMP RAMP WOMBLE REAL
�,•
EX.
DI#3
uj
Ex.
ESTATE
TOP
136.01
D 2190 PG 499
.{S :
INV.
130.43
9
2-7elhi
CCMX
1.: EX. BLOCK EX. Ex.
LINE TABLE F ; RETAINING ASPHALT ASPHALT
LINE ._ BEARING LENGTH WALL EQU€PMENTRICAL
_.,.,,..,...,...,...- "
L3 N28'14r11 W 18,70 ONCRETE PAD
L5 N49'26'57"E 27.62
L6 S48'43'11"W 28.00
L7 S48'43'11"W 34.40
L8 S4116'49"E 10.00 EX. ELECTRIC
L9 S48'43'11"W 28.30 BOX 'gyp EX. CONCRETE
L10 S40'40'21 "E 1 136,04 VAULT TELEPHONE
2
WITNESS IRON PIPE q
(1.77' OFFSET) c�, EX. GRAVEL
AREA CONC. PACs
(26'x15') EX. GRAVEL EX. DI
TEMP. AREA TOP 139.35 -
ELECTRIC EX. TOP 13 136.50
METER/POLE ` ' ' �: �`� INV. IN 130.20 N/F
••...'(t`IG �c, ,::' INV. IN 131.20 JAMES P. SINK
EX. ,' INV. IN 133.90 DB 1872 PG 177
:''y''A F •.;';:::r. �:. INV. OUT 129.85 3722-20-8271
EX. CONC. EX. CONC.
ZONE: CCMX
EX. 1.5'X1.5' HEADWALL WASH PIT
PLASTIC DI EX. DI 2
TOP 130.28 TOP 134.14 Na AREA EX. EX. AC UNIT,
INV. 128.78' INV. 131.46 EX.
_LEGEND EX. ASPHALT m a
p€v-.
o EXISTING IRON PIPE BUILDING CEX. BRICK BLDG S o N
o EXISTING IRON REBAR FFE:135,03 10 ACCESS E MT. 0 t 0
m COMPUTED POINT a c' i sn
❑ EXISTING MAGNETIC NAIL COZART & o N a
F z
€� EXISTING PK NAIL
EAGLES OFFICE
QB 2406 PG 288 INGRESS/EGRESS N N 7-
EXISTING HYDRANT z I
o EXISTING WATER METER PB 39 PG 210 ❑ o
C4 EXISTING WATER VALVE / x EASEMENT
GM EXISTING HOT BOX 3722-20- 60$3 COD z
b EXISTING WATER SPIGOT ZONE: CCMX EX. c, z R-
* EXISTING WATER MANHOLE/VAULT CONC. r'
EXISTING UTILITY POLE 1� ..�4 Z-/ II �
EXISTING LIGHT POLET.
EXISTING ELECTRIC BOX/TRANSFORMER } *' r. N. 6:53' r :: •rr :. „
;Y �•• �: r.•Y'. ,. 49'3f 08" 6 r. .r' • �" CH19L'Eb
c EXISTING GUY WIRE r.''' •, !, n/ �+�^/
EXISTING ELECTRIC CONDUIT E)• 1e ?J j' . �'
❑ EXISTING TELEPHONE PEDESTAL �' w `• ' '� ® - - - =� �1'' r' _ '' - _.. .._ .� - - - .. - - - - _
(1) EXISTING TELEPHONE MANHOLE 24" RCP SD SD „ SD SD SD -SD SD SD SE
® EXISTING CATV BOX 18 TC 15" TICo EXISTING CATCH BASIN EX. CB EX. SDMH EX. DI ts" TICEX. MH tv TOP 133.90 TOP:135.11 TOP 136.13
EXISTING DROP INLET IN(4"PVC ROOF DRAIN):134.83'
0 W 3�07 t' INV. 131S4fl 6" PVC �N (18' TC (NW)):129.11 BOX INV.: 134.28
© EXISTING DROP INLET {PLASTIC 1'X1') INV. 124�7 IN m IN
Q EXISTING S0 EXISTING ANITARY ARY SEWER MANHOLE MH) INV. 124.82 OUT 0 O (1(18"T (S.51 TC}:APPR29,3 �V {8" VERTICAL
n OUT (1 s Tc (sw)):12s.51
0 EXISTING SANITARY SEWER CLEANOUT _ UGE UGE U E :�' UGE UGE UGE -�
FINISHED FLOOR ELEVATION {FFE) SHOT LOCATION x -------•--•-----------•.•_------- - --- -' -- --. _. ......... -----.....................- .-- - W
-c- EXISTING SIGN - ...1 C O ' EX. CB
,r•_,,,:- , ` `'� %. ^,
{a EXISTING GAS METER ,' _ '� •' �, :.. i. '�'r .'' ! z a %TOP 133.78
m EXISTING ELECTRIC METER .I� m INV. 128.08
z I �+
r: GOLDSBORO STREET
e EXISTING UNDERGROUND FIBEROPTICS LINE r; ,� E ~ I . ; f 60'f PUBLIC R/W (S.R. 11$4)
FIX
aar EXISTING OVERHEAD ELECTRIC LINE 30
CM EXISTING UNDERGROUND GAS LINE
EXISTING STORM DRAIN LINE
-e a EXISTING SANITARY SEWER LINE
DATE: MAR. 2020 PROJECT: 18-501
' °l/''•,•� BARTLETT SCALE(HORZ): CLIENT CODE: WC
�D�� „ _ CADFILE: 185fl1 SP3
EAL ENGINEERING & SURVEYING, PC EXISTING SCALE VERT 30 DRAWN BY: LR
20106 = ( ) NA SURVEY BY: TB/DB
�?,o ����`, 1906 NASH STREET NORTH TELE: [phone] CONDITIONS
�IIyE �, W ILSON, N.C. 27893-172fi FAX: {252) 399-D804 PARKING LOT IMPROVEMENTS
REVISIONS:
8��.�'License No. C-1551 www.bartiett.us.com
GRAPHIC SCALE
0 4S 30 80
( IN FEET )
1 inch = 30 ft.
N
N
`a
m
CL
120 IT
CITY OF WILSON WILSON COUNTY
NORTH CAROLINA ZONE: CCMX
PIN # SHEET SP1

LINE TABLE
LINE
I BEARING
LENM
L3
N26'14'11 "W
18.70
L5
N49'26'57"E
27.62
L6
S48'43'11"W
28.00
L7
S48'43'11"W
34.40
L8
S41.16'49"E
10.OD
L9
S48'43'11"W
28,30
L10
S40'40'21 "E
136.04
W
1
S W -� 1
s w �
HOLLY S ~
S w
! ''• r � rr 4 . QH AppRO444
7$ LoL ,
S And &Vw
CZZW
C
HOLLY S
REMOVE/RELOCATE
EXIST. UTILITIES
PARKIN- ','BRICK tq 1"
' SIGN IGO
' "BUSES I-'y" �5/
ONLY"; w.', EX. MH -
' SIGN .r TOP 140.67
INV. 135.57
LOCATION MAP
NO SCALE
77
AF,
Q�
N/F
"
PENNY J. WOMBLE
]
DS 1261 PG 90
1
3722-20-6461
'
ZONE: CCMX
DEMO DUMPSTER PAD,
�-- WALKS, BOLLARDS
EX. ELEC.
Ex.7.5' VAULT/CONC.
BRICK WALL PAD
EXISTING
7 N/F
CONCRETE
PENNY J. WOMBLE
EX. DI
DB 1803 PG 501
TOP:130.92
3722-20-7411
INV:130.07
x
ZONE; CCMX
BTTM INV 129.$$
•.
o
--- RESERVED ELECTRIC VEHICLES
EXISTING CONDITIONS:
EX. DI
EX. ELEION VEHICLE CHARGING
3.12
STATION ON CONC. PAD
THE CONTRACTOR SHALL BE RESPONSIBLE FOR REVIEWING ALL EXISTING JOB CONDITIONS. ANY ADVERSE
INV:130.12
INVTOP:1
CONDITIONS AFFECTING WORK SHOWN ON THESE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF
BTTM INV 129.91
THE ARCHITECT OR ENGINEER FOR POSSIBLE CLARIFICATION OR RECONCILIATION.
ALL BRICK PLANTERS,
A
CONCRETE
N/F
I WOMBLE REAL ESTATE
ISLANDS & CONCRETE
SIDEWALKS
DB 2190 PG 499
CONSTRUCTION SAFETY:
EX. DI
TO BE REMOVED
3722-20-7375
TOP:131.06
I ZONE: CCMX
THESE DRAWINGS . DO NOT CONTAIN THE REQUIREMENTS FOR JOB SAFETY. ALL PROVISIONS FOR SAFETY
INV:130.23
I
SHALL BE SOLE RESPONSIBILITY OF .THE CONTRACTOR.
BTTM INV 130.0
N/F'
CAPILANO CAPITAL LLC
EXISTING-
GENERAL NOTES:
DB 2679 PG 485
BUILDING
PB 40 PG 187
'�
r
�'`-CO
WORK WITHIN THE NCDOT RIGHT-OF-WAY SHALL CONFORM TO NCDOT STANDARDS AND SPECIFICATIONS.
3722-20-5056
f
CONC. N/F
CALL ONE CALL CENTER AT 1-800-632-4949 FOR LOCATIONS OF EXISTING UTILITIES PRIOR TO EXCAVATION.
ZONE: CCMX
..
RAMP WOMBLE REAL
.u.
ESTATE
THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL WORK ZONE TRAFFIC CONTROL IN OR ADJACENT TO
DB 2190 PG 499
3722-20-8359
NCDOT OR CITY RIGHT-OF-WAY. ALL METHODS SHALL CONFORM TO THE MANUAL ON UNIFORM TRAFFIC
DEMO/REMOVE
1
CONTROL DEVICES (MUTCD) AND NCDOT STANDARDS.
•�':;
EXISTING ASPHALT,
ZONE: CCMX
•
CONCRETE AND/OR
STONE
DEMOLITION NOTES,
1. UNUSABLE EXCAVATED MATERIALS AND ALL WASTE RESULTING FROM DEMOLITON SHALL 13E DISPOSED OF AT
AN APPROVED PERMITTED OFF -SITE LOCATION BY CONTRACTOR. CLEAN ASPHALT, CONCRETE AND STONE MAY
EX. ELECTRIC
BE DISPOSED AT CITY OF WILSON RECYCLE YARD ON DOWNING STREET (COORDINATE WITH BILL BASS AT
BOX
a
252-399-2467). CLEAN SOIL MAY BE DISPOSED AT WILSON COUNTY LANDFILL WITH NO TIPPING FEES
EX. TELEPHONE
(COORDINATE WITH ANDY DAVIS 252-399-2823).
VAULT
WITNESS IRON PIPE
2. CONTRACTOR SHALL NOTIFY AND COOPERATE WITH ALL UTILITY COMPANIES OR FIRMS HAVING FACILITIES ON
(1.77' OFFSET)
OR ADJACENT TO THE SITE BEFORE DISTURBING, ALTERING, REMOVING, RELOCATING, ADJUSTING OR
CONNECTING TO SAID FACILITIES. CONTRACTOR SHALL RAISE OR LOWER TOPS'OF EXISTING MANHOLES AS
REQUIRED TO MATCH FINISHED GRADES,
TEMP.
ELECTRIC
EX. D1#1
3. COORDINATE WITH THE LOCAL UTILITY PROVIDER FOR REMOVAL/RELOCATION OF EXISTING ELECTRICAL
METER/POLE
TOP 136,50
INV. IN 130.20
TRANSFORMERS AND/OR LIGHT POLES.
'
N/F
INV. IN i31,20
JAMES SINK
4. SIDEWALK AND CURB & GUTTER TO BE REMOVED TO NEAREST JOINT OR SAW -CUT IN A MANNER SUCH THAT NO
EX.
".
INV. IN 133.90
DB 1872 PG 177
JOINT IS LESS THAN 5 FEET.
Il TC:.
7
, ,.
�..
INV. OUT 129.85
EX. CONC. EX. CONC.
3722-20-8271
5. ANY EXISTING CURB & GUTTER, SIDEWALK OR ASPHALT DAMAGED DURING CONSTRUCTION WILL BE REPLACED BY
EX. 1.5'X1.5'
HEADWALL
WASH PiT
I
ZONE: CCMX
THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER.
PLASTIC DI
TOP 130.28 T - _ _ - ..,.,_
TOP 134.14 EX. AC UNIT•
INV. 128.78' INV, 131.46 0
to rA c-
LEGEND BLDG z " ao m
EX. BRICK m 1 N CA z
O EXISTING IRON PIPE BUILDING 10' ACCESS ESMT. n O cr °
o EXISTING IRON REBAR FFE:135.03 0 1 cu � I EXISTING ASPHALT, CONCRETE AND/
0 COMPUTED POINT a
❑ EXISTING MAGNETIC NAIL N/F Wmz x�.,� [ j _ STONE TO BE REMOVED/DEMOLISHED
EXISTING HYDRANT REMOVE & REPLACE EACOGLEESS OFFICE o I; N m n
O
CD EXISTING WATER METER N � rrn
EXISTING PIPES, BOX, DB 2406 PG 288 REMOVE & rn I
t< EXISTING WATER VALVE INGRESS/EGRESS rj •I U)
MANHOLE, ASPHALT, PB 39 PG 210 EASEMENT RELOCATE 0,v.
© EXISTING HOT BOX 3722-20-6083 r7
p EXISTING WATER SPIGOT CURB & GUTTER AS EXISTING ao D'
9 EXISTING WATER MANHOLE/VAULT NECESSARY ZONE: CCMX C ONC. WATER x _I� Co
0 EXISTING UTILITY POLE SERVICE & O m
EXISTING LIGHT POLE HOTBOX
EXISTING ELECTRIC BOX/TRANSFORMER - p - 7 -f�-- --� -�
c EXISTING GU WIRE .. r ' f>'. ,r' N.46'34 A8"Ef.6'6:53'
.. r r• • S . w .,iX `� .�.
:.. .Y Ivc
EXISTING ELECTRIC CONDUIT rye•.
© EXISTING TELEPHONE PEDESTAL _ TC _� ��_ =.. 'i''_'-_ . z _ ._ _ •...,. - - - _ _ -
Q EXISTING TELEPHONE MANHOLE r -- -- SD
r[� EXISTING CAN BOX 24 #MCP SD SD SD SD
CI EXISTING CATCH BASIN rr66yEX. CB EX. SDMH w
DI 15" TC
TOP 136.13 Cn
® EXISTING DROP INLET W EX. MH TOP 133.90 " TOP:135.11 IN(4"PVC ROOF DRAIN):134.83'
1
0 EXISTING DROP INLET (PLASTIC X1) 3�a7 INV. 131S40 6 PVC §4 s1R W)),129.11
a INV. 124. 7 IN, IN BOX INV.: i 34.28
Q EXISTING STORM DRAIN MANHOLE (SDMH) n (15 TIC}:128.51 APPROX. INV (8" VERTICAL
INV. 124.82 OUT .� OUT (18 TC (SW)):128.51
EXISTING SANITARY SEWER MANHOLE � � TC):129.3'f �
O EXISTING SANITARY SEWER CLEANOUT - uGE UGE u e ...... j- uc� ucE ucE
0 FINISHED FLOOR ELEVATION (FFE) SHOT LOCATION - --� x .___..
--°- EXISTING SIGN r� �, r r r.�.: • ;.r - _. .. -----__-..._- ��-_.........-----_-_-- -__--.-.................---.----- _.._-_-.--- ¢
IOl EXISTING GAS METER r : t r EX. CB .. . - - _
�•' _ r ^•r ' TOP 133.7$
roe EXISTING UNDERGROUND FIBEROPTICS LINE Y' m� .r" INV. 128.08 GRAPHIC SCALE
o EXISTING OVERHEAD ELECTRIC LINE
r: GOLDSB�R4 STREET
a� `� , . 15 3d
"' 19
EXISTING UNDERGROUND GAS LINE 60'f PUBLIC R/W (S" R. 1184) 30 0 e0 120 a.
SD EXISTING STORM DRAIN LINE 0 „',
EXISTING SANITARY SEWER LINE I
( IN FEET)
1 inch 30 ft. Q
DATE: MAR. 2020 .
PROJECT: 18-501
rr►rrr( ��� BA
CLIENT CODE: WC LETT SCALE(HORZ): W
�„ ��, ��D� eo IK501SP3 CITY OF WILSON WILSON COUNTY a
sEAL ti ENGINEERING & SURVEYING, PC DEMOLITIONWHIRLIGIG IONSCALE(VERT): DRAWN BY:, LR
20106Zr NA SURVEY BY: TB/DB NORTH CAROLINA ZONE: CCMX
1906 NASH STREET NORTH TELE: [phone] PLAN
%,�F ��c,`� WILSON, N.C. 27893--1726 FAX: [phone] PARKING LOT IMPROVEMENTS
License No. C-1551 www.bartiett.us.com
REVISIONS' PIN # SHEET SP2

5
�GO44�a
mmT LINE TABLE
LINE
I BEARING
LENGTH
L3
N26'14'11"W
18.70
L5
N49'26'57"E
27.62
L6
S48'43'11 "W
28.00
L7
S48'43'11 "W
34.40
LB
S41'16'49"E
10.00
L9
S48'43'11 "W
28.30
L10
S40'40'21"E 1
136.04
O EXISTING IRON PIPE
G EXISTING IRON REBAR
0 COMPUTED POINT
❑ EXISTING MAGNETIC NAIL
EXISTING HYDRANT
a EXISTING WATER METER
Da EXISTING WATER VALVE
© EXISTING HOT BOX
p EXISTING WATER SPIGOT
® EXISTING WATER MANHOLE/VAULT
0 EXISTING UTILITY POLE
EXISTING LIGHT POLE
EXISTING ELECTRIC BOX/TRANSFORMER
c EXISTING GUY WIRE
®. EXISTING ELECTRIC CONDUIT
0 EXISTING TELEPHONE PEDESTAL
Q EXISTING TELEPHONE MANHOLE
[M EXISTING CAN BOX
i= EXISTING CATCH BASIN
® EXISTING DROP INLET
B EXISTING DROP INLET (PLASTIC I'X1')
0 EXISTING STORM DRAIN MANHOLE (SDMH)
0
EXISTING SANITARY SEWER MANHOLE
O EXISTING SANITARY SEWER CLEANOUT
* FINISHED FLOOR ELEVATION (FFE) SHOT LOCATION
-a- EXISTING SIGN
EXISTING GAS METER
roc EXISTING UNDERGROUND FIBEROPTICS LINE
one EXISTING OVERHEAD ELECTRIC. LINE
OAS EXISTING UNDERGROUND GAS LINE
W EXISTING STORM DRAIN LINE
a e EXISTING SANITARY SEWER LINE
W
W —1— — - —
HOLLYAO
c I - , • ,
.r p s
HOLLY $
sC� D
/ . STOP
w , SIGN —
�. 7186,
�.� LOCATION MAP
NO SCALE
CONCRETE
EX. CONC. EX. CONC. l
HEADWALL WASH FIT
28 3'. Ij EX. AC UNIT.
N
EX. o
_•,—` a
EX. BRICK BLDG o
BUILDING
10' ACCESS ESMT.
i FIFE: 135.03 IA
fn
II
1 � i
W f EX. MH GUTTER
P� ---�- , — — — _ —
a
a INV. 124. 7 IN 04
'u INV. 124.82 OUT
UGE E)U E -----{ - UGE UGE UGE
SON -- -- -{-: —�-----x-�-.—:: _ — ._— — — �-- ._ ----.. _.—.W.........—-------....__ -- _ —
— ..._— � ...........—_ A
I G4LDSBC3R0 STREET
z r en
r.
60'f PUBLIC R/W (S.R. 1184)
GRAPHIC SCALE
30 G 15 30 60 720
I u7
00
( IN FEET )
1 inch = 30 ft.
w
r,.
DATE: MAR. 2020 PROJECT: 18-501
BACLIENT CODE: WC
Ile LEST SCALE(HORZ);, CADFILE:18501sP3 CITY OF WILSON WILSON COUNTY
WHIRLIGIGSTATION= 3Q FIELD BOOK: o
ZE L ,L,�� ENGINEERING & SURVEYING, PC scALE(vERT): DRAWN BY: LR ZONE:
1906 HASH STREET NORTH TELE: 252 399-0704 SITE LAYOUT NA SURVEY BY:/DB NORTH CAROLINA CCMX
( )
~�,�°�c�N��� WILSON, N.C. 27893-1726 FAX: [phone] PARKING LOT IMPROVEMENTS
n1lLicense No. C--1551 www.bartlett.us.com REVISIONS: PIN # SHEET SP3 Q
U

LINE TABLE
LINE
I BEARING
LENGTH
L3
N26'14'11"W
18.70
L5
N49'26'57"E
27.62
L6
S48'43'11"W
28,00
L7
S48'43'11"W
34.40
L8
S41'16'49"E
1 10,00
L9
S48'43'11"W
1 28,30
L10
S40'40'21"E
1 136.04
LEGEND
O EXISTING IRON PIPE
a EXISTING IRON REBAR
* COMPUTED POINT
* EXISTING MAGNETIC NAIL
EXISTING HYDRANT
o EXISTING WATER METER
Da EXISTING WATER VALVE
Is`"1. EXISTING HOT BOX
p EXISTING WATER SPIGOT
® EXISTING WATER MANHOLE/VAULT
,C EXISTING UTILITY POLE
* EXISTING LIGHT POLE
EXISTING ELECTRIC BOX/TRANSFORMER
e EXISTING GUY WIRE
® EXISTING ELECTRIC CONDUIT
❑ EXISTING TELEPHONE PEDESTAL
8 EXISTING TELEPHONE MANHOLE
® EXISTING CATV BOX
EXISTING CATCH BASIN
8 EXISTING DROP INLET
EXISTING DROP INLET (PLASTIC VXV)
O EXISTING STORM DRAIN MANHOLE (SDMH)
OEXISTING SANITARY SEWER MANHOLE
O EXISTING SANITARY SEWER CLEA OUT
* FINISHED FLOOR ELEVATION (FFE) SHOT LOCATION
-n- EXISTING SIGN
EXISTING GAS METER
roe EXISTING UNDERGROUND FIBEROPTICS LINE
ORE EXISTING OVERHEAD ELECTRIC LINE
as EXISTING UNDERGROUND GAS LINE
EXISTING STORM DRAIN LINE
S EXISTING SANITARY SEWER LINE
■ PROPOSED CATCH BASIN
PROPOSED STORMWATER DRAINAGE MANHOLE (SDMH)
- PROPOSED STORMWATER DRAINAGE SPUTTER BOX
PROPOSED STORM DRAIN LINE
100 PROPOSED CONTOUR
y title It, BARTLETT
EAL ENGINEERING & SURVEYING, PC
26106� 1906 NASH STREET NORTH TELE: [phone]
'-��°��c• �'�i-�� ��`� WILSON, N.C. 27893-1726 FAX: (252) 399•-0804
,rr+S�9��; License No. C-1551 www.bartiett.us.com
W
HOLLY
r K . S 00AnoN zN W
HOLLY S
60� /QOS
BC=138.22
BC=137.86
BC=138.01
L - C3©p ' EX. MH
/ �° ''. ' TOP 140.67
INV. 135.57
II TOPEX.DI#613fi.�J6 BC-139.66 BC=139.88 ' ~
/f INV. OUT = 131.49 -
/3 -
- 136.90 -
\
EX.DI#5
TOP = 136.50 \
BC=137.04 INV. IN = 131.15 BC=140.53
INV. OUT 131.15 \ BCW140.92 VXELECO
PADLT/C.
N
EXISTING
� � I
CONCRETE
BC=136
EX. DI
TOP:130.92 BC=137.07 I /
INV-130.07 z j rn
BTTM INV 129.88 00 ~- -- ''
RESERVED ELECTRIC VEHICLES
EX. DI _ I EX. ELEC. VEHICLE CHARGING
TOP:130.95 I STATION ON CONC. PAD
INV-130.12 EX.DI#4 UNDERGR UN
BTTM INV 129.91 TOP = 135.88 STORMWATER t 1
BC=136,71 INV. IN = 130.96 I STORAGE SYSTEM \
--INV. OUT = 130.96
EX. DI
TOP:131.06 / A
INV:130.23
BTTM INV 130.0 _
BC=136.65 /
EXISTING ` PIPE
BUILDING " _ 247 RCP -_
- -- -
# c I ~I ��CONC.
EXDI 3 � x \ ,APE M ' BC=140.92 RAMP
TOP = 135.55 w C , 4 RCP
INV. IN = 130.43
1; CONCRETE
INV. OUT = 130.43 , DUMPSTER
v:
PAD
00
C4w.,
PROPOSED I BC=13s'23
RETAINING �� BC=136.12 BC=136.73 " 13C=138.68 /
WALL ` BC=136.57
(SEE ELECTRIC PIPE H l M
BOX 15 RCP ..' �- _,. BC=138.57 C ---�
EX. TELEPHONE W DIJMPSTER ` \ BC=138.83 C BC=138.02 \ `
VAULT
WITNESS IRON PIPE 0 81 �\ 40;0 6 \
(1.77' OFFSET) �1 `" COMPACTOR
�, � CONIC. t�,4I� . Bc=, 38.71
BC=136.59 (36'x15')
(26'x15) EX. DI
I
BC=13B.34 ) TOP739.35
TEMP. �
ELECTRIC BC=136.71 [I /
METER/POLE b
EX. j e i 1 ` ` BC=138.91
jai,� .'
EX. CONC. EX. CONC. 1 •+
EX. 1.5'X1.5' HEADWALL WASH PIT V Y WiD
PLASTIC DI EX. DI 2 AC
TOP 130.28� TOP 13 4 BC=137.3, p� II EX. AC UNIT,
INV. 12B.78 INV. 1 .46 fL
� IEX.
BRICK BLDG
BUILDING C-
EX.DI#1 FFE:135.03' 10' ACCESS ESMT. -r
TOP = 136.50 '
INV. IN = 129.85 (SW)
INV. IN = 131.20 (S)
INV. OUT = 129.85 INGRESS/EGRESS S
EASEMENT
I3C=137.74
EX.
°0 CONC.
BC=137.8 3
CFI€BI:Eb'�,Xy �• a' .'.v *' -
�•:A4
24" CP PIPE A 24" RCP PIPE C 24" RCP PIPE D 24" RCP
A2 PIPE B A3 1s To
Al EX. MH N 24" RCP PIPE J C3
W 3r,07 6" PVC 18 RCP C2
>} INV. 124`87 IN S S -� PIPE L
INV. 124.82 OUT C 30 RCP
UGE UGE XU E L UGE UGE UGE
EX. CB -----.-....-...-.---.,.....- --- --- --........_...W..�..�.,._......,..------.,...._...-...... _-
r 1 -
M'�-, z� .�'• 'TOP 133.78 F
I INV. , 28.0s GOLDSBORO STREET
60'f PUBLIC R/W
r
DATE: MAR. 2020 PROJECT i 18-501
CLIENT CODE: WC
SCALE(HORZ): = 30' CADFILE:18501SP3
FIELD BOOK:
SCALE(VERT): DRAWN BY: LR
NA SURVEY BY: TB/DB
GRADING/
WHIRLIGIG STATION
PARKING LOT IMPROVEMENTS
14W.0910�
SITE NOTES:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL WORK ZONE TRAFFIC CONTROL IN OR
ADJACENT TO NCDOT OR TOWN RIGHT-OF-WAY. ALL METHODS SHALL CONFORM TO THE
MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) AND NCDOT'STANDARDS.
CONTRACTOR TO COORDINATE INSTALLATION OF CONDUITS FOR PHONES & LIGHTING.
UNUSABLE EXCAVATED MATERIALS AND ALL WASTE RESULTING FROM CLEARING AND GRUBBING
SHALL BE DISPOSED OF AT AN APPROVED PERMITTED OFF -SITE LOCATION BY CONTRACTOR.
CONTRACTOR RESPONSIBLE FOR COMPLYING WITH ALL REQUIREMENTS/ CONDITIONS OF ALL
ENCROACHMENTS & PERMITS INCLUDING PROVIDING BONDS/INSURANCE IF REQUIRED.
CONTRACTOR IS RESPONSIBLE FOR COORDINATING REQUIRED INSPECTIONS.
CALL ONE CALL CENTER AT 1-800-632-4949 OR 811 FOR LOCATIONS OF EXISTING UTILITIES
THREE WORKING DAYS MINIMUM PRIOR TO EXCAVATION.
G86DING PL6N NOTES:
ALL AREAS NOT COVERED BY BUILDING OR PAVING TO BE GRASSED, LANDSCAPED OR LEFT
NATURAL AS INDICATED,
CONTRACTOR SHALL NOTIFY AND COOPERATE WITH ALL UTILITY COMPANIES OR FIRMS HAVING
FACILITIES ON OR ADJACENT TO THE SITE BEFORE DISTURBING, ALTERING, REMOVING,
RELOCATING, ADJUSTING OR CONNECTING TO SAID FACILITIES. CONTRACTOR SHALL RAISE OR
LOWER TOPS OF EXISTING MANHOLES AS REQUIRED TO MATCH FINISHED GRADES.
BEFORE ANY MACHINE WORK IS DONE, CONTRACTOR SHALL STAKE OUT AND MARK ITEMS
ESTABLISHED BY THE SITE PLAN. CONTROL POINTS SHALL BE PRESERVED AT ALL TIMES
DURING THE COURSE OF THE PROJECT. LACK OF THE PROPER WORKING POINTS AND GRADE
STAKES MAY REQUIRE CESSATION OF OPERATIONS UNTIL SUCH POINTS AND GRADES HAVE BEEN
REPLACED TO THE OWNERS SATISFACTION.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR REVIEWING ALL EXISTING JOB CONDITIONS. ANY
ADVERSE CONDITIONS AFFECTING WORK SHOWN ON THESE DRAWINGS SHALL BE BROUGHT TO
THE ATTENTION OF THE ENGINEER FOR POSSIBLE CLARIFICATION OR RECONCILIATION.
QQHTRUCTION SAFETY:
THESE DRAWINGS DO NOT CONTAIN. THE REQUIREMENTS FOR JOB SAFETY. ALL PROVISIONS FOR
SAFETY SHALL BE SOLE RESPONSIBILITY OF THE CONTRACTOR.
STRUCTURAL FILL:
SEE CITY OF WILSON SPECIFICATIONS FOR STRUCTURAL FILL INFORMATION.
4FFSIIE EQSEQW f TRENCH BORROW:
OFFSITE BORROW MATERIAL PLACED ON SITE SHOULD BE LOW PLASTICITY (PI LESS THAN 25
AND LL LESS THAN 50) AND SHALL BE FREE OF ORGANIC MATERIAL OR DEBRIS PLACE FILL IN
8" TO 10" LOOSE LIFTS AND COMPACT TO 957. OF THE STANDARD PROCTOR MAXIMUM DRY
DENSITY, ASTM D698. THE MOISTURE CONTENT OF THE SOIL SHOULD BE MAINTAINED WITHIN :I:
3 PERCENTAGE POINTS OF THE OPTIMUM MOISTURE CONTENT DETERMINED BY THE SAME TEST.
OFF -SITE BORROW MATERIAL TO BE OBTAINED FROM A PERMITTED SOURCE.
ADA AND LEGAL DISCLAIMER:
THIS DOCUMENT IS NOT REPRESENTED TO COMPLY WITH ALL REQUIREMENTS CONTAINED IN THE
ADA OR OTHER LAWS. ENGINEERS ARE NOT LICENSED TO INTERPRET LAWS OR GIVE ADVICE
CONCERNING LAWS, THE OWNER SHOULD HAVE THIS DOCUMENT REVIEWED BY HIS ATTORNEY TO
DETERMINE LEGAL COMPLIANCE,
CAS NOTE:
THERE SHALL BE A MINIMUM OF 3 FT OF SUITABLE FILL BETWEEN THE EXISTING MAIN AND ANY
ROCK, CONCRETE OR ASPHALT INSTALLED.
STORM STRUCTURE TABLE
STRUCTURE
DESCRIPTION
TOP ELEV.
INVERT IN
INVERT OUT
EXDI#6
EX. DROP INLET
136,56
131.49
EXDI#5
EX. DROP INLET
136,50
131.15
131.15
EXDI#4
EX. DROP INLET
135,88
130.96
130.96
EXDI#3
EX. DROP INLET
135.55
130.43
130.43
EXDI#1
EX. DROP INLET
136.50
131.2 (S)129.85
129.85 (SW)
C5
PROP, CATCH BASIN
136.72
130.33
130.33
C4
PROP. CATCH BASIN
138A4
130.04
130.04
C3
PROP. OVERSIZED
--._.............._.............._...._....._...__.......
DOUBLE CATCH BASIN
136.63
129.71
129.71
C2
PROP. SPLITTER BOX
135.72
129.57
129.57
129.57
C1
PROP. MANHOLE
138.48
129.98
129.10
129.10
B1
PROP. DROP INLET
135.10
129.97
129.97
A4
PROP. MANHOLE
136.00
129,34
124,99
125.23
A3
PROP. MANHOLE
135,10
129.11
A3
124.08
A2
PROP, CATCH BASIN
133.90
125.79
123.56
123.56
Al
PROP. MANHOLE
132.70
122.94
122.94
Note: Top elevations for catch basins are at tap of curb _...-.._...-..._.._._.__................__..___._,.._...._.._.......
Top of existing drop
9 piglets DI#3pta DI#6 to be adjusted to elevations shown above.
Site verify existing pipe Inverts prior to box fabrication
- -Invert inelevationfor drop inlet 61 is for retaining wall drain -pipe _.._.._.-._..._._..-.;
PIPE TABLE
UPSTREAM .
STRUCTURE
DOWNSTREAM
.......
STRUCTURE
PIPE
SIZE
LENGTH
SLOPE
MATERIAL
UPPER
. ......
INVERT
LOWER
... ...
INVERT
EXDI#3
C5
O
24
31.0
0.0030
RCP (O-Ring)
130A3
130.33
C5
04
N
24
98.0
0.0030
RCP (O-Ring)
130.33
130.04
C4
C1
M
24
19.6
0.0030
RCP (O-Ring)
130.04
129.98
C3
C2
L
30
16.0
0.0085
RCP (O-Ring)
129.71
129.57
C2
01
K
36
156.8
0.0030
RCP (O-Ring)
129.57
129.10
C2
A4
J
18
23.0
0,0100
RCP
129.57
129,34
C1
UGS
1
36
20.9
0.0050
RCP (O-Ring)
129.10
129.00
Bl
EXDI#1
H
15
41.0
0.0030
RCP (O-Ring)
129.97
129.85
UGS
A4
E
18
177.0
0.0100
RCP (O-Ring)
127.00
125,23
A4
A3
D
24
91.0
0,0100
RCP
124.99
124.08
A3
A2
C
24
52.0
0.0100
RCP
124.08
123.56
EX. CB
A2
8
24
3,2
0.0604
RCP
125.98
125.79
A2
Al
A
1 24
1 62.0
0.0100
RCP
123.56
122.94
Slope, for Pipe B will follow existing..pipe where it is connecting going. to A2_..__...._._...-- .......... .....----......__....._.....,..__.....n•._.,...__._.-....._......_.._........... _......,._.
O Ring gasketed pipe shall meet ASTM C4431AASHTO M198 - Joints for Concrete Pipe and Manholes using Rubber Gaskets
GRAPHIC SCALE
CL
30 0 18 30 80 120 W
( IN FEET } F
1 inch = 30 ft. TES
w
CITY OF WILSON WILSON COUNTYLd
cc
n
NORTH CAROLINA ZONE: CCMX
PIN # SHEET SP4

LEGEND
=1 EXISTING CATCH BASIN
® EXISTING DROP INLET
❑ EXISTING DROP INLET (PLASTIC VXV)
0 EXISTING STORM DRAIN MANHOLE (SDMH)
■ PROPOSED CATCH BASIN
PROPOSED STORMWATER DRAINAGE MANHOLE (SDMH)
. PROPOSED STORMWATER DRAINAGE SPUTTER BOX
PROPOSED STORM DRAIN LINE
100 PROPOSED CONTOUR
EXISTING STORM DRAIN LINE
r
1
Ipgp
a
C V�
n
V�
tog
4" R
00+ 000
24" RG
"1
L
or wA'
146
144
142
140
138
136
134
132
still
BA LE
SEAS eeENGINEERING & SURVEYING, PC
20106 1906 NASH STREET NORTH TELE: [phone]
°�F ``'��I►� ��~,,`' WILSON, N.C. 27893-1726 FAX: [phone]
is, B R�.�`` License No. C-1551 www.bortiett.us.com
i. Y - I L 7. V I
INV. IN = 114.47
N
0
0
C3
w �I
_Lu_ a I
if]' AL7CE55 ESiJi. -�- / f l .
t I I I EX.SDMH 3
TOP = 140417+0017
JL
� INV. OUT
+C00 A3 E D 24" f 4C+P00 C3 15+00 �v - 1 f +00 - _ PIPE L ma
RCP 1 g� p C2 30" RCP
- - - - - _ ..... o SIRErr
- - - - . _ _ .- .. _ _ _ -
so'* PUBUO R/w
GOLDSBORO ST. - Ll -
(Sta. 14+00 to 3ta 28+23)
PLAN VIEW
C2--SPLITTER BOX
STA 14+40.02 (-19.85 L)
TOP OF RIM = 135.72
WEIR INV. = 134.00
INV. IN = 129.57 (NE)
INV. OUT = 129.57 (NW)
INV. OUT = 129.57 (SW)
A2-PROPOSED CB
STA 12+70.63 (-19.99 L)
TOP OF CURB = 133.90
INV. IN = 123.56 (NE)
INV. IN _
INV. OUT 2 S 23 56(SW)
_
EXISTIN
PAVEMENT
Al -PROPOSED 4'0 SDMH
STA 12+08.27 (-17.33 L)
TOP OF RIM = 132.70
INV. IN = 122.94
INV. OUT = 122.94___--
�-- _.--
-'
---
-
-
.�--
_
i
--
EX.SDMH 1
STA 10+34.23 (-18.21 L)
TOP OF RIM _ 121.87
INV. IN -� 114.47
EX.
1 8"--
_
!
RCP
__ _---_
- - EX. I
" -TC _
_
_ �- ------
-�-Pl
-
RCP
PIPE
-PIP
4--I"
-__ -
_ ---
- -
C3-OVERSIZED DOUBLE CATCH BASIN
STA 14+56.41
TOP OF CURB = 136.63
INV. IN = 129.71
INV. OUT = 129.71
EX.SDMH 3
PIPE L
RE
62 I
24" RCP
_
_
_
'
°
24"
RCP
-
-
-
�0
23
-�
® 1.
0%
STA 17+34.74 (--15.04 L)
LT
18
CID
TOP OF RIM = 140.14
A4--PROPOSED 4'0 SDMH
STA 14+13.13 (-19.87 L)
TOP OF RIM = 136.00
INV. IN = 125.23 (NW)
INV. IN = 129.34 (NE)
OUT = 124.99 (SW)
INV. = 132.09
A3-PROPOSED 4'0 SDMH
STA 13+22.57 (--19.95 L)
TOP OF RIM = 135.10
INV. IN = 124.08 (NE)
LV. IN= 129.13 (NW)INV.
V. OUT = 124.08 (SW)
_
.�
ev
rri
N
r7
(6
CV
d
tri
iV
en
C i
ro
d
r7
n
d
n
u i
ev
(6
r)
eat
(D
r)
oo
uD
r)
r7
oo
r7
r7
Cn
r7
TGOLDSBORO
12+00
STREET
STORMWATER
PLAN & PROFILE
13+00
14+00
15+00
16+00
WHIRLIGIG STATION
PARKING LOT IMPROVEMENTS
UTILITIES SHOWN ON PLANS ARE LOCATED APPROXIMATELY.
CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE
LOCATION OF ALL EXISTING UTILITIES AND SERVICES WHETHER
SHOWN ON PLANS OR NOT.
CALL ONE CALL CENTER AT 1-800-632-4949 FOR LOCATIONS
OF EXISTING UTILITIES PRIOR TO ANY CONSTRUCTION
CONTRACTOR TO BE RESPONSIBLE FOR REMOVAL AND
REPLACEMENT OF THESE FACILITIES IF DAMAGED.
WATER, SEWER, AND STORM DRAINAGE LINES SHOULD BE
CONSTRUCTED TO THE FOLLOWING SPECIFICATIONS:
-MIN. 10' LATERAL SEPARATION BETWEEN WATER/SEWER LINES.
-MIN. 24" VERT. SEPARATION BETWEEN WATER/SEWER, IF
WATER MUST BE PLACED BELOW SEWER, DUCTILE IRON IS
REQUIRED ON BOTH LINES. DUCTILE IRON SHOULD EXTEND
10' PAST INTERSECTION ON WATER LINE AND TO THE NEXT
MANHOLE ON SEWER LINE PER CITY OF WILSON
SPECIFICATIONS.
-WATER/SEWER CROSSINGS SHALL BE ARRANGE© SO THAT
SEWER JOINTS ARE EQUIDISTANT AND. AS FAR AS POSSIBLE
FROM THE WATER MAIN JOINTS.
-MIN. 24" VERT. SEPARATION BETWEEN STORM DRAIN AND
SAN. SEWER OR DUCTILE IRON IS REQUIRED.
CONTRACTOR RESPONSIBLE FOR COMPLYING WITH ALL
REQUIREMENTS/CONDITIONS OF ALL ENCROACHMENTS &
PERMITS INCLUDING PROVIDING BONDS/INSURANCE IF REQUIRED.
CONTRACTOR IS. RESPONSIBLE FOR COORDINATING REQUIRED
INSPECTIONS BY NCDOT AND/OR WITH MUNICIPALITY.
LOCATION, QUANTITY AND PLACEMENT OF DRAINAGE PIPES AND
EROSION CONTROL DEVICES MAY VARY TO BETTER CONFORM TO
FIELD CONDITIONS.
GRAPHIC SCALE
io 0 25 50 100 2c
146
144
142
140
138
136
134
132
130
128
126
124
122
120
118
CL
Y
116
• o
114 N
N
112
17+00 17+50 C
00
r
DATE: JAN. 2020 PROJECT: 18-501
CLIENT CODE: WC
SCALE(HORZ):
1 to = 50' CAOFILE: 18501 SP3 CITY OF WILSON WILSON COUNTY
FIELD BOOK;
SVERT DRAWN B�: LR
CALE : o
( ) 1to = V SURVEY BY: TB/DB NORTH CAROLINA ZONE: CCMX z
REVIS1oNs: PIN # SHEET S05
U
d

CONTRACTOR RESPONSIBLE FOR COMPLYING WITH ALL
REQUIREMENTS/CONDITIONS OF ALL ENCROACHMENTS &
PERMITS INCLUDING PROVIDING BONDS/INSURANCE IF REQUIRED.
CONTRACTOR IS RESPONSIBLE FOR COORDINATING REQUIRED
INSPECTIONS BY CITY OF WILSON.
HO
rpLt m x dNn er EX.DI#3 IS g
•i,,>� V
� ��IrlTOP = 135.55X„6 1 : ``�ta4� _ig j-301 INV. IN = 130.43 ti
:�:� as :._ INV. OUT = 130.43 };
N
.20 s 131 t _ �,� E. amm l
29,85 �� �3s 7 B h
PI'E I - EX.DI#4 I.a i
..�I. '. 15 R DL Ir flcP 6 _ TOP = 135.88
N �3s, wE 0 INV. IN =130.96
124" INV. OUT -- 130.9615
;M
_ 137 I l37 113' TOP -- 136.5 6 '
-` '- ��INV. IN = 1 TOP = 136.56
' 3 U INV. OUT _ 1:INV. OUT 1.49 " I
T� =� 1
II n13
r 1
I -738 -I 38.E J&
RIP � � � '•,.�.
P S I P C C R P_
I 10 Oak 7
11+00 C1 12+9-LI +00
S ;.: 38 PE K 3$ RCP .� I �' -'t3s 139-
139
P C3
1Q0
I I
I1 J I' •t'''�:I '',� 1
LEGEND
CO EXISTING CATCH BASIN
0 EXISTING DROP INLET C2.C] TO UGS TO A3 - L4 -
EXISTING DROP INLET (PLASTIC 1'X1')
O EXISTING STORM DRAIN MANHOLE (SDMH)
■ PROPOSED CATCH BASIN 50 0 25 so 100
PROPOSED STORMWATER DRAINAGE MANHOLE (SDMH)
- PROPOSED STORMWATER DRAINAGE SPUTTER BOX PLAN VIEW
PROPOSED STORM DRAIN LINE
100 PROPOSED CONTOUR . . ( IN FEET )
EXISTING STORM DRAIN LINE 1 inch = 50 ft,
-
-
Cl-PROPOSED 4'0 SDMH
STA 11 +56.78
TOP OF RIM = 138.48
INV. IN = 129.10 (SE)
-INV. IN = 129.98 (SW)
- INV. OUT = 129.10 (NW)
C2--SPLITTER BOX
STA 10+00.00
TOP OF RIM = 135.72
WEIR INV. = 134.00
INV. IN = 129.57 (NE)
INV: OUT = 129.57 (NW)
INV. OUT = 129.57 (SW)
-----
EXISTING
PROPOSED
PAVEMENT
PIPE K 157
LF @ 0.30%
36" RCP
SYSTEM
(EE
DETAILS
ON SHEETS CT2
TO DT4)
P IPE E 177 LF ®1.o0q
s" RCP
-I�II'E
-21 LF
@ 0.5
36" R
P
(0
MPO
n
00 0
EDD
h7 �
oo
M �
OU M
to s-
00
n
00
r,
00
00 �
1-^
o
LO 00
DO M
ro
00
Cq o
DQ M
IY3
r•
o0 00
r7 ►')
10+00 11+00 12+00 13+00
CZ TO UGS TO A3 - L4
` yy y Ilillfllf''
BARTLETT
ell
0
EAL ' ENGINEERING & SURVEYING, PC
r 20106->). 1906 NASH STREET NORTH TELE: [phone]
+•P°B `�'�I-��~��'� WILSON, N.C. 27893--1726 FAX: [phone]
License No. C-1551 www.bartiett.us.com
%11111111N1y
150
148
146
144
142
140
138
136
134
132
130
128
126
124
122
120
N
LO
00
Od
PO
r
14+00
PARKING LOT
STORMWATER
PLAN & PROFILE
EX 01
/
TDP:130.92
INV.130.07
BTrM ENV 128.08
/
EX OI
/
TDP:130.98
INV.130.12
-�
8TTU INV MAI /
/
EX. DI
,
TOP:131.DB
INV:130.23
�
Brm INV 130.02--/
EX.DI#3
TOP =
135.55
INV. IN = 130.43
INV. OUT = 130.43 ;
RETAINNO
WALL
(SM DTI) i
EX.1.5'x1.5' i
PLASTIC DI
TOP 130.28
INV. 128.78'
EX.DI# 1
TOP = 136.50
INV. IN = 129.85 (SW)'
LEGEND
Et EXISTING CATCH BASIN
® EXISTING DROP INLET
❑ EXISTING DROP INLET (PLASTIC VXV)
O EXISTING STORM DRAIN MANHOLE (SDMH)
■ PROPOSED CATCH BASIN
• PROPOSED STORMWATER DRAINAGE MANHOLE (SDMH)
= PROPOSED STORMWATER DRAINAGE SPUTTER BOX
PROPOSED STORM DRAIN LINE
100 PROPOSED CONTOUR
® EXISTING STORM DRAIN LINE
B1 TO
EX.
D1#1
- L2
D1#3
TO
C4 -
L3 -
PLAN VIEW
150
150
148
148
146
146
144
144
142
142
140
140
PROPOSED
PAVEMENT
138
38
136
t
11136
EX.DI#1
134
I1134
STA 0+00.00
I
TOP OF RIM = 136.50
EXISTING
-
-J
INV. IN =
129.85 (SW)
GROUND 132
132
INV. IN =
131.20 (S)
INV. OUT =
129.85 (SE)
130
130
128
128
126
126
124
124
122
122
120
120
dN]
0
0
4
M
r'^
r,
VO
T
0+41.26
0+00
B'1
TO
EX. Dl#1 -
L2-
WHIRLIGIG STATION
PARKING LOT IMPROVEMENTS
emalm
IwmPSm
Pio
EX.DI#3
STA
1+48.85
TOP
OF CURB = 135.55
INV.
IN = 130.43
INV.
OUT = 130.43
150
150
C5-PROPOSED CB
148
STA 1 +17.71
148
TOP OF CURB 136.72
146
INV. IN = 130.33
146
INV. OUT = 130.33
C4-PROPOSED
CB
144
0+19.80
STA
EXISTING
TOP
OF CURB = 138.44
142
PAVEMEN
_ INV.
IN = 130.04
PROPO
3ED _ INV.
OUT = 130.04
PAVEMENT
140
140
138
""�
13$
136
136
N
LF
IP-E---M
13411
0%-
20 F
134
I
---2-4-I�-CP
®0.30
132I
2
„RCP
132
130
130
128
-ILF
HIP
E
128
126
--2G
-
126
Cl-PROPOSED
4'0 SDMH
124
STA
0+00.00
124
TOP OF RIM = 138.48
INV. IN = 129.10 (SE)
-
122
INV. IN = 129.98 (SW)
122
INV. OUT = 129.10 (NW)
120
120
0LO
`n
ED o�
N
Cq
�
uj
00
00
to
00 06
1 +48.85
1 +00 0+00
EX. DI#3 TO 'C4 - L3-
DATE: MAR. 2020 PROJECT: 18-501
SCALE(HORZ): CLIENT CODE: WC
1" = 50' FIELDI BOOK:OiSP3
SCALE(VERT): DRAWN BY: LR
1" -= 5' SURVEY BY: TB/DB
REVISIONS:
CITY OF WILSON
NORTH CAROLIN,A
PIN #
•E7
a
a
co
ao
an
Q
to
00
WILSON COUNTY
ZONE: CCMX
d
SHEET SPfi ,
n:

.� HOLLY S W ~ ~�
LOC
Wq ENE
HOLLY $
20'X50' TEMPORARY 1` ---
/y//// _ .,p / �' ' •,� :'''.�-�- CONSTRUCTION `- --•-_ ,1,
p o ENTRANCE/EXIT Ex. MH
,Q '~• .. TOP 140.67
p INV. 135.57
] 20'X50' TEMPORARY20
CONSTRUCTION ---
Y ENTRANCE/EXIT'''p---
EX.DI#6
f TOP = 136.56 '--
p INV. OUT = 131.49 1 6'
Co
LIMITS OF
DISTURBANCE p 'tj �`_1 0 CR `1
'/� A H T ! _ 20 LIMITS OF
hX.DI#5 AREA 1 - DISTURBANCE
;' TOP = 136.50 \
INV. IN EX. ELEC.
131,15 r VAULT/CONC.
INV. OUT 131.15 ' '� r ,PAD
EXISTING
CONCRETE -�
EX. DI i
TOP:130.92 ,
INV-130.07
BTTM INV 129.88
EX. DI �
TOP:130.95
INV:130.12
BTTM INV .129.91 ,
o
EX. DI
TOP:131.06
INV.130.23 /
BTTM INV 130.02•- ,
EXISTING
BUILDING /
EX.DI#3 /
TOP = 135.55
INV. IN = 130.43
INV. OUT = 130.43
PROPOSED /
RETAINING
WALL
(SEE DT1) /
EX. ELECTRIC - f
BOX
EX. TELEPHONE-'/
VAULT
WITNESS IRON PIPE /
(1.77' OFFSET)
/
TEMP. /
ELECTRIC
METER/POLE
EX.
EX. 1.5'X1.5' /
PLASTIC DI /
TOP 130.28
INV. 128.78'
EX.DI#1
TOP = 136.50 '
INV. IN = 129.85 (SW)
INV. IN = 131.20 (S)
INV. OUT = 129.85
LIMITS OF
DISTURBANCE
�' /
'r
1/ 11
24 C P
?4
Al A2-
--- RESERVED ELECTRIC VEHICLES
EX. ELEC. VEHICLE CHARGING
STATION ON CONC. PAD
_,EX.
CONC.
RAMP
CONCRETE
DUMPSTER
PAD
EX, AC UNIT,
I
I
COMPOST PST
SOCK `
I
-AFT S
15" TIC
w
EX. MH `-C3
7 6 PVC
LIMITS OF
s
s
3-8
a ENV. 12487 IN
COMPOST 11 PIPE J DISTURBANCE
INV. 124.82 OUT 24 RCP � � PIPE L
SOCK
*� 1811 C2 RCP U
ucE ucE �u � _uct: ucE uce � _ 30 RCP
----..:_..-- - - - - - -
r -
'c
EX. C9
J.
o
`•k�` .r; 'TOP 133.75
Za
GRAPHIC SCALE
� •INV. 128,48
GOLDSBORO STREET
H
,a
30 0 15 30e0 120
r
60'1 PUBLIC R/W (SR. 1184)
I •Y •rr •
F
: � � ..,.�'r• .'.• / (IN FEAT )
1 inch = 30 ft.
eNr1,,q
BARTLE
TT
SEAL .ti' ENGINEERING & SURVEYING, PC
20106N
1906 NASH STREET NORTH TELE: (252) 399--0704
WILSON, N.C. 27893-1726 FAX: [phone]
'friisiri4ti
License No. C-1551 www.bartiett.us.com
2 UA L
LOCATION, QUANTITY AND PLACEMENT OF DRAINAGE PIPES AND
EROSION CONTROL DEVICES MAY VARY TO BETTER CONFORM TO
FIELD CONDITIONS.
CONSTRUCTION SEQUENCE:
1. EROSION AND SEDIMENT CONTROL (E&SC) PERMIT AND CERTIFICATE OF COVERAGE (COC) MUST BE
OBTAINED BEFORE ANY LAND DISTURBING ACTIVITIES OCCUR. NO WORK TO BE DONE ON SITE UNTIL THE
SEDIMENTATION AND EROSION CONTROL PLAN HAS BEEN APPROVED AND PERMIT ACQUIRED. NOTIFY THE
DEMLR RALEIGH REGIONAL OFFICE AT LEAST 48 HOURS PRIOR TO COMMENCING THE LAND DISTURBING
ACTIVITY AT PHONE NUMBER [phone]. MAINTAIN ON SITE A RAIN GAUGE, RECORDS, COPY OF THE
PERMIT AND SEDIMENT & EROSION CONTROL PLANS.
2. PHASE CONSTRUCTION TO LIMIT TIME OF EXPOSURE AND PROVIDE GROUND COVER UNDER GUIDELINES OF
THE NPDES PERMIT.
3. INSTALL CONSTRUCTION ENTRANCE, COMPOST SOCKS AND SILT FENCE ACCORDING TO PLANS.
4. BEGIN EXCAVATION FOR INSTALLATION OF PIPES, BOXES AND UNDERGROUND STORMWATER STORAGE
SYSTEM. IF GROUNDWATER IS PRESENT DURING EXCAVATION, DEWATER USING PUMP AND SILT BAG.
SILT -BAGS AND SURPLUS EXCAVATED MATERIALS TO BE TO BE DISPOSED OFF AT AN APPROVED OFF -SITE
DISPOSAL AREA/FACILITY.
5, INSTALL AND MAINTAIN PIPE INLET PROTECTION FOR STORM DRAIN UNDER CONSTRUCTION AT THE END OF
THE DAY OR ONSET OF RAIN UNTIL BOXES ARE BUILT AND YARD INLET DEVICES INSTALLED. USE BLOCK
AND GRAVEL INLET PROTECTION OR ACCEPTABLE ALTERNATIVE AFTER BOXES ARE INSTALLED,
6. BACKFILL THEN PAVE TO DESIGN GRADE AS PER PLANS.
7. THE CONTRACTOR SHALL CONDUCT SELF -INSPECTIONS OF THE EROSION AND SEDIMENTATION CONTROL
MEASURES AND COMPLETE THE FOLLOWING COMBINED SELF -INSPECTION FORM FOUND ON THE DEMLR
WEBSITE
TWELVE MONTHS OF COMPLETE INSPECTION FORMS SHALL BE KEPT
ON -SITE AND AVAILABLE FOR INSPECTION AT ALL TIMES. IT IS RECOMMENDED A COPY BE KEPT IN A PERMITS
BOX.
8. SELF -INSPECTIONS FOR EROSION AND SEDIMENTATION CONTROL MEASURES ARE TO BE PERFORMED AT
LEAST ONCE EVERY SEVEN CALENDAR DAYS AND WITHIN 24 HOURS OF EVERY RAIN EVENT OF.GREATER
THAN i INCH. ANY NEEDED REPAIRS SHALL BE MADE IMMEDIATELY TO MAINTAIN MEASURES AS DESIGNED.
ALL E&SC MEASURES SHALL BE MAINTAINED AS SPECIFIED IN THE CONSTRUCTION DETAILS ON THIS PLAN.
A RAIN GAUGE SHALL BE INSTALLED AT THE PROJECT SITE FOR MONITORING,
9. WHEN ALL UPLAND AREAS HAVE BEEN STABILIZED/PAVED, REMOVE TEMPORARY MEASURES ONLY AFTER
INSPECTION BY DEMLR.
10. WHEN THE PROJECT IS COMPLETE, THE PERMITTEE SHALL CONTACT DEMLR TO CLOSE OUT THE E&SC
PLAN. AFTER DEMLR INFORMS THE PERMITTEE OF THE PROJECT CLOSE OUT, VIA INSPECTION REPORT, THE
PERMITTEE SHALL VISIT deq.nc.gov/NCGOI TO SUBMIT AN ELECTRONIC NOTICE OF TERMINATION (a -NOT).
A $100 ANNUAL GENERAL PERMIT WILL BE CHARGED UNTIL e-NOT HAS BEEN FILLED OUT.
11. STREET IN FRONT OF THE PROJECT SITE SHALL BE KEPT CLEAN AT ALL TIMES OR A WASH STATION WILL
BE REQUIRED
MAINTENANCE:
1. EROSION AND SEDIMENT CONTROL DEVICES SHALL BE CHECKED AT LEAST ONCE EVERY WEEK AND AFTER
EVERY RUN-OFF PRODUCING RAINFALL
2. SEDIMENT SHALL BE REMOVED AND DEVICES REPAIRED AND/OR REPLACED AS NECESSARY.
-DISTURBED AREA: 2.3 AC
EROSION CONTROL LEGEND
ELEV EXISTING CONTOUR
ELEv PROPOSED CONTOUR
---- LOD --- LIMITS OF DISTURBANCE
-SF -SF- SILT FENCE
CONSTRUCTION ENTRANCE
-cs-cs- SILT SOCKS
CONCRETE WASHOUT
DRAINAGE INLET PROTECTION
SILDATA
TOTAL. AREA:
TOTAL NO OFLOTS:
ZONE:
MINIMUM BUILDING LINES:
PROPOSED PARKING SPACES:
EXISTING USE:
PROPERTY ADDRESS:
OWNERS:
COORDINATES: 3517„24178, ,,.77.9
LOCATION MAP
NO SCALE
80,192 SF (1.84 AC) -(LOT 3)
9,092 SF (0.21 AC)
2
CCMX
FRONT = 0'
SIDE 0'
REAR = 0'
200-9'X18'
PARKING LOT
211 TARBORO ST SW (LOT 3)
228 GOLDSBORO ST SW
CITY OF WILSON (LOT 3)
PO BOX 10
WILSON, NC 27894
COZART & EAGLES
PO BOX 1427
WILSON, NC 27894
PIN NO: 3722-20-7111 (LOT 3)
3722--20-6083
REFERENCE: DEED BOOK 2406 PAGE 288 DEED BOOK 1872 PAGE 180
DEED BOOK 1326 PAGE 389 PLAT BOOK 1 PAGE 186
DEED BOOK 2190 PAGE 499 PLAT BOOK 1 PAGE 192
DEED BOOK 1261 PAGE 90 DEED BOOK 2433 PAGE 635
DEED BOOK 2522 PAGE 631 PLAT BOOK 36 PAGE 288
DEED BOOK 2560 PAGE 365 PLAT BOOK 39 PAGE 210
PLAT BOOK 40 PAGE 187
STORM
DRAIN SCHEDULE (10-YEAR STORM)
{
I
3
I `
1
I
`
n - 0.0131
.. -.........
I
....
3
_
I.
_ ._.._ _
_.. _.
i
__.-._-....__
.._.-._.
_._
.-_.. _._....
-_.
I
i
i
iI
_
, A
tc
I I
Cc
Cc Q10
FRDM
TD
PIPE
1 INLET
INLET ! TOTAL
INLET
PIPE
TIME OF
INTENSITY
RUNOFF I RUNOFF:1 DSCHRG SLOPE
Otheo
SIZE i
Vrull
Qfull
1 LENGTH
I
SEGMENT I
UPPER
LOWER
RUN
AREA
AREA i AREA
TIME
TIME
CONIC
COEFF
I_.. COEFF
__.
PIPE
--'-- --.._
I TIME
.-..._.
INVERT !INVERT
INVERT
_..
_- ....
..._
(SF)
... _ . -... _.._, ......
(ACRES) I (ACRES)
(MIN) I
_..
(MIN)
I (MIN)
(INIHR)
_. ....-..
I (CF8)
(FT/FT) I
_......-_...-..._....
(INCHES)] (INCHES) {FTISEC)
(CF5)
I ..
! (FT)
f
E....
(MIN)
__.
EXD 6
I#
E 5
XDi#
R
3 6
� 1 1 7
I 0 30 0.36
� i
5.0 I
O.D
� 5 0
� 7.55
I 0.90
I D 90 2
� i .1
0 .6651 I
11 1
18
4.2
7.5
� 66.4
0 3 I
3
1 1.49
131.15
EXDI#5
EXDI #4
.
Q
8021
D 18 0 49
5 0
53
53 755' 090
696', 33
60032
144
1 8
3`
.4
[ 5 9
59,5
0 3 '.
133 15
'13D 96
ExD I#4
e
n
Ex I#
P
17367
0 40 0 69
I
5 D
5 6
5 6 755 0.9D
I I
D90 60
i i
00 B 0 4 i
15 1
18 i
5.4
9 6
63.5
0 2
1 30 96
136 43 :
EXDI 3
#
C5 ;'
O
1 6238
7 ,, : 126
5.6 .,
_:
, 5.8
, :,
5.8 :' SS.::
.. _ . _ .. .... 7. 0;90
.. 0.90:,. 8.5
_... ..
D.0030
20 9
, , 24
3.9
12.4 :
31:0.
01
30:43
30 33
C5
C4
N
1 ! 636
0 27 i 1.52
5.0
5,9
5.9 7.55 D.9D
I
0.90 10.4
0.0030
22.4
24
EE
I
3,9 !.
12.4
I 98.6
I 6.4
130
130.04
..
C4 ... C ... , -
-M
,0.15 ,. ,..,, .68_._.
,.50 :..
090.
....09 0 11.4.
D.0030
3
.
2 .. _ ...
...
3.9 _ .:
, 12.....
_, ..., :i 9'8 .
0 1. ; ;
......33
`1,30:04
' :?;129,98 .'s
C3 ... -I ..
C2
L
i 291428
6.69 6.69 j
10.0 i
6A
10.0 1 6.04 ; 0.90
I 0.90 36.4
0.0085
29.5
1 30 I
7.7
37.8
16.0
0.0
129,71
129.57
C2 '
C 1
K
., '1488 .
0.03 :.., 6 72
r166
64,
0.0 60 ::
1 4 6:96
,.
6 90' 36 6
0' .6030.
36 6
36 ':
5.2
36 5
1 56 8
0 5
128'S7
„12910
C2 I
A4
J
0
j 0.06 0.00
6.0 I:..
6.0
! 6,0 0.00 ii
I„ I
0.00
:, 0,00 0.0
4.D1DD
18 I
5 9 I.,
E
: 10.5
i 23.0
0.1 ` 1
929.57
129.34''
C1
UGS ,,
6..';
0 66 8:40''.
' 0 0 ..::
0 5' 1
'f0.5 : • 6 94'.;i :0 90
0 90': 7
6:00 6`
3,5 5
:: 36
�42.0
47 !
. ...
2D 9
.128 00
B1
EXDI#1
H.
4281
'l. 0 16 0.10 I
5.0
0.0
5.0 1 7.55 I 6.90
fi. 0.90 j 0.7
i 0.0030
8.0
15
2.9 j
3.5
41.0
! 0.2 !
129.97 1
129.85
EX�I2
EXDI #1
,
G
...
528:
7
0 12 012
50
00
5D 7 55 D'90
0 90 : 0.8
0 D083
7 2
15
48
59
3IA
61
13 46
1
3
1 1 20
EXDI#1
A3
F
I 4499
D 10 0.32 I
5.0
5.2
I 5.2 1 7.55 I 0.90
0.56 1.4•
D.0059I,,
92
18
4.6 f
8.1
I25.0
6.5
I I
129.B5
129.11
1 .4
, :.' .:'{ � . ".:.�
�.5:9
�-: 16 5:°,, 1�77 0
: � 0 5 ;�
'� 2 ::DD
25 3`:
A4
A3
D
11.1
j 0.0100 I
18.4
i 24 . i
I:
7.2
22.6 ...
91.0
.: ,
0.2
124.99
124,08
3,:
2:
. ..
,. '125
`0 6160
2
7, ,
��� 22 6 �
, 5 ' 0
2.
D 1 .;;
;
12�3;68
EX CB
A2
B
11486
1 0.26 0.26
5.0 I
0.0
t 5.0 1 1.55 1 0.90
1 0.90 1.6
0.0604
..
6.6
24
17.7 (
.; .: . ..
55.6
j 3.2
,
( 0.0
.
125,98 i
125.79
A2
1 43` 'S
'7 55:; 0'90
, 0 94 `' 1:7 2
..�'00 00,.
.1�
216
� � 24 :;;
7:2 ��': 22 6 ;';: '62:D
�: 0 � � 3`5
1 ' 12 . 6
��;'!22 94�:
NOTE _ -
Pipe E (UGS
to A4) Q10
and size taken from Hydraflow calculations in the stormwater design report. Pilpe J is an overflow pipe during higher storm event for splitter box C2.
Pipe A (A2 to Al Q10 = Total Q's from Pi es B & C
-
WHIRLIGIG STATION
PARKING LOT IMPROVEMENTS
DATE: JAN. 2020 PROJECT: 18-501
CLIENT CODE: we
SCALE(HORZ .- 30' CADFILE:18501SP3 CITY OF WILSON
FIELD BOOK:
SCALE(VERT): DRAWN BY: LR
NA SURVEY BY: TH/DB NORTH CAROLINA
REVISIONS:
PIN #
WILSON COUNTY
ZONE: CCM X
SHEET SP7

uelcas rrom7td x, >a.'rwr. ccnsultn4 tngrneers xxx.epahrrpnters.[on• a�/ci/:ala :�s:ar t'ns
1/13" RADIUS -•1/2"
LPREFORMED ASPHALT ,y
IMPREGNATED
EXPANS€ON JOINT..
TYPICAL EXPANSION JOINT DETAIL
• R�1-0"MIN,j
.
VARIES (SEE CITY OF WILSON
5' UTILITYSIDEWALK AND GREENWAY PLANS) 3' MINIMUM
EASEMENT VARIES SEE DETAIL 40€.01
TOOLED EDGE (TYPICAL)
4" THICK 3DDD PSI
CONCRETE S/W
I1/2r 112 /4r 12
�12 CURB
DN SLOPE I1 PAVEMENT
"VARIES, MAXIMUM SLOPE 3:1 COMPACTED UNDISTURBED
UNLESS APPROVED 13Y THE SUBGRADE SUBGRADE
C TY OF VALSON ENGINEER.
TYPICAL_ SIDEWALK with UTILITY STRIP
R/W
VARIES (SEE CITY OF WILSON
5UTILITY 1'-•0"MIW. SIDEWALK AND GREENWAY PLANS) 3' MINIMUM
EXIS EASEMENT VARIES SEE DETAIL 401.01
y DNG GRppE I TOOLED EDGE (TYPICAL)
4" THICK 3000 PSI
12 CONCRETE( SS
11/2 12
12 CURB
\ DN SLOPE + - _ I 1
PAVEMENT
^" VARIES, MAXIMUM SLOPE 3:# COMPACTED UNDISTURBED
UNLESS APPROVED BY THE SUBGRADE SUBGRADEI-
C Ty OF WILSON ENGINEER. Jl
TYPICAL SIDEWALK with UTILITY STRIP
NOTE&
1. Provide 1" deep tooted troverse structural score Joint with 1/8" radius
at 6'-0" o.c,
2. 1/2" preformed asphalt impregnated expansion strip joinis to be placed
32'-0o.c. longitudinally, adjacent to curbs, when butting existing structures,
concrete, or buildings, and at changes. In width.
a n<r Pu41eS.rra.t5.p.nm.nl. VoiceM2)3902405
eD
1
,OHorrrrpAwnuo,! P.a,13o11e CITY of WILSON, N.C. FAX[phone]
W,bon, Noah Cuol'no 27804 uaE Wrrm THE CRT' OP WLsc)N eYMvAnD aP9OPICATIoN5 any MHNI. 110nntl.o•(t
SCALZ DEFAILII
TYPICAL CONCRETE SIDEWALK ""I Tosca'D a 04.03
AND EXPANSION JOINT DETAIL �ION 010 ;H aT 4
VAN
ACCESS13
REVE
SIGNS SHALL BE 0,080 ALUMINUM PARRKKN
BOLT TO STEEL TUBE W/3/8" CADIUM
PLATED BOLTS, NUTS & WASHERS
2"x 2" .188 STEEL TUBE EXTEND
INTO CONCRETE FILLED PIPE 2'-- 0"
PROVIDE WELDED WATERTIGHT CAP
PAINT P&L #6118 BLACK COFFEE
OR EQUAL
PAVEMENT
a
SIDEWALK
l)efCFls I�rovtaee Dy A,,tq AI, l:onsultns tnslneefa :4- IRS
6" CURB (FULL DEPTH OF CURB CUT) ON /
BOTH SIDES MAY BE USED IN LIEU OF •/�. `.':
SIDE FLARES PER N.C, ACCESSIBILITY
CODE SPEC. 4.7.3.21, DETAIL 4.7.2.3 �•'�`:
6" THICK HC CONCRETE RAMP ./• "
WITH "AOA DETECTABLE WARNING � °•' ' qy. •y4
DEVICE" 12t 1 MAX. SLOPE. SIM
DETAIL 405.01 qRe�4Csl5
r
} f
I ri1ll�lllll`�i� 1�III?�Ir r I . ..._,_,; :,,,: • f F•
48" DDT VALLEY GUTTER.
DETAIL 402.03 (NOTE 3)
CONCERETE APRON
�pocti`�' y I TO RIG14T-OF-WAY LINE
.e�'oa`•���gz'� �' �Y 1/2" PREFORMED EXPANSION STRIP
STANDARD CURB & GUTTER
CONCRETE SIDEWALK VARIES PER DETAIL 401.01 Uj
csa; PLACE t/2" PREFORMED a
EXPANSION STRIP HERE WHEN STD. VERTICAL
CROSSING CONCRETE DRIVES CURB
PAVEMENT
6" THICK CONCERETE APRON I 1ji'
TO RIGHT-OF-WAY UNE PLACE 1/2" PREFORMED m
EXPANSION STRIP 48' VALLEY GUTTER
SIM DETAIL 402.03 u
NOTES. ti
O
1, Commercial driveway to be 20' to 36' In width at the throat. a
(measured face to face)
2" All concrete shall be 3000 PSI W 28 days air entrained.
3. Remove enure existing gutter and replace with 48" valley gutter. The new
concrete gutter Ilne must match the exisiing concrete gutter line.
4,, Valley gutter and concrete apron must be two separate pours.
5. Two access points will be allowed per site. More than two may be allowed based
on traffic needs and traffic flow,
Public Ssrrca2 DopadmoMi Vo'm 2 30D24&5
1000Hwr*Aw52F30M53
WMan, Wdh Cartgna 27804 USE WON THE CrIY CF WILSON STAADARD SPECF)CATIN5ONLY v✓w sonno.crg
OCALE: DOTAL@
AL COMMERCIAL Not Toeca'D 2404.02
aRot "' DRIVEWAY CONNECTION " una,20�' I or i
MAXIMUM
PENALTY
$250
63 20.3ED
)x' •12c
kin �'31r2N RT•6'
RI-bE STANDAKD ceLOA6IALL516140t.
51UN c 516N RI -II SAlhlAS 4,I.i PARTB 6ACKOWUH6•wNR'A FIGURE -WHITE ON amFala
tCoLaRt
l LETrWH6/&ADtR-dRaR
AUDY)-6REN LOAN&gRADIUS:,IVVaYPIt:AQ
7bDEUSID T3AGrOF 516NtRd1R71(5k h14PAR)
," vull,cuemtt,
510 fA5 ROOD)
5y_ tt5 3
L)-"fls 11014ee Dy A,111r.A ConSUIUX tnglnttrs 'nxx.tlpalD7arp nttrs.CDn' 36/G//::Cla 'DEG# '4.1
PLAN VIEW
s s •
{IU
I r 1' 1• r
'A'F .. 1 4• i
GATE (NOTE 2)
_6" THICK CONCRETE PAD
TO BE 3.000 PSI AIR
SLOPE' 'II ` ENTRAINED AT 28 DAYS
I SLOPE
y' TO DRAIN , , .LI q v.: 70 DRAIN
f TURN DOWN EDGE
1 FOOTING BELOW +t t 11 /� A
�.,.
L 7-
1 � � y '
.r
PROVIDE 1' CHAMFER IF
u ;� FRONT CORNER(S) ARE
(4) 6" DIP OR SURROUNDED BY ASPHAL
5TEE_ aIPE (TRAFFIC AREAS)
SO -LARDS. W-O" M€N. 6'-0'. MIN.
FI__E5 WITH
CONCRETE
i
5_0'E MAY VARY I - SEE NOTE 2
BUT
DRAINAGETtMUST VE SECTION A' A
BE ATTAINED BY
DRAINING ACROSS
A M N, OF 5' W-O" MIN, W-0" MIN. SLOPE MAY VARY BUT
VEGATATIVE POSITIVE DRAINAGE MUST
BU'F=R -- -1 4'-D" Mihl. BE MAINTAINED
rM
_7
I
l I.- 1
�B" TYPICAL
Ni
PROVIDE 6x6 W2.9 x W2.9
WWF - 2" FROM TOP
©" SLAB AND MIN 3" FROM
2" EDGE
NOTES
1. Provide 1/2" preformed asphalt Impregnated expansion strip along perimeter of
pad if concrete dumpstor pad abuts any concrete,
2. Dumpsier(s) to be screened. Refer to City of Wilson zoning ordinance on specific
iype materlals to be used for screening. Screening to be as fall as the
containment unit(s).
Publ41 Sorip. enputmsnla - Woo (25213DO2405
15001effASA auctR0.Dex10 CITY of WILSON, N.C. FAX ",.112453
r Wit on. l' dh GelNsa 27504 uumm7HS CRY OPWILSON 5TANOAnD SPECFICATION50NLY wwN,wlromtc.wg
.� SCALE: DETAILM
I w � DUMPSTER PAD DETAIL Nc1ToSMIG 2409.D2
(WITHOUT FLOOR DRAIN) �� z � 'HST'
VAN
ACCESSIBLE'
R1.5a
Rt•I!D 12� 1?r
"' SION R140 YAN AraSSMLL WON
MAXIMUM
PENALTY
=�
$ 25O
STANDARD GALVANIZED
STEEL HIGH STRENGTH
U-CHANNEL SIGN
POST
2' MIN
CURB \_
i �-
SIGN & SIGN INSTALLATION SHALL CONFORM TO MANUAL ON
UNIFORM TRAFFIC CONTROL DEVICES.
HANDICAP SHIN
STANDARD 'STOP' SIGN DETAIL
NO SCALE
SIDEWALK
6"
RI/2- R3"
T_
513/18' BITUMINOUS
CONC, SURFACE COURSE
12" R3'
i COMPACTED
L STONE BASE
COURSE
30"
SPILL CURB & GUTTER
(PARKING LOT)
Na scALE
8'
R1/2" R3"
F BITUMINOUS
5 13/16" CONC, SURFACE COURSE
7' COMPACTED
L I STONE BASE
j COURSE
j-- 30"
CURB AND GUTTER
(PARKING LOT)
NO SCALE
1. ALL CURB & GUTTERS ARE TO BE POURED V47H CLASS 'A" CONCRETE (3000 PSI).
2. FLEXIBLE FORMS ARE TO BE USED WHEN RADII IS LESS THAN 200'.
3, CONTRACTION JOINTS SHALL BE SPACES AT 1W INTERVALS, JOINT SPACING MAY BE
ALTERED BY THE ENGINEER TO PREVENT UNCONTROLLED CRACKING.
4, CONTRACTION JOINTS MAY BE INSTALLED BY THE USE OF TEMPLATES OR FORMED BY
OTHER APPROVED METHODS, WHERE SUCH JOINTS ARE NOT FORMED BY TEMPLATES, A
MINIMUM DEPTH OF 1 1/2" SHALL BE OBTAINED.
5. ALL CONTRACTION JOINTS SHALL BE FILLED WITH JOINT FILLER.
6. EXPANSION JOINTS SHALL BE SPACED AT SO' INTERVALS ADJACENT TO ALL RIGID
OBJECTS.
CURB & GUTTER DETAILS
18" # 6 STEEL ROD
-.e
/8" DIA. HOLE
- ALK
42" TO FACE OF BUILDING
(t( 41r
F I
WHEEL STOPS
NO SCALE
c
LENT
3" MIN. CLEAR
6'-4"
= A5 ® 6" O.C. " N
" BARS L2 x 4 KEYWAY #5 ®12" O.C. EACH
EXPANSION JOINTS 30'-0' O.C. MAX. r� CONSTRUCTION JOINTL WAY TOP &BOTTOM
BROOM FINISH CONTROL JOINTS 5'-0" O.C. MAX.
6 THICK 4000 PSI CONCRETE
a � a /f �� AS INDICATED
6N 6" -- W2.0 x W2.0 WWF REINFORCMENT _ : ogd.esl caNCLtEte ' ,
Dd CONDITION 1: PEDESTRIAN PATH DOES NOT
-
(2" FROM BOTTOM) NOTES:
PASS UNDER OR AROUND SIGN = _ _ �\ s CABC STONE BASE NOTE: SIDEWALK TO HAVE 1/4 INCH PER FOOT SLOPE MAX 1. SUBGRADE BENEATH WALL FOOTING SHALL. BE COMPACTED TO"A MIN. OF 987OF THE STANDARD PROCTOR.
HANDICAP SIM - - - � -'-" COMPACTED SUBGRADE 2. BACKFILL SHALL NOT BE PLACED BEHIND WALL UNTIL WALL CONCRETE REACHES 4000 PSI.
3. REINFORCING STEEL SHALL BE GRADE 60.
PROVIDE EXPANSION JOINTS ALONG FACE OF
BUILDING PAD AND SPACE EVERY 20' MAX. 4"-B' TROWELED SMOOTH EDGE 4. CONCRETE FOOTINGS SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 3000 PSI. CONCRETE WALLS
FOR 'WINDOW PANE' FINISH SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 4000 PSI.
" CONCRETE PAVING DETAIL o BROOM FINISH 5. CONTRACTOR HAS THE OPTION TO RUN "A" BARS FULL HEIGHT OF WALL WITHOUT SPLICE. Ld
4 WIDE WHITE LINES �, �, R a_
NO SCALE BROOM FINISH ���� \•` 6. Y2" EXPANSION JOINT REQUIRED EVERY 25'. a-
(BOTH4' RA, .
S10ES 7. ASTONE DRAIN, CONSISTING OF 12" THICK WELL -GRADED COMPACTABLE AGGREGATE (0.25" TO 1.5"), SHALL o
`a 3. Psj•cQ.NeRE€E BE PLACED BEHIND THE WALL WITH A 4" SLOTTED PVC OR CORRUGATED HDPE DRAINAGE COLLECTION PIPE ,AT N
THE BOTTOM (TOE DRAIN) ALONG THE FULL LENGTH OF THE WALL AND WILL CONNECT TO THE SITE'5
f�f 11 / .. STORMWATER DRAINAGE SYSTEM. N
9.0' 9.0' (VAN ACCESIBLE) �'� 3 ASPHALT (SF9.5B) 2 LIFTS 1 2'
CONDITION 2: PEDESTRIAN PATH GOES BY DINT FILLER
5.0' (NON -VAN ACCESIBLE) UNDER, OR AROUND SIGN _ - 8" CABC STONE BASE TRANSVERSE EXPANSION JOINT IN SIDEWALK B. FORMS ARE TO BE USED FOR BOTTOM SLAB FOOTING.
COMPACTED SUBGRADE 9. MAXIMUM SLOPE BEHIND RETAINING WALL TO BE 2:1 (3:1 PREFERRED).
�i
HANDICAP SPACE DETAIL SIDEWALK DETAIL
STANDARD ASPHALT PAVING DETAIL
NO SCALE NO SCALE NO SCALE RETAINING WALL
NO SCALE s
CO
r
tit11 I1 7+rr PROJECT: 18-501
DATE: MAR. 2020 �
CLIENT CODE: WC
BARTLE SCALE(HORZ): CADFILE- 185015P3 CITY OF WILSON WILSON COUNTY
�= ENGINEERING &SURVEYING, PC DETAILS AS SHOWN DRAWN BY BOOK: FIELD LR o
2� SCALE(VERT): NA SURVEY BY: TB/DB NORTH CAROLINA ZONE. CCMX
' 1906 NASH STREET NORTH TELE: (252) 399--0704 (STANDARD)
WILSON, N.C. 27893-1726 FAX: [phone] PARKING LOT IMPROVEMENTS REVISIONS:
Llcerlse No. C-1551 www.bartlett.us.com PIN # SHEET DT1

t;ninis PmvAnn by AYYAll Gnrsiming Fngi-,nera —
r■■■■rr■■■■■■rlr■r.r.�rari
FOR BOXES 4' AND. GREATER
IN DEPTH, PSi-PF STEPS TO
BE PROVIDED BY PRECAST
MANUFACTURER OR M.A.
INDUSTRIES
SEE DETAIL C06.06
(MUST BE 12" WIDE,
INS-ALLED TO BE 5 3/4"
FROM FACE OF WALL TO
BACK OF STEP AND NO
GREATER THAN 12"
SEPARATION) MIN, 15" OF
CLEARANCE MUST BE FROM
CENTER OF STEP TO
OLTSIDE OF BOX
FOR PRECAST BOXES,
JOINTS TO BE SEALED
WITH BUTYL RUBBER
JOINT SEALANT
NOTE 7 & 9
rnP.rP.cam CFI/i,7/2010 — 7:35:?9 PM retnic Pr:v'M.d by A.PPA4 Cnr.cniling Fnnin".m — %vwy,-.n;:
CURB TRANSITION
SEE DETAIL 402.02
SEE DETAIL 639.01 Srri
FOR PIPE CONNECTION ;�_ t,• -
AND FORMED INVERT
CONSTRUCTION (NOTE 9) �sJ
NOTE 8 PRECAST CONCRETE CONCRETE BRICK
rr,/07 /�ni n - ?:35: n6 Pro
MANHOLE ACCESS STAMP
v ligP v Q';: STAMP PATTERN
TO BE USED ON
SW1R J� STD. MH TOP
"YA Ea OR SIMILAR.
ERM 13
s„
13 1/2" ■ ■ a ■ ■ a ■ r a r ■ ■ ■ ■ ■ ■ ■ ■ w Iw w w w ■ ■ ■ a ■ ■ a ■ ■ ■ a ■ r ■ n ■ r ■ ■ a ■ ■ a No
HEAVY DUTY FRAME, COVER
& HOOD FRAME, SEE SHEET
2 OF 2 THIS DETAIL
SEE NOTES,
DETAIL 634,02
i
�r VARIES
MAXIMUM 8'-0"
f WITHOUT ENGINEER'S
2 x 3 YARD INLET
CATCH BASIN STAMP
APPROVAL - SEE
�.
NOTE 3 ON DETAIL
'
634.02
■ Of ■ r r w r r r r ■ r
r r r ■ ■ ■ a ■ ■ ■ ■ ■ ■ a a ■ r ■ OEM 0000ME ■ : ■ a ■ ■ ■
r'
J�
.._
i -1141 II k}MI If'€)11 ha Ith� i 11A IIJ I.�n lrl0/pAIYF
j
3/4„ LETTERING
'
-EXTENDED BASE
=�
SEE NOTE 3 ON
DETAIL 634.02
BOX SHOWN I BOX SHOWN
Public Sor
WILSON;
CITY
Vnls (52} 399-2465
N.C.
1800 Marring Avenue, ! P.O. Box ip
of
399.2453
A.07sonnc.og
Wilson, NrihCarolina 27094
USE WITH THE CITY OFWILSON 3TANOMMSPECIFICATINSONLY
TYPICAL CATCH BASIN AND
Not TO I©
2633.02
CURB
INLET WITH HOOD
REVISION DATE:
BH.1 p;
1 of 2
welons Yrovioeq b AI••HIAI'! l;onsuiun I:n inecr, —
Y 9 fl
DROP INLET HOOD STAMP
Public Saftes oroonta '1a21�2531800 Honing Avenue, IP.O. Box 10 CITY of WILSON, N.C. W-4�
Whom, North Carolina 27804 USE WITH THE CITY OF WILSON STANDARD SPECIFICATIONS ONLY sonno,org SCAT£; DETAIL#
CUSTOM STAMP ON
Nat To Bcato 2633.03
STORM DRAINAGE STRUCTURES REduInO 201D ' ;Hof NI
-- 2:34:b4 PM uelaNs Nrovided by APPiAN Consulting Engineers — www.nppinnenginaers,com 06/07/2010 — 2:34:35 PM Delnlln Provided by APPIAN Consul Ling Engineers —
i ,
ll Ill
4
Uri
EL. 136' GRATE PAVEMENT
rvrvvl,�rt r>r� ,ETE BASE
SECTION A —A
C2—SPLITTER BOX (TRAFFIC RATED)
NO SCALE
A
0.50
PLAN
SECTION B—B
7/2010 — 2;34;10 MA Retails Provided by APPIA14 Consulting Engineers — vnvv+,vppianenglnears,con) 06/07/2010 — 2;33;22 PM Details Provided by APPIAN Consulting Engineers - vrww.appianengineers.com 06/07/2010 — 2:39:07 PM
To calculate the closest Possible distance between two holes (openings)
on the same horizontal centerline, use the following formula:
A = Distance between holes (in degrees)
B = Angle between centerline of pipes
C = Degrees for hole number one from chart below
D = Degrees for hole number two from chart below
•� DOMESTIC MADE, EJIW V-5560
A = B - 1/2(C+D)
HEAVY DUTY FRAME & COVER
Drainage Structures Notes:
If A < 0, the openings are overlapping
n
OR APPROVED EQUAL. SEE
If A > 0, A = the distance between holes (in degrees)
+ II
a DETAIL 633.04 ,f,1
1. Boxes may be reinforced masonry, masonry, precast concrete or
r,
io,
III -III �I11-III °'
�r--
oast -In -place reinforced concrete.
4' DIA:
_,
2. Any non-standard box (non-standard meaning not shown in this manuat),
•,
A = 90 - 1/2(95-I.95) = 90 - 95 = -5, HalestoDclasp
"'
`r
llllll- II(�III
Is to be designed by a NC Professional Engineer and approved by the City
a
'a
Engineer.
1
5' DIA:
3. The maximum height of an un-reinforced masonry drainage structure with
O�
A = 9D - 1/2(75a•75) = 90 - 75 = 15, 0.r,krWdls.
CONCRETE COLLAR
8" walls shall be limited to 8'-0" from invert of the outlet pipe to the to
P p p
a'
9
le be There are Th15' of angle holes which is 7 7 8
/
7of
the casting. Depths greater than B'-D" shah have walls 12" thtCk.
0
�
h
�
'
FOR BOXES 4' AND GREATER
IN DEPTH, PSI-PF STEPS TO
Basins over 12' in total depth shall be designed by a NC Professional
Li3
-
C,
- —,T
'
BE PROVIDED BY PRECAST
Engineer and approved by the Clty engineer. Four Inch walls are not
.j
o
I MANUFACTURER OR M.A. „ allowed an drainage structures. Bottom slab on structures shall be
INDUSTRIES j ,f) SEE NOTES, reinforced when box depth exceeds 8 ft. All reinforced slabs to be 9 cis
J
"r SEE DETAIL 41 WID 2 `�� •,, DETAIL 634.02 designed H2O, detailed by a NC Professional Engineer and approved by the
€ (MUST BE 12 WIDE, a. �,,, •-�,�\.°..
City engineer.
kNSTALLED TO BE 5 3 4" ��� t Y
€
23 3/4" 1 GRATE FROM FACE OF WALL TO �\`� ' lam` 4. Steps are to be provided an all basins deeper than 48". 9
FRAME BACK OF STEP AND NO �' 5. Steps are to be PS1 -PF as manufactured by M. A. Industries or an
GREATER THAN 12"
6 1/2 " r �� approved equal. Locate an non -pipe walls.. Steps shall meet OSHA
N }+� �1" SEPARATION) MIN. 15" OF �, i PP qP €
j 1 CLEARANCE MUST BE FROM ­: �'1� ' VARIES requirements,
CENTER OF STEP TO ` �`l �` /` 1-' MAXIMUM 8'-0„ 6
4' Dia.
MH
Hole Dia.
Degrees
12"
28'
12"
28'
18"
45'
24"
60'
30"
76-
36"
95'
OUTSIDE of Box cV
�,
`,
:'
J
WITHOUT
ENGINEER'S
M ortar in masonry poxes is to be type M.
7, Clay brick structures are not to be allowed.
Y
HOLE DIA.
GRATE
FOR PRECAST BOXES, °
`'`
- r
'�
APPROVAL -
8, Concrete pipe is to be minimum class Ill.
(e.g. 36"}
JOINTS TO BE SEALED
`
`•
``
��i-'`
SEE NOTE 3 ON
DETAIL 634,02
9. Concrete building brick is to meet ASTM C-55, Grade N, Type 1 and must
25" ISOMETRIC
WITH BUTYL RUBBER
!`
be NCDOT standard.
JOINT SEALANT
4
A
ff
10. All oast -in -place or precast concrete drainage structures located in paved
24
NOTE 7& 9 P
fJ
areas accessible to truck loadings to be designed to meet AASHTO HS
g g
20-44 loading. See
22"
r.
manufacturers details for wail, tap and bottom
- -411
,
TE
thickness.
t I I f b L.I 6
:SI y :,; .•...: ,,`r.rf� 1 ns1 Is axes s ail al ow for of clearance on both .sides of p1pe. The
I O S•
i�F r EXTENDED BASE dimension shown on the structures in this manual are minimum dimensions.
K -' is ` 1, Use either concrete building brick -ASTM C55 rode N, type 1 or clay brick
yl �:-: Q „}.,. SEE NOTE 3 ON 9 , g YP Y For boxes with greater dimensions, either corbel waits, add a reinforced
APPROVED MODELS EAST JORDON V-5560* q ;L::, 1, " DETAIL 634.02 - ASTM C32, grade MS.
GRATE WEIGHT 190 Lbs. SEE DETAIL 639.01 r 'r, -.. 2. Mortar to be type M.
concrete fop slab or lengthen box by adding additional grates & frames,
FOR PIPE CONNECTION �1 �� Top and bottom slabs to be designed by NC Professional Engineer and
24 FRAME WEIGHT 159 Lbs. `r ,} 3. Concrete pipe to be class Ill.
2s 1 2" AND FORMED INVERT >r approved by the City Engineer for H2O loading.
/ LOAD RATING HEAVY DUTY J 4. Precast boxes to conform to latest ASTM C-913
CONSTRUCTION (NOTE 9) t 12. Maximum horizontal son of an 8" thick wall shall not exceed 8' for boxes
MATERIAL ASTM A 48 CLASS 358 3" $4 5. Precast boxes concrete strength to be a minimum 4,000 PSI at 28 days. p
FLAME FINISH UNDIPPED 6. See detail 634.02 for miscellaneous notes. of 8 feet or less In depth and 10 feet for boxes 12 feet or less in depth.
NOTES * EJIW OR APPROVED EQUAL NOTE 8 PRECAST CONCRETE CONCRETE BRICK 7. All penetrations In boxes shall be Inspected prior to backfilling structure with
1. Frame & Cover weight may not deviate by more than -5,0%. BOX SHOWN BOX SHOWN stone around pipe.
2. Iron casting to comply with AASHTO M306. 8. For precast boxes, provide a minimum of 6" of #57 stone for bedding.
3. Frame is reversible Bottom flange = V-5660 / Top flange = V-5860 9. Place #57 stone around pipe penetrations Into box. See detail 639.01.
4. Net open area = 390 S4. in. 10, All Iron Castings fo be domestic made.
Public Sorvl= Departments Votes [phone] o f yyrr Public SoMcos Doparlmunts Voice [phone] ap tpr PubFo Sarvlces Departments Voice [phone] aF .u! Public SaMws Departments Volos [phone]
\�3 spy 180D Hstrinp Avsnun,! P.a, Box 10 CITY of WILSON, N.C. FAx (252}y 399-2g53 �•t r so i B00 Heninp Avenue, ! P,O. enx 1fl CITY of WILSON, N.C. FAx (252i a99245a `so 489fl Heninp Avenua, 7 P.O. Box 1fl CITY of WILSON, N.C. lax 252 399.2453 `titi rso iB00 }tenlnp Avenue, l p.0, Bnx 10 CITY of WILSON, N.C. FAx [phone]
Wilson, Nonh Carolina 27894 USE WITH THE CITY OF WILSON STANDARD SPECIFICATIONS ONLY WWW.Wilsonne,org �' "'•F' y Wilson, North CarollDETAIL # rta 27B94 USE WITH THE CITY OF WILSON STANDARD SPECIFICATIONSONLY WwN.Wliwnnc.org L' • �'"�: 'J' Wllsan, iJa[th Celvllna 27B94 U9E WITH THE CITY OF WILSON STNIDAADSPECIFICATlf7N90NLY WYnv:Wilaonna,org " "�" ; Wilson, North Caroline 27594 USE WITH 7HE CITY OF WII.SON STAtJDAADSPEGIFICATiDN80NLY Www:Wllsonne.olg
STANDARD CATCH BASIN ASSEMBLY NotTo8 le 2633.04 r TYPICAL CATCH BASIN BOX Noll S 2s33os z TYPICAL CATCH BASIN BOX No SCALE: le a633.06 x DRAINAGE STRUCTURES NotSCALE: Is a63402
C, r11 ,rr' C3" a rr1 a� G arf Hf `.
FRAME & GRATE REune,2DATE: SHEET I \� IN YARD APPLICATION REuna,2DATE; 6HEET#. p IN YARD APPLICATION REVISIDNDATIZ: SHEETfl; �O REVIBIDNDgTE; BHEET#
Jana, 2Dffl 1 of 1 "ogj i>� Jana, 2910 1 nr 2 o T NOTES _ _ Juna,2pt0 2 ai 2 �� Jana,2plp i of 1
5' DIa. MH
Hole Dio.
Degrees
12"
22'
18"
35,
24"
48'
30"
62.6'
36"
75'
40"
82'
48"
108'
6' Dia. MH
Hale Dia.
Degrees
12"
2W
16"
25'
20"
32'
24"
38'
36"
60'
40"
65,
43"
70'
48"
84'
55"
98,
63"
125'
8' Dia. MH
Hole Dia,
Degrees
12"
15,
18"
22'
24"
213'
36"
44,
40"
48'
42"
52'
48"
60,
55"
68,
60"
so,
70"
`90,
78"
10B'
10' Dial. MH
Hole . Dio.
Degrees
12"
12,
18"
18,
24"
24'
36"
36'
40"
38'
48"
46'
55"
55,
62"
62'
70"
70'
78"
BO'
390-2466
1800HeD gAvenubile Services Departments
e.I Po 6ox10 CITY of WILSON, N.C. vFAX olro 12621)3992463
Wilson, North Carolina27694 UBEWnNTHECr1VOFWlL90N8FANDARDBPECIFICATIONBONLY wwW.Wllsanno,org
SCALE; DETAIL#
DISTANCE BETWEEN TWO NotTnscala .639.02
HOLES (OPENINGS) FORMULA REJVIInlaONDAOTE, SHEeE�T#:
0
Miss, DATE: MAR. 2020
+., PROJECT: 18-501
CLIENT CODE: WC
BA "" TLETr sCALE(HORz): CAOFILE:18501SP3 CITY OF WILSON WILSON COUNTY
AS SHOWN FIELD BOOK: 'o
SEAL ENGINEERING & SURVEYING, PC DETAILS scALE vERT : DRAWN BY: LR o
C ) NA SURVEY BY; TB/DB NORTH CAROLINA ZONE. CCMX Z
20106' 1906 NASH STREET NORTH TELE: [phone] PARKING
�1MLSON, N.C. 27893--1726 FAX: [phone] (STANDARD)
c LOT IMPROVEMENTS
REVISIONS: /�
+++++r,sllillN`License No. C-1551 www.bartlett.us.com PIN 7J SHEET ❑T2

ra pl,
MODULAR CONCRETE
STORMWATER MANAGEMENT
WHIRLIGIG
STORMTRAP
BY SIGNING THIS DOCUMENT YOU AGREE WITH THE PIPE INVERT ELEVATIONS,
ACCESS OPENING SIZES AND LOCATIONS, PIPE MATERIAL, PIPE DIAMETERS, AND
PIPE LOCATIONS OF THE DRAWINGS DATED 3/18/2020 IN ADDITION YOU AGREE
WITH THE GENERAL LAYOUT OF THE BASIN AND BASIN HEIGHT MIN AND MAX COVER
OVERTOP THE SYSTEM, DELIVERY NOTES AND ALL SPECIFIC DESIGN ELEMENTS
CONTAINED HEREIN. THE STRUCTURAL INTEGRITY OF THE SYSTEM IS THE
RESPONSIBILITY OF STORMTRAP.
GENERAL CONTRACTOR: DATE:
APPROVED: APPROVED WITH CHANGES: REJECTED: (�
CIVIL ENGINEER: DATE:
APPROVED: APPROVED WITH CHANGES: REJECTED: C]
INSTALLING CONTRACTOR: DATE:
SHEETINDEX
PAGE
DESCRIPTION
0.0
COVER SHEET
1.0
DOUBLETRAP DESIGN CRITERIA
2.0
DOUBLETRAP SYSTEM LAYOUT
3,0
DOUBLETRAP INSTALLATION SPECIFICATIONS
3.1
DOUBLETRAP INSTALLATION SPECIFICATIONS
4.0
DOUBLETRAP BACKFILL SPECIFICATIONS
5.0
RECOMMENDED PIPE / ACCESS OPENING SPECIFICATIONS
6.0
DOUBLETRAP MODULE TYPES
APPROVED. APPROVED WITH CHANGES. ❑ REJECTED, ❑
STORMTRAP CONTACT .INFORMATION
THE STORMTRAP DRAWINGS SHALL NOT BE ALTERED OR MANIPULATED IN WHOLE OR IN PART
WITHOUT WRITTEN CONSENT OF STORMTRAP, USE OF THESE DRAWINGS IS STRICTLY GRANTED STORM TRAP SUPPLIER: STORMTRAP
TO YOU, OUR CLIENT, FOR THE SPECIFIED AND NAMED PROJECT ONLY, CONTACT NAME: AARON LOWELL
CELL PHONE; 404-788-1534
SALES EMAIL: [e-mail]
STATION PARKING LOT IMPROVEMENTS
WILSON NC
_ . _.
BILL OF MATERIALS
LOADING DISCLAIMER'
DESIGN CRITERIAALLOWABLE
MAX GRADE = 140,00
:QTY.
UNIT TYPE DESCRIPTION
TOP WEIGHT BASE WEIGHT
STORMTRAP IS NOT DESIGNED TO ACCEPT ANY ADDITIONAL LOADINGS
ALLOWABLE MIN GRADE = 137.00
INSIDE HEIGHT ELEVATION = 135,33
102
8' 4" DOUBLETRAP
1... .... .
14984
-...,_
14782
FROM NEARBY STRUCTURES NEXT TO OR OVER THE TOP OF STORMTRAP.
SYSTEM INVERT = 127.00
7
II 8' - 4" DOUBLETRAP
1fi83S
1fifi33
IF ADDITIONAL LOADING CONSIDERATIONS ARE REQUIRED FOR
zl
111 s' - 4" DOUBLETRAP
14358
14257
STRUCTURAL DESIGN OF STORMTRAP, PLEASE. CONTACT STORMTRAP
NOTES:
10
IV 8' 4" DOUBLETRAP
15283
15182
IMMEDIATELY.
1: DIMENSIONING OF STORMTRAP SYSTEM SHOWN BELOW ALLOW FOR A 3/4" GAP
2
SPII B' - 4" DOUBLETRAP
VARIES
VARIES
BETWEEN EACH MODULE.
7
SPIV 8' 4" DOUBLETRAP
vAlttes
VARIES
2. ALL DIMENSIONS TO BE VERIFIED 1N THE FIELD BY OTHERS.,
i 22
PANEL 8" THICK PANELS
VARIES
29 JOINT WRAP 150 PER ROLL
3. SEE SHEET 3.0 FOR INSTALLATION SPECIFICATIONS,
. ............
160 JOINT TAPE 14.5' PER ROLL
4. SP - INDICATES A MODULE WITH MODIFICATIONS.
5, P - INDICATES A MODULE WITH A PANEL ATTACHMENT.
6. CONTRACTORS RESPONSIBILITY TO ENSURE CONSISTENCY/ACCURACY TO FINAL
ENGINEER OF RECORD PLAN SET.
7. IF A WATERTIGHT SOLUTION IS REQUIRED FOR THIS OUTLET CONTROL
STRUCTURE, STORMTRAP RECOMMENDS THE USE OF XYPEX OR SIKAFLEX
MATERIALS (OR APPROVED EQUIVALENT). WATERPROOFING MATERIALS TO BE
1
2
3 4' 5 6 7 8 9 10
11 12 13
SUPPLIED AND INSTALLED BY THE INSTALLING CONTRACTOR. CONTACT
STORMTRAP FOR A LIST OF APPROVED APPLICATORS.
24"0 ACCESS OPENING
WITH STEPS (TYP)
TEMPORARY
STORAGE
SAND FILTER
FOREBAY/SEDIMENT CHAMBER
SEDIMENT/SAND FILTER
(6,700.30 SF)
(6,602.28 SF)
(2,628.06 SF)
(18) 2' WIDE WEIRS
ELEV=129.00
A 4'-7"
III
3 _2 »
SPII
P
I
I
4' 7-
A6
B
I
I
I
IP
///48"
I
0 OPENING
SPIV
oxx
15'-5, "
FOR 36"0 RCP
92
INV=129.00
C 29'-4"
I
32---4"
1
1
IP
i
Mimi
I mine
M-1-1.
W�_11 HE
40
Ism
IWO
1,
mmmil
-
---- ---- = --- ---1
= ------- � -
fSO
=1010.
e�::
mmm*
Nis"
mmimmmm.
-
-
/
PATENTS LISTED AT: [HTTP:/15TORMTRAP.CMVPATENTj
1287 WINDHAM PARKWAY
ROMEOVILLE, IL 6044E
P:815-941-4549/ F:331-318-5347
ENGINEER INFORMAT
BARTLETT ENGINEERING
& SURVEYORS, PC
1906 NASH ST N
WILSON, NC
252-399-0704
PROJECT INFORMATION:
WHIRLIGIG STATION
PARKING LOT
IMPROVEMENTS
WILSON, NC
CURRENT ISSUE DATE:
3/18/2020
ISSUED FOR:
APPROVAL
REV.
DATE:
ISSUED FOR:
BYN
Q
3/18/2020
APPROVAL
3W
2
3/3/2020
1 PRELIMINARY
JW
1
2/3/2020
PRELIMINARY
JW
SCALE:
NTS
SHEET TITLE.
COVER SHEET
SHEET NUMBER:
000
Skownffu rapo
STRUCTURAL DESIGN LOADING CRITERIA
LIVE LOADING:
AASHTO HS-20 HIGHWAY LOADING
GROUND WATER TABLE:
7' BELOW GRADE*
SOIL BEARING PRESSURE:
3000 PSF
SOIL DENSITY:
120 PCF
EQUIVALENT UNSATURATED
LATERAL ACTIVE EARTH PRESSURE:
35 PSF / FT.
EQUIVALENT SATURATED
LATERAL ACTIVE EARTH PRESSURE:
80 PSF/FT, (IF WATER TABLE PRESENT)
APPLICABLE CODES:
ASTM CB57
ACI-318
BACKFILLTYPE:
SEE SHEET 4.0 FOR BACKFILL OPTIONS:
* PER THE TERRACON GE=GWEENCOUNTERED 7' BELOW
GRADE. THE FOLLOWING BEEN EVALUATED:
GWE=130.00 & SOIL COVGWE=133.00 & SOIL COV
SEE SI
BACKFILL SPE
STORMTRAP SYSTEM INFORMATION
FOREBAY/SEDIMENT AREA PROV: 2,628.06 SQUARE FEET
SAND FILTER AREA PROV: 6,602.28 SQUARE FEET
TEMPORARY STROAGE AREA PROV: 6,700,30 SQUARE FEET
UNIT HEADROOM: 8' - 4" DOUBLETRAP
UNIT QUANTITY: 298 TOTAL UNITS
TO BE VERIFIED IN FIELD BY OTHERS
SITE SPECIFIC DESIGN CRITERIA
1, STORMTRAP UNITS SHALL BE MANUFACTURED AND INSTALLED ACCORDING TO SHOP DRAWINGS APPROVED BY THE
INSTALLING CONTRACTOR AND ENGINEER OF RECORD. THE SHOP DRAWINGS SHALL INDICATE SIZE AND LOCATION OF
ROOF OPENINGS AND INLET/ OUTLET PIPE TYPES, SIZES, INVERT ELEVATIONS AND SIZE OF OPENINGS,
2, COVER RANGE: MIN. 1,17' MAX. 4,171CONSULT STORMTRAP FOR ADDITIONAL COVER OPTIONS,
3, ALL DIMENSIONS AND SOIL CONDITIONS, INCLUDING BUT NOT LIMITED TO GROUNDWATER AND SOIL BEARING CAPACITY
ARE REQUIRED TO BE VERIFIED IN THE FIELD BY OTHERS PRIOR TO STORMTRAP INSTALLATION.
4, FOR STRUCTURAL CALCULATIONS THE GROUND WATER TABLE IS ASSUMED TO BE 7' BELOW GRADE.
IF WATER TABLE IS DIFFERENT THAN ASSUMED, CONTACT STORMTRAP.
S. SYSTEM DESIGN MAY ALLOW FOR INCIDENTAL LEAKAGE AND WILL NOT BE SUBJECT TO LEAKAGE TESTING.
PATENTS LISTED AT; [mVP;/15TORMT0p.COM/PATENTj
1287 WINDHAM PARKWAY
ROMEOVILLE, IL 60446
P:815-941-4549/ F:331-318-5347
ENGINEER INFORMATION:
BARTLETT ENGINEERING
& SURVEYORS, PC
1906 NASH ST N
WILSON, NC
252-399-0704
PROJECT INFORMATION:
WHIRLIGIG STATION
PARKING LOT
IMPROVEMENTS
WILSON, NC
CURRENT ISSUE DATE:
ALLOWABLE MAX GRADE = 140.00
- - - - - - - - - -•-- - - ALLOWABLE MIN GRADE = 137.00 ' 3/18/2020
--. - _�._--�_-��__ - - 4.17' ISSUED FOR:
------------------------
-- _ ---- �--------- - APPROVAL
INSIDE HEIGHT ELEVATION 135.33
>
HWL=134.00
8' - 4" DOUBLETRAP
STORMTRAP INSTALLATION SPECIFICATIONS
1, STORMTRAP SHALL BE INSTALLED IN ACCORDANCE WITH ASTM C891, STANDARD FOR INSTALLATION OF UNDERGROUND
PRECAST CONCRETE UTILITY STRUCTURES, THE FOLLOWING ADDITIONS AND/OR EXCEPTIONS SHALL APPLY:
2. IT IS THE RESPONSIBILITY OF THE INSTALLING CONTRACTOR TO ENSURE THAT PROPER/ADEQUATE EQUIPMENT IS USED TO
SET/INSTALL THE MODULES.
ENGINEER INFORMATION, 3. STORMTRAP MODULES CAN BE PLACED ON A LEVEL, 6" FOUNDATION OF�' AGGREGATE EXTENDING 2'-0" PAST THE OUTSIDE OF
THE SYSTEM (SEE DETAIL 1) AND SHALL BE PLACED ON PROPERLY COMPACTED SOILS (SEE SHEET 1.0 FOR SOIL BEARING
BARTLETT ENGINEERING CAPACITY REQUIREMENTS), AND IN ACCORDANCE WITH ASTM C891 STANDARD PRACTICE FOR INSTALLATION OF
& SURVEYORS, PC UNDERGROUND PRECAST UTILITY STRUCTURES,
1906 NASH ST N 4. THE STORMTRAP MODULES SHALL BE PLACED SUCH THAT THE MAXIMUM SPACE BETWEEN ADJACENT MODULES DOES NOT
WILSON, NC EXCEED J" (SEE DETAIL 2). IF THE SPACE EXCEEDS J", THE MODULES SHALL BE RESET WITH APPROPRIATE ADJUSTMENT MADE
252-399-0704 TO LINE AND GRADE TO BRING THE SPACE INTO SPECIFICATION.
PROJECT INFORMATION: 51 STORMTRAP MODULES ARE NOT WATERTIGHT. IF A WATERTIGHT SOLUTION IS REQUIRED, CONTACT STORMTRAP FOR
RECOMMENDATIONS. THE WATERTIGHT APPLICATION IS TO BE PROVIDED AND IMPLEMENTED BY THE CONTRACTOR. THE
WHIRLIGIG STATION CONTRACTOR IS RESPONSIBLE TO ENSURE THAT THE SELECTED WATERTIGHT SOLUTION PERFORMS AS SPECIFIED BY THE
MANUFACTURER,
PARKING LOT
IMPROVEMENTS 6, THE PERIMETER HORIZONTAL JOINT BETWEEN THE TOP AND BASE LEG CONNECTION OF THE STORMTRAP MODULES SHALL BE
SEALED WITH PREFORMED MASTIC 30INTTAPE ACCORDING TO ASTM C891, 8.8 AND 8.12. (SEE DETAIL 3). THE MASTIC JOINT
TAPE DOES NOT PROVIDE A WATERTIGHT SEAL.
WILSON, NC
7. ALL EXTERIOR JOINTS BETWEEN ADJACENT STORMTRAP MODULES SHALL BE SEALED WITH B" WIDE PRE -FORMED,
CURRENT ISSUE DATE: COLD -APPLIED, SELF -ADHERING ELASTOMERIC RESIN, BONDED TO A WOVEN, HIGHLY PUNCTURE RESISTANT POLYMER WRAP,
CONFORMING TO ASTM C891 AND SHALL BE INTEGRATED WITH PRIMER SEALANT AS APPROVED BY STORMTRAP (SEE DETAILS 3
3/18/2020 & 4). THE 30INT WRAP DOES NOT PROVIDE A WATERTIGHT SEAL. THE SOLE PURPOSE OF THE JOINT WRAP IS TO PROVIDE A
SILT AND SOIL TIGHT SYSTEM. THE ADHESIVE EXTERIOR JOINT WRAP SHALL BE INSTALLED ACCORDING TO THE FOLLOWING
INSTALLATION INSTRUCTIONS:
ISSUED FOR:
7.1. USE A BRUSH OR WET CLOTH TO THOROUGHLY CLEAN THE OUTSIDE SURFACE AT THE POINT WHERE JOINT WRAP IS TO
APPROVAL BE APPLIED.
7.2. A RELEASE PAPER PROTECTS THE ADHESIVE SIDE OF THE JOINT WRAP. PLACE THE ADHESIVE TAPE (ADHESIVE SIDE
REV.
DATE:
ISSUED FOR:
BYN
n 3
3/18/2020
APPROVAL
3W
2
1 3/3/2020
1 PRELIMINARY
3W
1
2/3/2020
PRELIMINARY
JW
II I SCALE:
K I I 3'-tt"I IP "+"* y - .�' K 1'• IV 12" PVC UNDERDRAIN NTS
(BY OTHERS)
L I I 1 IP I,. rll I SHEET TITLE:
.L Ivl
22'-5"
L' �, .I,, I. -Sill' 'IH12
M P III I I
N1 ;
N III Ill n
I#I7 ' = SPIN #�#U= = SP sp*t =�/
4'-� 3'- NB _ _N7_ NS N9 N10 _ NI1 4'-7
FLOW OPENING FLOW OPENING
DOUBLETRAP
SYSTEM LAYOUT
3'-2" 6'-8" 6' 6" 4'-5" 7'-9 15-N,SAND FILTER/TEMP. STORAGE SHEET NUMBER:
(27) 2' WIDE OVERFLOW WEIRS
(1) 4' WIDE OVERFLOW WEIR
" ELEV=131.50
SEDIMENT/TEMP. STORAGE 6" PVC UNDERDRAIN (TYP)
(18) 2' WIDE OVERFLOW WEIRS (BY OTHERS)
ELEV=131.50 2mO
i t1j"I
%''.., BARTLE�T"T
sEA L ' ENGINEERING & SURVEYING, PC
2010E-y1906 NASH STREET NORTH SCM DETAILS
TELE: [phone]
°B 0:~~:'r WILSON, N.C. 27893-1726 FAX: [phone]
s �,,•License No. C-1551 www.bartiett.us.com
DOWN) AROUND THE STRUCTURE, REMOVING THE RELEASE PAPER AS YOU GO. PRESS THE JOINT WRAP FIRMLY AGAINST
THE STORMTRAP MODULE SURFACE WHEN APPLYING.
8. IF THE CONTRACTOR NEEDS TO CANCEL ANY SHIPMENTS, THEY MUST DO SO 48 HOURS PRIOR TO THEIR SCHEDULED ARRIVAL
AT THE JOB SITE, IF CANCELED AFTER THAT TIME, PLEASE CONTACT THE PROJECT MANAGER.
9. IF THE STORMTRAP MODULE(S) IS DAMAGED IN ANY WAY PRIOR, DURING, OR AFTER INSTALL, STORMTRAP MUST BE
CONTACTED IMMEDIATELY TO ASSESS THE DAMAGE AND TO DETERMINE WHETHER OR NOT THE MODULE(S) WILL NEED TO BE
REPLACED. IF ANY MODULE ARRIVES AT THE 3OBSITE DAMAGED DO NOT UNLOAD IT; CONTACT STORMTRAP IMMEDIATELY. ANY
DAMAGE NOT REPORTED BEFORE THE TRUCK IS UNLOADED WILL BE THE CONTRACTOR'S RESPONSIBILITY.
10. STORMTRAP MODULES CANNOT BE ALTERED IN ANY WAY AFTER MANUFACTURING WITHOUT WRITTEN CONSENT FROM
STORMTRAP.
WHIRLIGIG STATION
PARKING LOT IMPROVEMENTS
8" WIDE JOINT WRAP
(SEE NOTE 7)
8" WIDE JOINT "•
(SEE NI
TOP OF STORMTRAP
DATE: MAR. 2020 PROJECT: 18-501
SCALE HORZ CLIENT CODE. WC
( AS SHOWN CADFILE: 1 B501 SP3
FIELD BOOK:
SCALE(VERT): DRAWN BY. LR
NA SURVEY BY: T8/DB
REVISIONS:
8' - 4" DOUBLETRAP
SYSTEM INVERT = 127.00
6" STONE 13ASE
(SEE SHEET 4.0)
DETAIL 3
DETAIL 1
REV.
DATE:
ISSUED FOR:
BY:
3Q
3/18/2020
APPROVAL
JW
2
3/3/2020
PRELIMINARY
JW
1
2/3/2020
PRELIMINARY
JW
SCALE.,
NTS
SHEET TITLE:
SHEET NUMBER:
100
t ,, qnTrap
PATENTS LISTED AM [H1TP;yST0RMTRAP.00M/PATEHTj
1287 WINDHAM PARKWAY
ROMEOVILLE, IL 60446
P:815-941-4549 / F:331-318-5347
ENGINEER INFORMATION.
BARTLETT ENGINEERING
& SURVEYORS, PC
1906 NASH ST N
WILSON, NC
252-399-0704
PROJECT INFORMATION:
WHIRLIGIG STATION _
PARKING LOT
IMPROVEMENTS
WILSON, NC
CURRENT ISSUE DATE:
3/18/2020
ISSUED FOR:
APPROVAL
REV,
DATE:
ISSUED FOR:DWN
Q
3/18/2020
APPROVAL
JW
2
3/3/2020
PRELIMINARY
JW
1
2/3/2020
PRELIMINARY
JW
SCALE:
NTS
SHEET TITLE:
6" STONE BASE
(SEE NOTE 3)
OVERHANG SHEET NUMBER:
E NOTE 3)
3mO
CITY OF WILSON WILSON COUNTY
NORTH CAROLINA ZONE: CCMX
PIN # SHEET DT3
C4
N
`oCr

STORMTRAP MODULE LIFTING INSTALLATION NOTES
1. 1T IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE THAT ALL (4) CHAINS/CABLES
ARE SECURED PROPERLY TO THE LIFTING ANCHORS AND IN EQUAL TENSION WHEN
LIFTING THE STORMTRAP MODULE (SEE RECOMMENDATIONS 2 & 3).
2. MINIMUM 7'-0" CHAIN/CABLE LENGTH TO BE USED TO LIFT STORMTRAP MODULES
(SUPPLIED BY CONTRACTOR),
3. CONTRACTOR TO ENSURE MINIMUM LIFTING ANGLE IS 60° FROM TOP SURFACE OF
STORMTRAP MODULE. SEE DETAIL.
END PANEL
LIFTING DETAIL
RECOMMENDED
ACCESS OPENING SPECIFICATION
1.
A TYPICAL ACCESS OPENING FOR THE STORMTRAP SYSTEM ARE 2'-0" IN DIAMETER,
ACCESS OPENINGS LARGER THAN T-O" IN DIAMETER NEED TO BE APPROVED BY
STORMTRAP, ALL OPENINGS MUST RETAIN AT LEAST V-0" OF CLEARANCE FROM THE
END OF THE STORMTRAP MODULE UNLESS NOTED OTHERWISE. ALL ACCESS OPENINGS
TO BE LOCATED ON INSIDE LEG UNLESS OTHERWISE SPECIFIED.
2.
PLASTIC COATED STEEL STEPS PRODUCED BY M.A. INDUSTRIES PART #PS3-PFC OR
APPROVED EQUAL (SEE STEP DETAIL) ARE PROVIDED INSIDE ANY MODULE WHERE
DEEMED NECESSARY, THE HIGHEST STEP IN THE MODULE IS TO BE PLACED A
DISTANCE OF V-0" FROM THE INSIDE EDGE OF THE STORMTRAP MODULES. ALL
ENSUING STEPS SHALL BE PLACED AT A DISTANCE BETWEEN 10" MIN AND 14" MAX
BETWEEN THEM, STEPS MAY BE MOVED OR ALTERED TO AVOID OPENINGS OR OTHER
IRREGULARiTTIES IN THE MODULE.
3,
STORMTRAP LIFTING INSERTS MAY BE RELOCATED TO AVOID INTERFERENCE WITH
ACCESS OPENINGS OR THE CENTER OF GRAVITY OF THE MODULE AS NEEDED.
4.
STORMTRAP ACCESS OPENINGS MAY BE RELOCATED TO AVOID INTERFERENCE WITH
HIGH STRENGTH,
INLET AND/OR OUTLET PIPE OPENINGS $O PLACEMENT OF STEPS IS ATTAINABLE.
NON -SHRINK GROUT
5,
ACCESS OPENINGS SHOULD BE LOCATED IN ORDER TO MEET THE APPROPRIATE
MUNICIPAL REQUIREMENTS. STORMTRAP RECOMMENDS AT LEAST TWO ACCESS
OPENINGS PER SYSTEM FOR ACCESS AND INSPECTION.
6.
USE PRECAST ADJUSTING RINGS AS NEEDED TO MEET GRADE. STORMTRAP
HIGH STRENGTH,
NON -SHRINK GROUT
RECOMMENDS FOR COVER OVER 2' TO USE PRECAST BARREL OR CONE SECTIONS.
(PROVIDED BY OTHERS)
RECOMMENDED
PIPE OPENING SPECIFICATION
1.
MINIMUM EDGE DISTANCE FOR AN OPENING ON THE OUTSIDE WALL SHALL BE NO LESS
THAN V-0"
2.
MAXIMUM OPENING SIZE TO BE DETERMINED BY THE MODULE HEIGHT, PREFERRED
OPENING SIZE 0 36" OR LESS, ANY OPENING NEEDED THAT DOES NOT FIT THIS
CRITERIA SHALL BE BROUGHT TO THE ATTENTION OF STORMTRAP FOR REVIEW,
3.
CONNECTING PIPES SHALL BE INSTALLED WITH A 1'-0" CONCRETE COLLAR, AND AN
AGGREGATE CRADLE FOR AT LEAST ONE PIPE LENGTH (SEE PIPE CONNECTION DETAIL).
A STRUCTURAL GRADE CONCRETE OR HIGH STRENGTH, NON -SHRINK GROUT WITH A
MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3000 PSI SHALL BE USED.
4.
THE ANNULAR SPACE BETWEEN THE PIPE AND THE HOLE SHALL BE FILLED WITH HIGH
STRENGTH NON -SHRINK GROUT.
HIGH STRENGTH,
NON -SHRINK GROUT
RECOMMENDED PIPE
INSTALLATION INSTRUCTIONS
1.
CLEAN AND LIGHTLY LUBRICATE ALL OF THE PIPE TO BE INSERTED INTO STORMTRAP.
IF A PIPE 15 PROPOSED
2,
IF PIPE IS CUT, CARE SHOULD BE TAKEN TO ALLOW NO SHARP EDGES. BEVEL AND
AT THE SYSTEM INVERT,
LUBRICATE LEAD END OF PIPE,
NOTCH PIPE TO ALLOW
PIPE INVERT TO MEET
SYSTEM INVERT
3.
ALIGN CENTER OF PIPE TO CORRECT ELEVATION AND INSERT INTO OPENING.
NOTE:
ALL ANCILLARY PRODUCTS/SPECIFICATIONS RECOMMENDED AND SHOWN ON THIS
SHEET
ARE RECOMMENDATIONS ONLY AND SUBJECT TO CHANGE PER THE INSTALLING
CONTRACTOR AND/OR PER LOCAL MUNICIPAL CODE/REQUIREMENTS.
END PANEL ERECTION/INSTALLATION NOTES
1, END PANELS WILL BE SUPPLIED TO CLOSE OFF OPEN ENDS OF ROWS,
2. PANELS SHALL BE INSTALLED IN A TILT UP FASHION DIRECTLY ADJACENT TO OPEN
END OF MODULE (REFER TO SHEET 2.0 FOR END PANEL LOCATIONS),
3. CONNECTION HOOKS WILL BE SUPPLIED WITH END PANELS TO SECURELY
CONNECT PANEL TO ADJACENT STORMTRAP MODULE (SEE PANEL CONNECTION
ELEVATION VIEW).
4. ONCE CONNECTION HOOK IS ATTACHED, LIFTING CLUTCHES MAY BE REMOVED,
5. JOINT WRAP SHALL BE PLACED AROUND PERIMETER JOINT PANEL (SEE SHEET 3.0).
CONNECTION HOOKS PROVIDED BY
STORMTRAP AND INSTALLED BY
CONTRACTOR (SEE DETAIL 6)
1" 0 PRECAST OPENING FOR
HOOK CONNECTION, CONTRACTOR I
TO SEAL FOR INSTALLATION
PANEL CONNECTION
ELEVATION VIEW
PRECAST CONCRETE ADJUSTING RING
BARREL OR CONE SECTIONS AS NEEC
SEE RECOMMENDED ACCESS OPEN]
SPECIFICATION NOTE 6. (SUPPLIED BY OTHEI
NON -SHRINK
STEP i
SIDE OF STORMTRAP MODULE
SIDE OF END PAN
STEP 2
DETAIL 6
RISER / STAIR DETAIL
j--------1'-4" [ MEETS:
j ( OPSS 1351.08.02
L ([ i�:j ASTM C-478,95a
ASTM D4-101.956
AASHTO M-199
ASTM 4A-15
........
10 }"
I
STEP DETAIL
COVER AS
=D BY ENGINEER
=D BY OTHERS)
Sw'oto
PATENTS LISTED AT: [HTTP:NSTORMTRAP.COM/PATENT)
1287 WINDHAM PARKWAY
ROMEOVILLE, IL 60446
P:815-941-4549 / F,331-318-5347
ENGINEER INFORMATION:
BARTLETT ENGINEERING
& SURVEYORS, PC
1906 NASH ST N
WILSON, NC
252-399-0704
PROJECT INFORMATION:
WHIRLIGIG STATION
PARKING LOT
IMPROVEMENTS
WILSON, NC
CURRENT ISSUE DATE:
3/18/2020
ISSUED FOR:
APPROVAL
REV.
DATE:
ISSUED FOR,
BWN
3Q
3/18/2020
APPROVAL
JW
2
3/3/2020
PRELIMINARY
JW
1
2/3/2020
PRELIMINARY
JW
SCALE:
NTS
SHEET TITLE:
DOUBLETRAP
INSTALLATION
SPECIFICATIONS
ZONE CHART
ZONES
ZONE DESCRIPTIONS
REMARKS
#5 (") STONE AGGREGATE
ZONE I
FOUNDATION AGGREGATE
(SEE NOTE 4 FOR DESCRIPTION)
UNIFIED SOILS CLASSIFICATION
ZONE 2
BACKFILL
(GW, GP, SW, SP) OR SEE BELOW
FOR APPROVED 6ACKFILL OPTIONS
ZONE 3
FINAL COVER OVERTOP
MATERIALS NOT TO EXCEED
120 PCF
FILL DEPTH
TRACK WIDTH
WEIGHT (KIPS)
MPRESSUURE
12"
12"
51.8
1690 psf
- 1B"
56.1
1219 psf
24"
1 68.1
1111 psf
30"
76.7
1000 psf
36"
85.0
924 psf
NOTE:
TRACK LENGTH NOT TO EXCEED 15'-4",
ONLY TWO TRACKS PER VEHICLE.
APPROVED ZONE 2 BACKFILL OPTIONS
OPTION
REMARKS
THE STONE AGGREGATE SHALL CONSIST OF CLEAN AND FREE DRAINING ANGULAR MATERIAL.
" STONE
THE SIZE OF THIS MATERIAL SHALL HAVE 100% PASSING THE 1" SIEVE WITH 0% TO S%
AGGREGATE
PASSING THE #8 SIEVE. THIS MATERIAL SHALL BE SEPARATED FROM NATIVE MATERIAL USING
GEOFABRIC AROUND THE PERIMETER OF THE BACKFILL (ASTM SIZE #57) AS DETERMINED BY
THE GEOTECHNICAL ENGINEER.
IMPORTED PURE SAND IS PERMITTED TO BE USED AS BACKFILL IF 1T IS CLEAN AND FREE
SAND
DRAINING, THE SAND USED FOR BACKFILLING SHALL HAVE LESS THAN 40% PASSING #40 SIEVE
AND LESS THAN 5% PASSING #200 SIEVE. THIS MATERIAL SHALL BE SEPARATED FROM NATIVE
MATERIAL USING GEOFABRIC AROUND THE PERIMETER OF THE SAND BACKFILL.
CRUSHED
CLEAN, FREE DRAINING CRUSHED CONCRETE AGGREGATE MATERIAL CAN BE USED AS BACKFILL FOR
CONCRETE
STORMTRAP'S MODULES, THE SIZE OF THIS MATERIAL SHALL HAVE 100% PASSING THE I" SIEVE WITH
AGGREGATE
00/a TO 5°/a PASSING THE #B SIEVE. THIS MATERIAL SHALL BE SEPARATED FROM NATIVE MATERIAL
USING GEOFABRIC AROUND THE PERIMETER OF THE BACKFILL.
STONE AGGREGATE 100% PASSING THE 1.1/2" SIEVE W[TH LESS THAN 12%" PASSING THE #200
ROAD PACK
SIEVE (ASTM SIZE #467). GEOFABRIC AS PER GEOTECHNICAL ENGINEER RECOMMENDATION.
StormiTrap
STORMTRAP ZONE INSTALLATION SPECIFICATIONS/PROCEDURES
.._ . .. ........... .... .. ......... ........... ..... PATENTS LISTED AT: [fITTP://5T0RMTRAPX0M/PATENTI
1. THE FILL PLACED AROUND THE STORMTRAP MODULES MUST DEPOSITED ON BOTH SIDES AT THE SAME 1287 WINDHAM PARKWAY
ROMEOVILLE, A
TIME AND TO APPROXIMATELY THE SAME ELEVATION, AT NO TIME SHALL THE FILL BEHIND ONE SIDE WALL . IL 60446
BE MORE THAN 2'-0" HIGHER THAN THE FILL ON THE OPPOSITE SIDE, BACKFILL SHALL EITHER BE
COMPACTED AND/OR VIBRATED TO ENSURE THAT BACKFILL AGGREGATE/STONE MATERIAL IS WELL SEATED P:815-941-4549 / F:331-318-5347
AND PROPERLY INTER LOCKED. CARE SHALL BE TAKEN TO PREVENT ANY WEDGING ACTION AGAINST THE
STRUCTURE, AND ALL SLOPES WITHIN THE AREA TO BE BACKFILLED MUST BE STEPPED OR SERRATED TO ENGINEER INFORMATION:
PREVENT WEDGING ACTION. CARE SHALL ALSO BE TAKEN AS NOT TO DISRUPT THE JOINT WRAP FROM THE
JOINT DURING THE BACKFILL PROCESS. BACKFILL MUST BE FREE -DRAINING MATERIAL. SEE ZONE 2
BACKFILL CHART ON THIS PAGE FOR APPROVED BACKFILL OPTIONS. IF NATIVE EARTH IS SUSCEPTIBLE TO
MIGRATION, CONFIRM WITH GEOTECHNICAL ENGINEER AND PROVIDE PROTECTION AS REQUIRED
(PROVIDED BY OTHERS).
2. DURING PLACEMENT OF MATERIAL OVERTOP THE SYSTEM, AT NO TIME SHALL MACHINERY BE USED
OVERTOP THAT EXCEEDS THE DESIGN LIMITATIONS OF THE SYSTEM. WHEN PLACEMENT OF MATERIAL
OVERTOP MATERIAL SHALL BE PLACED SUCH THAT THE DIRECTION OF PLACEMENT IS PARALLEL WITH THE
OVERALL LONGITUDINAL DIRECTION OF THE SYSTEM WHENEVER POSSIBLE. PROJECT INFORMATION:
3. THE FILL PLACED OVERTOP THE SYSTEM SHALL BE PLACED AT A MINIMUM OF 6" LIFTS. AT NO TIME SHALL
MACHINERY OR VEHICLES GREATER THAN THE DESIGN HS-20 LOADING CRITERIA TRAVEL OVERTOP THE
SYSTEM WITHOUT THE MINIMUM DESIGN COVERAGE. IF TRAVEL IS NECESSARY OVERTOP THE SYSTEM
PRIOR TO ACHIEVING THE MINIMUM DESIGN COVER, IT MAY BE NECESSARY TO REDUCE THE ULTIMATE
LOAD/BURDEN Of THE OPERATING MACHINERY SO AS TO NOT EXCEED THE DESIGN CAPACITY OF THE
SYSTEM, IN SOME CASES, IN ORDER TO ACHIEVE REQUIRED COMPACTION, HAND COMPACTION MAY BE
NECESSARY IN ORDER NOT TO EXCEED THE ALLOTTED DESIGN LOADING. SEE CHART FOR TRACKED
VEHICLE WIDTH AND ALLOWABLE MAXIMUM PRESSURE PER TRACK.
4. STONE AGGREGATE FOUNDATION IN ZONE 1 IS RECOMMENDED FOR LEVELING PURPOSES ONLY (OPTIONAL). CURRENT ISSUE DATE:
3/18/2020
ISSUED FOR:
APPROVAL
GEOFABRIC/GEOTEXTILE GEOFABRIC/GEOTEXTILE
- - - - - - - -
AS REQUIRED PER APPROVED .... _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ AS REQUIRED PER APPROVED
ZONE 2 BACKFILL OPTIONS. - - - - - - " " - - , -'
- - - - - - - - - _. -. - - _ .. _- _ _ . , _--_-_-_-_-_--_-_-_-_-_-_-_-_-_- ZONE 2 BACKFILL OPTIONS.
-- ----�.�.�.---..---_----_--..- � ZONES ��---'-- ---------------- �--------- - - - - - -
If ,-,
STEPPED OR SERRATED AND
APPLICABLE OSHA REQUIREMENTS
3ol
(SEE INSTALLATION SPECIFICATIONS)
Is"," oaninTraw,
PATENTS LISTED AT: [HTTP:I/STDRMTRAP.COM/PATENTj
1287 WINDHAM PARKWAY
ROMEOVILLE, IL 60446
P:815-941-4549 / F:331-318-5347
ENGINEER INFORMATION:
BARTLETT ENGINEERING
& SURVEYORS, PC
1906 NASH ST N
WILSON, NC
252-399-0704
PROJECT INFORMATION:
WHIRLIGIG STATION
PARKING LOT
IMPROVEMENTS
WILSON, NC
CURRENT ISSUE DATE:
3/18/2020
ISSUED FOR:
APPROVAL
REV.
DATE:
ISSUED FOR:
DBWY:
A3
3/18/2020
APPROVAL
JW
2
3/3/2020
PRELIMINARY
]W
1
2/3/2020
PRELIMINARY
JW
SCALE.,
NTS
SHEET TITLE:
RECOMMENDED
PIPE / ACCESS
OPENING
SPECIFICATIONS
PIPE CONNECTION DETAIL
NOTES:
1. OPENING LOCATIONS AND SHAPES MAY VARY.
2. SP - INDICATES A MODULE WITH MODIFICATIONS.
3. P - INDICATES A MODULE WITH A PANEL ATTACHMENT.
4. POCKET WINDOW OPENINGS ARE OPTIONAL.
yy tttu It,if
;0- BARTLETT
SEAL ENGINEERING & SURVEYING, PC
r 2010 1906 NASH STREET NORTH TELE. • [phone]
OLSON, N.C. 27893-'1726 FAX: [phone]
S. SNN', License No. C-1551 www.bartlett.us.com
''Nltitilyty►y
SCM DETAILS
TYPE IV
WHIRLIGIG STATION
PARKING LOT IMPROVEMENTS
BACKFILL DETAIL
TYPE II
TYPE II
END PANEL
DATE: MAR. 2020 PROJECT: 18-501
S ALElHORZ: CLIENT CODE: WC
` ): SHOWN CADFILE:18501 SP3
A
FIELD BOOK:
SCALE(VERT): DRAW! BY: LR
NA SURVEY BY. TB/OB
REVISIONS:
ZONE 2
TYPE III
TYPE IV
END PANEL
CITY OF WILSON
NORTH CAROLINA
PIN #
REV.
DATE:
ISSUED FOR:
BY:
A3
3/18/2020
APPROVAL
3W
1 2
1 3/3/2020
1 PRELIMINARY
JW
1
2/312020
PRELIMINARY
JW
SCALE:
NTS
SHEET TITLE:
!PATENTS LISTED AT: [ffTTP://STORMTRAP.COM/PATENT]
1287 WINDHAM PARKWAY
ROMEOVILLE, IL 60446
P:815-941-4549/ F:331-318-5347
ENGINEER INFORMATION:
BARTLETT ENGINEERING
& SURVEYORS, PC
1906 NASH ST N
WILSON, NC
252-399-0704
PROJECT INFORMATION:
WHIRLIGIG STATION
PARKING LOT
IMPROVEMENTS
WILSON, NC
CURRENT ISSUE DATE:
3/1.8/2020
ISSUED FOR:
APPROVAL1.
REV.,
DATE:
ISSUED FOR.
BY:
3Q
3/18/2020
APPROVAL
JW
2
3/3/2020
PRELIMINARY
JW
1
2/3/2020
PRELIMINARY
JW
SCALE,
NTS
SHEET TITLE:
SHEET NUMBER:
60.0.
WILSON
COUNTY
ZONE:
CCMX
SHEET
DT4

IF A WATERTIGHT SOLUTION IS REQUIRED FOR THIS OUTLET CONTROL STRUCTURE, STORMTRAP RECOMMENDS THE USE OF XYPEX
;' OR SIKAFLEX MATERIALS (OR APPROVED EQUIVALENT), WATERPROOFING MATERIALS TO BE SUPPLIED AND INSTALLED BY THE
1 II - - - ~II INSTALLING CONTRACTOR. CONTACT STORMTRAP FOR A UST OF APPROVED APPLICATORS,
I II II SYMONS WALL .�
I• II
I\A II
IN II
II
I i II II '
hA III
I1" II
SYMONS III II 24" 0 ACCESS OPENING
WALL III WITH STEPS
I II II
II =
II
I II II
3,-2
END PANEL
PLAN VIEW
1
IAI
4' WIDE WEIR
I I I ELEV=133.00
II I
N
o I! I
I II
'T 1 16" 0 OPENING
z � � - � - FOR 12"0 PVC
°0 � INV= 127.00
s L'-944*--2#-0"-L2k-00j :Y
ISOMETRIC VIEW (3) 2' WIDE WEIRS
ELEV=133.00
,-4„.
END PANEL -r __.1-=� 7,.,. =- = _ r= -
L J
I I I I I I I N
L _ - ,I� I--- - _j
I � SYMONS WALL
I OUTLET 16"sn OPENING I `�
I OPENING FOR 12" 0 PVC
I INV=127.00 I
(I
12"0 ORIFICE-
INV=127.00 L -_____
2 -s" z
ELEVATION VIEW
DRAT NAGE BASIN SUMMARY
STORM
_................
EVENT
EXISTING ...
_ .....
CONDITIONS
POST DEV'T
_ .._.....
W/O SCM
POST DEV'T
WITH SCM
REDUCTION
%
SCM WS E!
._ .... _....__....
SCM OUTLET
._._ ....................
FLOW
1-YR
29.82 CFS
29.82 CFS
8.11 CFS
73%
129.8
8.09 CFS
10-YR
56.48 CFS
56.48 CFS
11.13 CFS
80%
131.76
11,09 CFS
25-YR
70.70 CFS
70.70 CFS
12.29 CFS
83%
132.87
12.25 CFS
100-YR
97.22 CFS
97.22 CFS
22.43 CFS
77%
134.71
22.35 CFS
Stage -Storage Table
Sand Filter
eat e Tr m nt chamber
Temporary Storage
Total
Area (so
Incremental
Area (so Incremental
Area (so
Incremental
Elevation
Incremental
Starage
Volume
Volume
Volume
Volume
Volume
127.00
2628.1
0.0
6,700.3
0.0
0.0
6.0
128.00
2628.1
2628.1
6,700.3
6, 700.3
9, 328.4
9, 328.4
129.00
2628.1
2628.1
9230.3
0.0
6,700.3
6,700.3
9,328.4
18,656.7
...... ... _...
130.00
_._.. _...
_.. - - ._..._....
9230.3
__.9,230.3....
.. 6,700.3. .._
.....6,700.3
15,93' .....-
0.6
...............4
34, 587.4
131.00
............... ..... .
9230.3
_..._... ..........
9,230,3
......................_......_.
6,700,3
-----_.. _..........
6,700.3
_...._.._ ....__.- .._.._......_..__...
15, 930.6
50, 518.0
131.50
9230.3
4,615.2
6,700.3
3,350.2
7,965.3
58,483.3
132.00
9230,3
4,615.2
6,700...
3,350.2
7,965.3
66,448.E
133.00
9230.3
9,230.3
6,700,3
6,700.3
15, 930.6
82, 379.3
134.00
9230.3
9,230.3
6,700.3
6,700.3
15,930.6
98,309.9
135.00
_.._____.....__....._.._.........__.---____-.
_..........___..._.....___....._.._....---------.._...
9230.3
9,230.3
..__._.__.__...__.._._........_.._....._._....._..__._._
6,700.3
...............__..__..--_....._......._
6,700.3
15,930.E
....__..__......_..._._
114,240.6
135.33
9230.3
3,046.0
6,700.3
2,211.1
5,257.1
11.9,497.7
Total 5,256.1
Total
58,428.1
Total
I 55,813.5
Total Storagel
119,497.7
Note: Sand Filter area equivalent to 40% of total surface area to account for volume of voids
SCM DETAILS
NS WALL
torra n a
PATENTS USTED AT: I,4TTPr//ST0RMT"P.CQWPATENTj
1287 WINDHAM PARKWAY
ROMEOVILLE, IL 60446
P:815-941-4549 / F:331-318-5347
ENGINEER INFORMATION:
BARTLETI- ENGINEERING
& SURVEYORS, PC
1..906 NASH ST N
WILSON, NC
252-399-0704
PROJECT INFORMATION:
WHIRLIGIG STATION
PARKING LOT
IMPROVEMENTS
WILSON, NC
CURRENT ISSUE DATE:
3/1.8/2020
ISSUED FOR:
APPROVAL
REV .
DATE:
ISSUED FOR:
$WN
©
3/1812020
APPROVAL
JW
2
3/3/2020
PRELIMINARY
JW
1
2/3/2024
PRELIMINARY
JW
SCALE:
I NTS
SHEET TITLE:
OUTLET CONTROL
STRUCTURE DETAIL
SHEET NUMBER:
7NO
NOTE:
THE CITY OF WILSON IS PROVIDING THE STORMTRAP
..PRECAST CONCRETE CHAMBER SYSTEM FOR THE
UNDERGROUND STORAGE. DELIVERY IS SCHEDULED TO
BEGIN JUNE S. CONTRACTOR SHALL UNLOAD AND
INSTALL THE SYSTEM. THE CONTRACTOR SHALL PROVIDE
AND INSTALL SAND FILTER MEDIA AND UNDERDRAIN
PIPING. CONTRACTOR SHALL PROVIDE AND INSTALL
FRAME AND COVER FOR ALL ACCESS OPENINGS.
THE CITY OF WILSON IS PROVIDING THE MATERIAL FOR
WATERPROOFING THE STORMTRAP SYSTEM. THE MATERIAL
WILL BE BTL 40 REINFORCED POLYETHYLENE S OZ
GEO-TEXTILE SUPPLIED IN 15' X 300' ROLLS, BY BTL,
INC. THE CONTRACTOR SHALL INSTALL THE MATERIAL
AND PROVIDE ALL WELDS PER THE MANUFACTURERS
RECOMMENDATIONS TO PROVIDE A WATERPROOF SYSTEM.
-.-• • PA VEMENT SURFACE
m•
I.
EL. 131.50
•
m
•
NJ M
w w w w w w w w w w w w w w w w
• • • w
+••i►+i+•iisiii•••i++•i•�•i•••r•••••••+r•.c.•, ! !r_•!� sr•+•i++i+f+'■+*•,+i++*+#++w•
SS
• • • • • • • • • • • • 1 • • • A A A A R • • ti ��,* _ ..? • • • • •
�■•••••+•••A••AAwwwwAww••�I.waJ••••rrr•r•••r•••••••••••••••
..•,.A....•..w
• • • • • • • f
A.A.r.w.w.A.r.A.w
+w+
• • r • •
A.� •.• f�•�f
w w.. w w
+swiwowi+•+�ws+i•�w••i+�+••••••.••r•r+br•+•••+++;+�•R+'w+�w'w+w•�A�•*+'vow*w�•�+�ri'
A • • • w • • • • • • • • • • •
•
• AAwwww•w••••■rrA•A■r•r••w•••r
w.•d.� r..r..A f..•..•..� y..•.+�r�•�•�•.,•,,,r..A..•,.A
w vo w w w ti w w
A A • A A • • • • • •
w..•..A..#
• • • • • • • r • ■ r A •
A..A A.w * A�•.w.w�•,I
I
E 001
M.A /I
L_ 6" PERFORATED
UNDERDRAIN PIPE WITH
FILTER SOCK (TYP.)
INV. 127.0
WHIRLIGIG STATION
PARKING LOT IMPROVEMENTS
SAND FILTER SPECIFICATIONS
SAND MEDIA - THE MEDIA IN THE SAND FILTER SHALL
BE CLEANED, WASHED, COARSE MASONRY SAND (ASTM
C33) OR EQUIVALENT. THE SAND PARTICLES SHALL BE
LESS THAN 2 MM AVERAGE DIAMETER. THE ENTIRE
SURFACE AREA OF THE SAND CHAMBER MUST CONTAIN
SAND 24" DEEP.
CLEAN_ --_OUT_ PIPES - CLEAN -OUTS SHALT. BE PVC PIPE
THAT HAS GLUED CLEAN -OUT FITTINGS WITH SCREW
TYPE CAPS. CAPS MUST BE SECURE TO PREVENT
> STORMWATER FROM DRAINING THROUGH
THE PIPES
RATHER THAN THE SAND FILTER. ENDS OF UNDERDRAIN
PIPES SHALL BE CAPPED TO PREVENT CLOGGING OF
UNDERDRAIN SYSTEM.
SEE STORMTRAP DETAILS 2.0 ON SHEETS DT3 FOR
OVERALL LAYOUT OF SAND FILTER, UNDERDRAIN PIPES
AND FOREBAY/SEDIMENT CHAMBER.
UNDERGROUND STORAGE
NO SCALE
DATE: MAR, 2020 PROJECT: 18-501
CLIENT CODE: WC
SCALE(HOR2): CADFI LE; 18501 SP3
AS SHOWN FIELD BOOK:
SCALE(VERT): DRAWN BY: LR
NA SURVEY BY: TB/DB
REVISIONS:
CITY OF WILSON
NORTH CAROLINA
PIN #
WILSON COUNTYLAj
'o
a
ZONE: CCMX z
SHEET DT5
0

WIRE TIES, (TYP.)
STORM GRA'
FILTREXXr
DRAIN INLET PLAN
FIL I REXXt€B S"
EXCESS SOXXTm MATERIAL TO
BE DRAWN IN AND TIED OFF TO
2x2 WOODEN STAKE, (TYP,)
CURB
CURB
STORM GRATE-•� /
FILTREXX(M B" SOXXTM
CURBSIDE OPTION "A" PLAN CURBSIDE OPTION "B" PLAN
EXCESS SOXXTM MATERIAL TO
BE DRAWN IN AND TIED OFF TO CURB
2x2 WOODEN STAKE FILTREXX B" SOXX-
SECURE SOXXTm TO GRATE WITH
RUBBER TIE DOWNS
CATCH
BASIN
DRAIN INLET SECTION CURBSIDE SECTION
NOTES:
1. ALL MATERIAL TO MEET FILTREXX® SPECIFICATIONS.
2. FILTER MEDIArm FILL TO MEET APPLICATION REQUIREMENTS,
3. COMPOST MATERIAL TO BE DISPERSED ON SITE, AS DETERMINED BY ENGINEER.
FILTREXX® INLET PROTECTION
NTS
uetmis r,rovraeo ny Al-VIAN t:onsul[otg tnakneers Ymy,applonenglneers.Com (Jb/t7lj2U,U - S:�5:33 f'FA
- TRENCH
• �_- UPSTREAM END
UPSTREAM END III�T ITI II, -L OF STORM DRAIN
\ OF STORM DRAIN
!(' 0-
IjIlII OVERFLOW
-
t�i ll�i- 1/3 PIPE DIA,
T IT •-��` 1-1 i I i� E f it I i= r-T_I jJ ! _(f iT CI7 i-liTl--
L_ - - - - - - --I---3/4" EXTERIOR PLYWOOD �- = T-11=_- 13/4" EXTERIOR
BURY BOTTOM OF PLYWOOD PLYWOOD
Z
OPTION A
ILLUSTRATION OF PLYWOOD INLET PROTECTION
FOR STORM DRAIN UNDER CONSTRUCTION.
NOT TO SCALE REV. 9-1-92
r-STEEL FENCE POST Tr
- UPSTREAM
. •`
END OF
1/3 PIPE DIA.
y:Y cl, ct�
STORM
DRAIN
�.
2
r
2x2 MESH
WIRE
a, •,
t x;� .�..�.
r•fj•�;.rff=:`'-,t+3��7i'ri._
-.-I_-.,,.
• -I-
FABRIC OR
EQUAL
r�
I l WASHED #57 STONE FILTER
l i ICI I1�I
I-� III-jr-
-r- -rrr ; I -I_ :,•.
fJ�- n �
ACROSS PIPE INLET
I� I t
U U
Y
k_
I I 100
U
_I r� HARDWARE
zi=
� -� l�l CLOTH
Ll
1,33xPIPE DIA,
OPTION B
ILLUSTRATION OF
STONE FILTER INLET PROTECTION
FOR STORM DRAIN UNDER CONSTRUCTION.
of .1 z
Tb�
Public Services Dopartmonta CITY of WILSON,
16DD Honing Avenue, ! P.O, Box 10
oice [phone]
N.C.N ■
Wilson, North Carolina27894
FAX (252). 399.2453
USE WITH THE CITY OF WILSON STANDARD SPECIFICATIONS ONLY www.wlltsannc,arg
cc
6 z
G' ur
PIPE INTLET
SCALE:
NalTcSuelc
355. p
2355.D1
p
o C�
PROTECTION
RE
SHE
rrr
Junouno,,2010 1fl
1 ort
�� t lulllrl�"
BARTLETT
sEAL , ENGINEERING & SURVEYING, PC
2D106� 1906 NASH STREET NORTH TELE [phone]
lt `�` ~,�� WILSON, N.C. 27893-1726 FAX: [phone]
'J"', S. BA��.�`' License No. C-1551 www.bartlett.us.com
��jllrlllfllllti,
CURB INLET SEDIMENT LADEN FILTREXX SILTSOXX
WOODEN STAKE RUNOFF OVERFLOW CONCRETE BLOCK
FILTERED
CONCRETE BLOCK
`��_ e� � =:i:•1•Ei�
- - - •riiitii?
FILTREXX SILTSOXX
CONCRETE GUTTER p10'r" iiEiiiii
PERSPECTIVE VIEW
CURB
NOTES: C
I. INSTALL FILTREXX SILTSOXX IN FRONT OF CURB OPENING TO A MINIMUM OF 12" BEYOND THE OPENING, EACH SIDE,
2. ANCHOR THE FILTREXX SILTSOXX BEHIND THE CURB WITH A WOODEN STAKE. STAKES SHALL BE ANCHORED A MINIMUM OF I T
INTO SOIL.
3. STANDARD INLET PROTECTION FOR CURB INLET PROTECTION AND CURB SEDIMENT CONTAINMENT WILL USE 8" DIAMETER
INLET PROTECTION. DURING CURB INSTALLATION, INLET PROTECTION SHALL BE COMPACTED TO BE SLIGHTLY SHORTER THAN
CURB HEIGHT.
4. IF INLET PROTECTION BECOMES CLOGGED WITH DEBRIS AND SEDIMENT, THEY SHALL BE MAINTAINED SO AS TO ASSURE
PROPER DRAINAGE AND WATER FLOW INTO THE STORM DRAIN. IN SEVERE STORM EVENTS, OVERFLOW OF THE INLET
PROTECTION MAY BE ACCEPTABLE TO KEEP THE AREA FROM FLOODING.
5. CURB AND DRAIN INLET PROTECTION SHALL BE POSITIONED SO AS TO PROVIDE A PERMEABLE PHYSICAL BARRIER TO THE
DRAIN ITSELF, ALLOWING SEDIMENT TO COLLECT ON THE OUTSIDE OF THE INLET PROTECTION.
b. CONCRETE BLOCKS SHALL BE USED A SPACER TO KEEP THE FILTREXX SILTSOXX FROM BLOCKING THE CURB OPENING.
CONCRETE BLOCKS SHALL BE USED AT BOTH ENDS OF THE OPENING AND EVERY 4'.
FILTREXX SILTSOXX CURB INLET PROTECTION
1-- AREATOSE
T ROIEr'7ED
r y.•i!'7!i.iy-, _•-:�: ° •d,��" r v Al:�•,�tz,' EJ
.-»2 In x 2 In
5•rf as
SECTION
t °;cork
r
Flt?W--�,
% ryrmprist
: x flE
PROTECTED
,
17 IN MIDI,
-+-2inx2in
STAKES
SECTION
-4-VlaDDD M41t.CtI OR rC01`0POt T
10 IJ2 HFIGHT( ICi,n
UNTRI:NCHED IINST'ALLNrION oil ENTRENCHED INSTALLATION*
tTOS APPLICATION MAY NOT RE 1.r5FA
SlJl=E•I�%itdli�."15T5C�CK4?�UflatlF^nT�-lAN ti71N.
ISOMETRIC VIEW
r.
d�utchor+_atttiDcst
rot oil Ion! CItr+rf Socks
AAEATO HE
FIIsWECTED
Sher•1 Flow
�rF" �l�iilT7U5( fQCIC'
Iilark Area
PLAN marytana bianuams anm bPE11F1La1I0n5
for Soil Erosion and Sediment Control,
2011, Matyland Department of
Environment, dater Management
Figure 6-66b Compost Sock Installation Administratian
CONSTRUCTION SPECIFICATION:
1. MATERIALS USED IN THE COMPOST SOCK MUST MEET THE SPECIFICATIONS OUTLINED IN THE NC EROSION CONTROL
AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL FOR COMPOST SOCKS AND COMPOST BLANKETS.
2, COMPOST SOCKS SHOULD BE LOCATED AS SHOWN ON THE EROSION AND SEDIMENTATION CONTROL PLAN.
3. PRIOR TO INSTALLATION, CLEAR ALL OBSTRUCTIONS INCLUDING ROCKS, CLODS, AND OTHER DEBRIS GREATER THAN
ONE INCH THAT MAY INTERFERE WITH PROPER FUNCTION OF THE COMPOST SOCK.
4. COMPOST SOCKS SHOULD BE INSTALLED PARALLEL TO THE TOE OF A GRADED SLOPE, A MINIMUM OF 10 FEET
BEYOND THE TOE OF THE SLOPE. SOCKS LOCATED BELOW FLAT AREAS SHOULD BE LOCATED AT THE EDGE OF THE
LAND -DISTURBANCE. THE ENDS OF THE SOCKS SHOULD BE TURNED SLIGHTLY UP SLOPE TO PREVENT RUNOFF FROM
GOING AROUND THE END OF THE SOCKS.
5. FILL SOCK NETTING UNIFORMLY WITH COMPOST TO THE DESIRED LENGTH SUCH THAT LOGS DO NOT DEFORM.
6. OAK OR OTHER DURABLE HARDWOOD STAKES 2" X 2" IN CROSS SECTION SHOULD BE DRIVEN VERTICALLY PLUMB,
THROUGH THE CENTER OF THE COMPOST SOCK. STAKES SHOULD BE PLACED AT A MAXIMUM INTERVAL OF 4 FEET,
OR A MAXIMUM INTERVAL OF 8 FEET IF THE SOCK IS PLACED IN A 4 INCH TRENCH. THE STAKES SHOULD BE
DRIVEN TO A MINIMUM DEPTH OF 12 INCHES, WITH A MINIMUM OF 3 INCHES PROTRUDING ABOVE THE COMPOST SOCK.
7. IN THE EVENT STAKING IS NOT POSSIBLE (i.e. WHEN SOCKS ARE USED ON PAVEMENT) HEAVY CONCRETE BLOCKS
SHALL BE USED BEHIND THE SOCK TO HOLD IT IN PLACE DURING RUNOFF EVENTS,
8. IF THE COMPOST SOCK IS TO BE LEFT AS PART OF THE NATURAL LANDSCAPE, IT MAY BE SEEDED AT THE TIME OF
INSTALLATION FOR ESTABLISHMENT OF PERMANENT VEGETATION USING THE SEEDING SPECIFICATION IN THE EROSION
AND SEDIMENTATION CONTROL PLAN.
9. COMPOST SOCKS ARE NOT BE BE USED IN PERENNIAL OR INTERMITTENT STREAMS.
MAINTENANCE:
INSPECT COMPOST SOCKS WEEKLY AND AFTER EACH SIGNIFICANT RAINFALL EVENT (1/2 INCH OR GREATER). REMOVE
ACCUMULATED SEDIMENT AND ANY DEBRIS. THE COMPOST SOCK MUST BE REPLACED IF CLOGGED OR TORN. IF
PONDING BECOMES EXCESSIVE, THE SOCK MAY NEED TO BE REPLACED WITH A LARGER DIAMETER OF A DIFFERENT
MEASURE. THE SOCK NEEDS TO BE REINSTALLED IF UNDERMINED OR DISLODGED. THE COMPOST SOCK SHALL BE
INSPECTED UNTIL LAND DISTURBANCE IS COMPLETE AND THE AREA ABOVE THE MEASURE HAS BEEN PERMANENTLY
ESTABLISHED.
DISPOSAL /RECYCLING:
COMPOST MEDIA IS A COMPOSTED ORGANIC PRODUCT RECYCLED AND MANUFACTURED FROM LOCALLY GENERATED
ORGANIC, NATURAL, AND BIOLOGICALLY BASED MATERIALS. ONCE ALL SOIL HAS BEEN STABILIZED AND CONSTRUCTION
ACTIVITY HAS BEEN COMPLETED, THE COMPOST MEDIA MAY BE DISPERSED WITH A LOADER, RAKE, BULLDOZER OR
SIMILAR DEVICE AND MAY BE INCORPORATED INTO THE SOIL AS AN AMENDMENT OR LEFT ON THE SOIL SURFACE TO AID
IN PERMANENT SEEDING OR LANDSCAPING. LEAVING THE COMPOST MEDIA ON SITE REDUCES REMOVAL AND DISPOSAL
COSTS COMPARED TO OTHER SEDIMENT CONTROL DEVICES. THE MESH NETTING MATERIAL WILL BE EXTRACTED FROM THE
MEDIA AND DISPOSED OF PROPERLY. THE PHOTODEGRADABLE MESH NETTING MATERIAL WILL DEGRADE IN 2 TO 5 YEARS
IF LEFT ON SITE. BIODEGRADABLE MESH NETTING MATERIAL IS AVAILABLE AND DOES NOT NEED TO BE EXTRACTED AND
DISPOSED OF, AS IT WILL COMPLETELY DECOMPOSE IN APPROXIMATELY 6 TO 12 MONTHS, USING BIODEGRADABLE
COMPOST SOCKS COMPLETELY ELIMINATES THE NEED AND COST OF REMOVAL AND DISPOSAL.
COMPOST SOCK
NO SCALE
r of
rid
Cross -Section
I View
Fiber
Steel fobrlc Bac"lltrench aural
puss and compact ground
thoroughly
t;.. rate, .••
'ti ��•.•i,',' min .
SILT FENCE DETAIL
NO SCALE
INSTALLATION SPECIFICATIONS
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.
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 NTH 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 TIE DIAGONALLY45 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 THE 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.
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, DEOMPOSE OR BECOME INEFFECTIVE,
REPLACE 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.
CONSTRUCTION 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 UNLTRA VIOLET RAY INHIBITORS AND STABILIZERS TO PROVIDE
MINIMUM OF 6 MONTHS OF EXPECTED USABLE CONSTRUCTION LIFE AT A TEMPERATURE RANGE
OF O TO 120' F.
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.
Table 6.62b Specifications For Sediment Fence Fabric
Temporary Silt Fence Material Property Requirements
Supported' Un•Supported' Type of
Test Material Units slit Fence Silt Fence Value
Grab Strength ASTM D 4632 N (lbs)
Machine Direction 400 550 MARV
(s0) (90)
x-Machlna Direction 400 450 MARV
(la e) (90)
Permittivity' ASTM D 4491 sec-1 0.05 0.05 MARV
Apparent Opening Size" ASTM D 4761 ram 0.50 0.60 Max. ARV'
(US Sieve d) (30) (30)
70% after 701oafter
Ultraviolet Stability ASTM D 4355 Retained 500h of exposure 500h of exposure Typical
Strength
' Sllt Fence support shall consist of 14 gage steel wire with a mesh spacing of 150 mrn (6 Inches), or prefabricated poylmer mesh of
e uivalentstrength.
q
These default values are based on empldcat evidence with a variety of sediment- For environmentally sensitive areas, a review of
previous exparience andtor Bile or regionally specific geotexlile IeSt5 In accordance with Test Method D 5141 should be perforated
by the agency to confirm suitability of these requirements.
As measured in accordance with Test Methad D4632,
CONSTRUCTION
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRA STRENGTH SYNTHETIC
4
CONSTRUCTION SPECIFICATION:
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION, ROOTS, AND dTHER OBJECT10NA9LE 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 TOP DRESSING WITH 2-3 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.
FOR CROSSINGS OVER CHANNELS/DITCH, INSPECT BLOCKAGE, EROSION OF ABUTMENTS, CHANNEL SCOUR, RIPRAP
DISPLACEMENT, OR PIPING. MAKE ALL REPAIRS IMMEDIATELY TO PREVENT FURTHER DAMAGE TO THE INSTALLATION. .
CONSTRUCTION ENTRANCE
NO SCALE
SILT
l FENCE
1 _
TEMPORARY STOCKPILE WITH SILT FENCE
NO SCALE
STOCKPILE STABILIZATION
STOCKPILES OF SOIL AND OTHER BUILDING MATERIALS TO REMAIN IN PLACE MORE THAN THREE (3) DAYS SHALL BE
FURNISHED VOTH EROSION AND SEDIMENT CONTROL MEASURES (I.E. PERIMETER SILT FENCE). STOCKPILES TO REMAIN
IN PLACE FOR 30 DAYS OR MORE SHALL RECEIVE TEMPORARY SEEDING.
Dewatering Bag Standard Drawing
The purpose of a Dewatering Bag is to collect sediment contoi ed in the dis gorged water, to prevent
the scour and erosion from Water epting q pipe at high veioc� k, to, defuse t�Ie water over a wider
area to minimize erosion as he water rains away, and to re din oil contained within effluent.
A SedCatch® dewatering bog or opproved equal should be used anytime water is pumped on the site.
SedCatch® Dewatering Bag
www.SedCatch.com
PUMP INSERT DISCHARGE
HOSE 5ft IN BAG
SUCTION HOSE
DEWATERING
BAG w
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-
WATER I-1 I= DISCHARGE
HOSE WRAP ROPE
6 TIMES
FILTER FABRICS.
�
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES ABOVE THE
w
GROUND SURFACE, (HIGHER FENCES MAY IMPOUND VOLUMES OF WATER SUFFICIENT TO CAUSE
FAILURE OF THE STRUCTURE.
N
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OF THE
Installation and Use:
•'
BARRIER TO AVOID JOINTS. WHEN JOINTS ARE NECESSARY, SECURELY FASTEN
TEN THE FILTER
CLOTH ONLY AT A SUPPORT POST WITH 4 FEET MINIMUM OVERLAP TO THE NEXT POST.
1. Place SedCatch DewateringBag on the ground or on a trailer over a relatively level, stabilized area,
o
4. SUPPORT STANDARD LENGTH FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO THE
UPSLOPE SIDE OF THE POSTS. EXTEND THE WIRE MESH SUPPORT TO THE BOTTOM OF THE
2. Insert discharge
pipe a minimum of 5ft. inside SedCatch® dewatering bag and secure with a rope
N
TRENCH. FASTEN THE WIRE REINFORCEMENT, THEN FABRIC ON THE UPSLOPE SIDE OF THE
inClUded wr0 ed
Pp
3.
6 times around the snout over a 6 inch width of the ba 9•
FENCE POST. WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE
Reploce SedCatch® Dewatering Bag when half full of sediment or when the sediment has reduced
N
STRENGTH.
the flow rate of the pump discharge to an Impractical amount,
5. WHEN THE WIRE MESH SUPPORT FENCE IS USED, SPACE POST A MAXIMUM OF 8 FEET APART.
SUPPORT POSTS SHOULD BE DRIVEN SECURELY INTO THE GROUND A MINIMUM OF 24 INCHES.
Maintenance and Disposal:
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
1. Remove and dispose of accumulated sediment away from waterways or environmentally sensitive
to
PLASTIC ZIP TIES SHOULD HAVE A MINIMUM 50 POUND TENSILE STRENGTH.
areas, Slit open Sediment Bag and remove accumulated sediment. Dispose of bog at on appropriate
OL
7. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP ALONG THE
ranvr+linn nr enlirl wneta fnr;illir flR nc rliror•tar{ by anninaar nr inanarfnr
DATE: MAR. 2020 PROJECT: 18-501
SCALE(HORZ): CLIENT CODE: CITY OF WILSON
WHIRLIGIG STATION AS SHOWN FIELD BOOK:
SCALE(VERT): DRAWN BY: LR
S&E DETAILS. NA SURVEY BY. TB/DB NORTH CAROLINA
PARKING LOT IMPROVEMENTS REVISIONS:
PIN #
to
GO
WILSON COUNTY w
ZONE: CCMX z
0
SHEET DTG
I
ti:

GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCGO1 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 NCG01 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 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 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:
...�::.L. �
Temporpr Stabilizafi�on
�� y
',..i � i 1
P e Permanent Stabilization
rar grass seed cov
• Temporary g covered with straw or
e 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 or
reinforcement matting
without temporary 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
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 PAMS/Flocculants.
2. 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.
2. 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.
2. 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
1. Do not dump- paint and other liquid waste into storm drains, streams or wetlands.
2. 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.
2. 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.
2. 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.
ONSITE CONCRETE WASHOUT
STRUCTURE WITH LINER
10'
A HIGH MIN SANDBAGS (TYP.)
© o OW FIT RATION B OR STAPLES
SANDBAGS (TYP.) SOIL BERM 10 MIL
0R STAPLES LI�IS)IDE
HI HESIVE k
0 0 0 0 Pi LSo eERM71GN
1p0 MIL SILT FENCE SIDE sLOP LFN�GTC SA �TYP.) 0 0 ( 00� as I o© S � to
A
LEI
SANDBAGS (TYP.) N=S!
CLEARLY MARKED SIGNACE 5EC11011 A --A OR STAPLES 1. ACTUAL LOCATION DETERMINED IN
W0NCRET NOTING DEVICE (18'x24" MIN.) NOTES, FIELD
1. ACTUAL LOCATION DETERMINED IN FIELDCLEARLY MARKED SIGNACE
CONCRETE NOTING DEVICE (18"><24" MIN.) 2. THE CONCRETE WASHOUT
2. THE CONCRETE WASHOUT STRUCTURES SHALL WASHOUT STRUCTURES MALL BE MAINTAINED
BE MAINTAINED WHEN THE LIQUID AND/OR SOLID WHEN TTIE LIQUID AND/OR SOLID
REACHES 76% OF THE STRUCTURES CAPACITY REACHES 73% OF THE STRUCTURES
CAPACITY TO PROVIDE ADEQUATE
3.CONCRcTE WASHOUT STRUCTURE NEEDS TO BE HOLDING CAPACITY WITH A MINIMUM 12
�� CLEARY MARKED WITH SIGNAOE N071NO DEVICE PLAN INCHES OF FREEBOARD.
$.CONCRETE WASHOUT STRUCTURE
NEEDS TO BE CLEARY MARKED WITH
SIGNAGE NOTING DEVICE.
ABOVE -GRADE WASHOUT STRUCTURE
NOT TO SCALE NOT TO SCALE
CONCRETE WASHOUTS
1. Do not discharge concrete or cement slurry from the site.
2. 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.
8. 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.
2. Place hazardous waste containers under cover or in secondary containment.
3. Do not store hazardous chemicals, drums or bagged materials directly on the ground.
NCGO I GROUND STABILIZATION AND MATERIALS HANDLING EFFECTIVE: 04/01/19.
' a
00
Y
DATE: MAR. 2020 PROJECT: 18-501 �
•%BA CLIENT CODE: WC
`9 E17 S&E SCALE(HORZ): CAaFILE:18501SP3 CITY OF WILSON WILSON COUNTY
r FIELD BOOK: '0
WHIRLIGIG STATION AS SHOWN
SEAL = ENGINEERING &SURVEYING, PC NCGO1 DETAILS SCALE(VERT): DRAWN. BY: LR
20106 1906 HASH STREET NORTH TELE: (252) 399•-0704 SURVEY BY. TB/DB NORTH CAROLINA ZONE: CCMX
NA
N.C. 27s93-1726 FAX: [phone] OF 2 PARKING LOT IMPROVEMENTS
IMLSON, ) REVISIONS: PIN SHEET D
S1B��` ����', License No. C-1551 www.bartlett.us.com # T7
a.

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 working
holiday periods, and no individual -day 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 device
approved by the Division.
(2) E&SC
At least once per
1. Identification of the measures inspected,
Measures
7 calendar days
2. Date and time of the inspection,
and within 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
S. Description of maintenance needs for the measure,
6. 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 (SDOs)
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Evidence of indicators of stormwater pollution such as oil
event > 1.0 inch in
sheen, floating or suspended solids or discoloration,
24 hours
5. Indication of visible sediment leaving the site,
6. Description, evidence, and date of corrective actions taken.
(4) Perimeter of
At least once per
If visible sedimentation is found outside site limits, then a record.
site
7 calendar days
of the following shall be made:
and within 24
1. Actions taken to clean up 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 wetland has increased visible sedimentation or a
wetlands onsite
7 calendar days
stream has visible increased turbidity from the construction
or offsite
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 reports to the appropriate Division
24 hours
Regional Office per Part III, Section C, Item (2)(a) of this permit
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 facilities, completion of all land -disturbing
activity, construction or redevelopment, permanent
ground cover).
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 111
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 documented in the manner
described:
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
In addition to the E&SC Plan documents above, the following items shall be kept on the
site
and available for agency 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 30 days. 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.
(c) All data used to complete the Notice of Intent and older inspection records shall be
maintained for a period of three years after project completion and made available
upon request. [40 CFR 122.41]
PART III
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
• They are within 100 feet of surface waters (regardless of volume).
(a) 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.
(b) Anticipated bypasses and unanticipated bypasses.
(c) 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 tmeframes and in accordance with the
other requirements listed below. Occurrences outside normal business hours may also be
reported to the Division's Emergency Response personnel at [phone], (800)
858-0368 or [phone].
Occurrence
Reporting Timeframes (After Discovery) and Other Requirements
(a) Visible sediment
•
Within 24 hours, an oral or electronic notification.
deposition in a
:
Within 7 calendar days, 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.
(b) Oil spills and
a
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
1(b)-(c) above
(c) Anticipated
•
A report at least ten days before the date of the bypass, if possible.
bypasses [40 CFR
The report shall include an evaluation of the anticipated quality and
122.41(m)(3))
effect of the bypass.
(d) Unanticipated
•
Within 24 hours, an oral or electronic notification.
bypasses [40 CFR
.
Within 7 calendar days, a report that includes an evaluation of the
122.41(m)(3)]
quality and effect of the bypass.
(e) Noncompliance
•
Within 24 hours, an oral or electronic notification.
with the conditions
.
Within 7 calendar days, 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
environment[40
continue; and steps taken or planned to reduce, eliminate, and
CFR 122.41(I)(7)]
prevent reoccurrence of the noncompliance. [40 CFR 122.41(1)(6).
•
Division staff may waive the requirement for a written report on a
case -by -case basis.
...... .. . .
NCGO1 SELF -INSPECTION, RECORDKEEPING AND REPORTING EFFECTIVE: 04/01/19,
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DATE: MAR. 2020
PROJECT: 18-501
CLIENT CODE: WC
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