SW3170802_Plansheet - Set_20211021

Muumr-JJ: 0,41L CIANNINU I UN INUAU
CHARLOTTE N.C. 28226
PHONE: [phone]
S RV 0 PETD AYOF2 17.
IVI GINE /SU V OR: E S OUP, P.C.
CONTACT: BRENT COWAN, P.E.
EMAIL: [e-mail]
ADDRESS:8720 RED OAK BLVD; SUITE 420,
CHARLOTTE N.C. 28217
PHONE: [phone] FAX: [phone]
UTILITY PROVIDERS:
WATER AND SEWER:
UNION COUNTY WATER AND SEWER DEPT
UNION COUNTY PUBLIC WORKS OFFICE
500 N. MAIN ST., SUITE 500
MONROE, NC 28112
ANTICIPATED 35 DOMESTIC WATER METERS.
ANTICIPATED DOMESTIC WATER DEMAND FOR THIS
PROJECT WILL BE 14,000 GPD.
(35 LOTS X 400 GPD/LOT = 14,000 GPD)
ANTICIPATED SEWER FLOW DEMAND FOR THIS
PROJECT WILL BE 6,650 GPD.
(35 LOTS X 190 GPD/LOT = 6,650 GPD)
PARCEL ID: 06120003
OWNER: TUDOR SANDRA H TRUSTEE
ADDRESS: 4200 SATTERWYTHE LN
CHARLOTTE NC 28215
EMAIL: STUDOR1952®AOL.COM
PARCEL ID: 06120002E
OWNER: JBH DEVELOPMENT LLC
ADDRESS: 1616 CLEVELAND AVE.
CHARLOTTE, NC 28203
EMAIL:
A PORTION OF:
PARCEL ID: 06123012
OWNER: ORR GERALD D & MARTHA P
ADDRESS: 2959 PINE LEVEL CHURCH RD
NAKINA NC 28455
EMAIL: GDMNORR®AOL.COM
DEVELOPMENT DATA
WEDDINGTON GLEN SUBDIVISION
TOWN OF WEDDINGTON, NORTH CAROLINA
MOBRAY WANDA MpRRIS / . ��C)
PARCEL#: 06120b6b604 EXIST. WATER TOWER
ZONED: RCD i TJ6WN OF WEDDINGT ��
USE: FARM I /PARCEL#: 06120004A, s,Aa Q�� CS� ` M/I HOMES OF CHARLOTTE LLC
/ ZONED: R40 jt PARCEL#: 06120012A
/USE: TOWN OF WEDDINGT I i ZONED: RCD
5 / THE.P IDENCE VOLUNTE ` ` O USE: PASTURE
FIR FIT INC
674 37' O� UNION COUNTY \� �. N 02 48 E PARCEL#: 06120004B
N . • • • z9 ZONED: R40 // • \ \\ N.
• \
, ; • � USE: WATER TOWER�-
_ _ _ - • • a' I LOT 22 �s 00.59 �� I ES OF CHARLOTTE LLC
15,124 SF I 39 07„E 3 •ems \ \ Aso o zo # D 6R4o 12A
LOT 23 I I \` _ _ _ •�• S85° 71' 78'E 335N75 \\ s 15,825 SF 1 .40' o- Q use P TURE N z / \ CD \
O
_ EXIST �• �A
ALLTEL MO ILE COMMUNICATIONS I I P • TREES
I OF CAROLINA INC `o� 1 _ I �. LOT 21 I ROP. 50 B FFER-•-'-•-• - (�� I \
I DEED K: 6852-PG 418 N i 16,449 SF -•- I LOT 12 \
\ \
PARc L#: 06120003A Ii J �� LOT 13 22,539 S�
1 Z NED: R4o LOT 24 , p� _ -
I usE: P Buc UTILITIES I 18,340 SFI18,813 SF::* �•� \
I I o 1 I LOT 14 /
1 "E 18. z' 3' i 16,735 SIF / o
EXIST. CELL LAR TOWER N82` 58 37 I 0 I T 15 I I -��• \ .;� o \
LO 16,605 SF
_--/ -
1 - - - - - \• •\ - AR­-YARD-7 ` 1 10 SFI I _ L / 11 LOT 11
EXISTING WETLAN = cn 1 LOT 17 _ �*•* *
11 \gyp �� .-:.:..-..::::-_.-.-:� • ,\ � / - LOT 19 16,087 SFI �15,734 SF, / _ -----� ���� 2 72 S ���+.:.:7 0 � - TEL
JERK wAYA�AR "q�\
./ � 3 3 F � O
LOT 20 N \
\ I 16,077 SF I I - l / /'% G� 21,016 SF ' Q�� ,flg� �_�:�• � !*�*�* / DEED BK: 53 P 1
\-/ ,.►1++ ,� \ PARCEL#: A \
\
W1 • usRE
I ,0A : - \`� - - -Ft PC cn LOT 10 / / \
I \^ �\�S 1 1 19,984 SF/
LOT 9 ` /
I � v; LOT 25 LOT 8 16,935 SF
19,193 SF � T
I w SLF,ASONAL RPW / >� _.-._•_ - =t - 1 LOT 7 17729 SF
LOT 6 17, 487 SF; I '
��• LOT35 ` \ 1 1 ,� Yp�,RD - 2 OA/A E 31<: 6195 MPC 366
LOT 26 / OT 33 \ LOT 34 16 71 SF 1 \ \ �30 REAR TUDOR SANDRA H / // 06120017
5,263 SF /• 1 407 SFI 15,000 SF -TRUSTEE / �D: R40
1-1 4r/�• I1 t 1 S�( DEED BK: CS�4-364 / / USE: RESIDENTIAL
/ _� `J� ° PARCEL#: 06120-0 3
X \ �/ , `� 6 ZONED: R40 /
L0 27 �� /C' LOT 32 P� _ �� us RESIDENTIAL
i 88 SF , 16,412 SF 1 PROPOSED M BOX
i
\ +; �.� O 2
HELMS RICKY LEE � /• � KIOSK ���E �+ + P� � � //
PARCEL#: 06120003B ,oA�j� \ \ /�•. �\ \ /�Q I F�. .....�N(3 �R -'/ \ \ HO /EYCUTT PATSI WARKEY
ZONED: RCD [ / - _ ED BK: 1308 F/G 078
USE: RESIDENTIAL - QJ� LOT 2 \ ��' ' �/ \ \�P TUE a 1 I :*'*.+� G41- B` /- /PAJ7R+6!/A ANDSCOT \� /P RCEL#: 0612PO17C
20,298 SF / LOT 31 \ Q A c 1- I :Jy� v0�- _ /ARCEL S o2c / ZONED: Ryo
O I i 15,121 SF I + Q - # USE: RESID E TIAL
�/ ZONED: 40 a+ /
/• O C • 2 � � R DENTIAL / /
(DAM /
/\• - /\ �� LEY NANCY PATR IA
/ JOHNSON CLYDE DWAYNE
\ LOT 30 DEED BK: 6894 PG 454
BROMLEY COMMUNITY I 34� 58 ' JAMES JONES AND & KEY DALE /
17,698 S. PAR EL#: 06120014 PARCEL": : 40017D
WANDA MANUS / ZONED: R40
ASSOCIATION INC I ' 16 W x \ L 29 DEED BK: 1787-PG 552 ONE R40 / USE: RESIDENTIAL
PARCEL#: 06123127 c 5° 32 •�•�•�• i�f 21 $F \ \ PERNIAL TREA _ PARCEL#: 06120002 US R SIDENTIAL
USE: REDSIDENTTIAL '•�•i F- k - \ \/ / , \ \ USE: RESIDE40 0
NTIAL
ZONING:
ZONING: RCD
JURISDICTION: TOWN OF WEDDINGTON �• * �% \ - ' / /
COUNTY. UNION COUNTY
TOWNSHIP: SANDY RIDGE _ OHP ��� 6 o P N TH CAROLINA LLC
TOTAL PROJECT ACREAGE: ±49.02 AC. S - _' I 55�'� PROP. BIVIPT POND#2 Z EED K: 7096-PG 5776
0HP
/ - _ -� ^�' (WE ) \ 6 ��*.. PAR EL#: 06120002A \
MIN. LOT WIDTH ALLOWED: 80 FT. - _ - _ .'.'.' '�<� _ _ N zoNED: R40
/
��RESIDENTIAL
_ 0
TYP. LOT WIDTH SHOWN: 100 FT. I _ _
MIN. LOT AREA: 12,000 S.F. I ­4 • • _ �, ' � • * I
TYP. LOT AREA SHOWN: 15,000 S.F. I I l l P ! + k 3° 4� 4 ONDRA UK LIDIA ET AL
I I I •1 � STRE BUFF*•,•'•,•'•� - 0J 1 11 I• I E TE o F PAR L#: 06120015
SMALLEST LOT AREA SHOWN: 15,000 S.F. (LOT 34) 1 I / / _ - LOT 5 I R7OR PRO 630 4 oNED: R40 /
AVERAGE LOT SIZE: 17,842 S.F. I I I l _ \ <vP 17147--SF I �I II �� EXIST PERTr 4' us RESIDENTIAL /
MIN. SETBACK: 20 FT. � I � � \ •
REAR YARD: 30 FT.
SIDE YARD: 15 FT. I 1 - P= -VP. B #1 \ - 17,550 SF Eg s o L l l
MAXIMUM BUILDING HEIGHT: 35 FT. e• JBH DEv L PIe Iy LLc \ \
I / � � � ' LOT 2\ �F � EED BK: 7155 PG-06� /
NUMBER OF LOTS SHOWN: 35 LOTS I ° A ( A D FI ) ° \ \ / 6o PARCEL#: 06120002B \ \ \
/ °� *, .20,901 SF 2. �S, ZONED: R40
/ � Ui �+ • � � l
I I / * *�*�� 7,60 � \ / / /19,510 � USE: RESIDENTIAL / W �
LINEAR FEET OF STREET: I / / o% /
GLENCOE DRIVE: 1,419.77 L.F. I / a' _ - �;� ��•�i \ /
BRAEMAR DRIVE: 1,333.33 L.F. I / - - / �•�.� \ - / �' �Q ROLLINS JERRY C
I \ - \ \\ �•�\ �'%� -- �/•�`'* DEED BKR5I078 PG 6 / DORNOCH: 511.93 L.F. I 1 E MANUE i \ o �.
\ �• \ _ _.� / PARCEL : 06120016
CONSERVATION LAND CALCULATIONS ` \ I / Du �+s i \ \ gp �0, .`. 0 ' t ` \ , LEGEN D
PARZ'7L 061 ZONED: R40 /
.. " ' WHITE MI ELLE ET AL / \ DER, • �� ` � _
- _ �_- -_ _ USE: PASTURE - - ELEV- - EXISTING CONTOUR
ZONED: R , r
�L , USE: REST L /r ' PARCEL#: 6123173 \ \ �!.• �' 7'
CONSERVATION LAND REQUIRED = 50% OF 49.02 AC. = 24.51 AC. / , /' ZONED: CD \ \ UNIMECK RETAIL TAP \ -? - _ _ �_ �• OH/E EXISTING OVERHEAD ELECTRICAL
AREA OF CONSERVATION LAND W/OUT EASEMENTS = 934,772.40 S.F. SS % / ' ' r U�: RESID TjLZ \ \\ LINE (1 U2438) \ i / � ALL GETATION IN DE EASEMENT MUST = _ _ _ _ = EXISTING STORM DRAINAGE PIPE
-S7' / /' ' ° / R YNOLDS TYLER E \ \ STR.# 113-117 (TYP.) \\ Ex / r•*•* COMP.�Y WITH GUIDELINES & RESTRICTION
AREA OF CONSERVATION LAND AROUND BMP WITH WALKING TRAIL = 53,150.20 S.F. i '�, r l _ TERIOR ��8h� ( A 'A') - NO TREES WITHIN WIRE EXISTING CREEK
r RE OLDS KRISTIN A \ \ \ EXI PR `'I
PAR L#: 06123174 \ ® \ STING 75' ERTy LIN _:': ZONE (MEASURED 15' FROM OUTERMOST EXISTING SANITARY MANHOLE
AREA OF POWER R/W = 209,445.54 S.F. ar \�, ss "�' / �' USE: RCD
DIAL --- \ ORR WAYNE & \ \ ONKE POWER . CONDUCTOR). DUKE ENERGY HAS THE EXISTING FIRE HYDRANT
50% OF POWER R/W=104,722.77 S.F. - / - \ CINDY CAROL ORR \ \ SMT RIGHT TO REMOVE ANY VEGETATION
PARCEL#: 06123012c \ \ EXIST. DUKE iPLA71Bk_ IN A E E T �� -SS EXISTING SEWER LINE
TOTAL CONSERVATION LAND = 934772.40+53,153.20+104,722.77=1,092,645.37 S.F. (25.08 ACRES) I ) \ \/ -- \ ZONEED:: RCD \ \FARM\ E ERGY TRANSMISSION S _E PO_X96 W EXISTING WATER LINE
s -' \ 16.156 AC. \ LINE TOWER (TYP)
25.08 AC. > 24.51 AC., THEREFORE OK - _ _ _ f 113ROMLEY - s -- ATIENZA ORLANDO o \ \ \\ NpivE OHP EXISTING OVERHEAD POWER
)SUBDIVISION \ - SARMIENTO HAZEL MARIE A - \ \ o� CAN EXISTING UNDERGROUD CABLE TV
NOTE: ALL CONSERVATION AND OPEN SPACE AREAS SHALL BE DEDICATED TO H.O.A. I �►' I - - _ _ _ ) -' PARCEL#: 06123175 �' \ I ��I
-� ZONED: RCD - \ ) wA L# SHAVER 61200 a/ FOC EXISTING FIBEROPTIC CABLE
USE: RESIDENTIA -' \ PARCEL#: 06120001
-\ � I� ZONED: R40 G EXISTING GAS LINE
VARIATIONS IN THE PRINCIPAL BUILDING POSITION AND ORIENTATION ON LOTS ARE ENCOURAGED, BUT / USE: RESIDENTIAL
SHALL OBSERVE THE FOLLOWING MINIMUM STANDARDS: \ ) POI UT EXISTING UNDERGROUND TELEPHONE
POINT #2007
I EXISTING TREE LINE
REQUIRED SCREENING AND LANDSCAPING ALONG 50' BUFFER W/ 6' HIGH FENCE �r•Rx�e
REQUIRED SCREENING AND LANDSCAPING ALONG 50' BUFFER \ #4 REBAR W/ CAP
I. FRONT YARD: 20 FEET SCOTT AND DEBRA O'HARA I / N: 470953.939' i .•« ..
PARCEL o6120001A � 0 PROP. SIDEWALK
TOTAL LENGTH OF BUFFER TO BE LANDSCAPED: 845 L.F. TOTAL LENGTH OF BUFFER TO BE LANDSCAPED: 160 L.F. # I E:1478338.001'
II. REAR YARD: 30 FEET ZONED: R40
TOTAL NUMBER OF TREES REQUIRED: (845/100) X 9 = 76.05 76 TREES TOTAL NUMBER OF TREES REQUIRED: (160/100) X 9 = 14.4 15 TREES USE: RESIDENTIAL ) o ELEV: 728.60' PUBLIC WALKING TRAIL ESMT.
III. SIDE YARD: 30 FEET SEPARATION FOR PRINCIPLE BUILDINGS ON ADJACENT LOTS, WITH NO = 76 X 40% = 30 (LMT) = 15 X 40% = 6 (LMT) I ��
� � I ai
SIDE YARD LESS THAN 5 FT. THE STREETSIDE SIDE YARD ON A CORNER LOT SHALL BE AT = 76 X 60% = 46 (SMT) = 15 X 60% = 9 (SMT) \ ) / > PROP. STREET LIGHT
LEAST 15 FEET. TOTAL NUMBER OF TREES PROVIDED: = 30 (LMT) TOTAL NUMBER OF TREES PROVIDED: = 6 (LMT) ® I ������MMMM�����f
� � I / � ;cj`` 1 f
PLANTING ALONG THOROUGHFARES WILL BE REQUIRED PER TOWN ORDINANCE SECTION 46-76. = 46 (SMT) = 9 (SMT) DONALD S HUGHES CAR
PARCEL#: 06UGHES �1ff
TOTAL NUMBER OF SHRUBS REQUIRED: (845/100) X 20 = 169 TOTAL NUMBER OF SHRUBS REQUIRED: (160/100) X 20 = 32 \ \ USONED: RCDE ��O�OFEss/Oti �f j
TOTAL NUMBER OF SHRUBS PROVIDED: 169 TOTAL NUMBER OF SHRUBS PROVIDED: = 32
PLANT SCHEDULE: BOTANICAL NAME COMMON NAME QTY. SIZE SPACING ORR GERALD D & \ SEAL
50PUBLIC R/W
25' (MIN. 25' (MIN.) LMT
5'-0" 5'-0" SMT
UTILITY UTILITY
I ESMT. 13'-0" 13'-0" 5'-0" 5'-0'2 ESMT.I SHRUBS
III
--
I-
I�v--
I I I I I -
I
I I I I I -
I
EXISTING VEGETATION TO MEET
I ' BUFFER REQUIREMENTS. ZONING
INSPECTOR MAY REQUIRE MORE
TREES IF EXISTING VEGETATION
- - - - -�- - I - - DOES NOT MEET REQUIREMENTS
PER TOWN ORDINANCE.
SHEET NO. Title
C0.0
SITE EXHIBIT
C1.0
EXISTING CONDITION PLAN
C1.1
PROJECT NOTES
C1.2
SITE PLAN
C1.3
SITE PLAN
C2.0
WEDDINGTON-MATTHEWS ROAD IMPROVEMENTS
C2.1
WEDDINGTON-MATTHEWS ROAD IMPROVEMENTS
C2.2
WEDDINGTON-MATTHEWS ROAD GROSS SECTIONS
C2.3
WEDDINGTON-MATTHEWS ROAD CROSS SECTIONS
C2.4
WEDDINGTON-MATTHEWS ROAD CROSS SECTIONS
C2.5
WEDDINGTON-MATTHEWS ROAD CROSS SECTIONS
C2.6
WEDDINGTON-MATTHEWS ROAD CROSS SECTIONS
C2.7
WEDDINGTON-MATTHEWS ROAD CROSS SECTIONS
C3.0
ROAD PROFILE
C3.1
ROAD PROFILE
C4.0
OVERALL GRADING PLAN / CONTEXT MAP
134A
GRADING PLAN
C4.2
GRADING PLAN
C5.0
BMP #1 PLAN
C5.1
BMP #2 PLAN
C&2
BMP #2 PLANTING PLAN
C6.0
DRAINAGE AREA MAP 1 STORM SCHEDULE
C6A
PRE DEVELOPED DA MAP
C5.2
POST DEVELOPED DA MAP
137.0
STORM PROFILES
C7.1
STORM PROFILES
C7.2
STORM PROFILES
C8.0
PHASE 1 EROSION CONTROL
C8.1
PHASE 1 EROSION CONTROL
C&2
PHASE 2 EROSION CONTROL
C8.3
PHASE 2 EROSION CONTROL
C8.4
I STREAM CROSSING
C9.0
DETAILS AND SPECIFICATIONS
C9.1
DETAILS AND SPECIFICATIONS
C9.2
DETAILS AND SPECIFICATIONS
C9.3
DETAILS AND SPECIFICATIONS
C9.4
DETAILS AND SPECIFICATIONS
C9.5
DETAILS AND SPECIFICATIONS
C9.6
DETAILS AND SPECIFICATIONS
C9.7
DETAILS AND SPECIFICATIONS
C9.8
E AI LS N S E FI CATIONS
T BL
°
QUPH
QUERCUS PHELLOS 'HIGHTOWER' / HIGHTOWER WILLOW OAK
36
2" CAL. MIN.
±40' O.C.
PRXY
PRUNUS X YEDOENSIS / YOSHINO CHERRY
55
" CAL. MIN. ' HEIGHT
2 CAL
±25' O.C.
ICBN
ILEX CORNUTA 'BURFORDII NANA' DWARF BURFORD HOLLY
201
2' HT./36"SPRD
4' O.C.
MARTHA P +
PARCEL#: 06123012 \ 026462
NOTES: ZONED: RCD Digitally signed by F
USE: RESIDENTIAL NE
1. SPECIES MAY BE SUBSTITUTED SO LONGINE
G AS THEY ARE FROM THE APPROVED LIST IN APPENDIX 1. 16.906 AC. r Anthony B. Cowan, P.E. f y�
2. REQUIRED TREES AND SHRUBS WITHIN THE BUFFER SHALL MEET THE FOLLOWING STANDARDS:
FORTY PERCENT OF THE REQUIRED TREES WITHIN THE BUFFER SHALL BE LARGE MATURE TREES
(MIN.)
CONC.
°'
1
WALK
b. ALL TREES SHALL HAVE A MINIMUM CALIPER OF TWO INCHES MEASURED SIX INCHES ABOVE
GROUND AT THE TIME OF PLANTING;
2.� I
yAr
I
REQUIRED LANDSCAPING ALONG THOROUGHFARES:
c. SHRUBS SHALL BE EVERGREEN AND AT LEAST THREE FEET TALL WHEN PLANTED WITH THE
MPx
�'1
AVERAGE HEIGHT OF SIX FEET IN THREE TO FOUR YEARS. HOWEVER, 25 PERCENT OF THE
1/4" PER FT.
A
D
F
1/4"
PER
TOTAL LENGTH OF BUFFER TO BE LANDSCAPED:
886 L.F.
SHRUBS MAY VARY FROM THE ABOVE STANDARD. THE ALLOWED VARIATIONS ARE AS FOLLOWS:
_
2%
2%
3:1 SLOPE
TOTAL LENGTH OF BUFFER W/ EXISTING TREES:
154 L.F.
c.1. SHRUBS MAY BE DECIDUOUS
MPS
f-
--�
RECOMMENDED
TOTAL NUMBER OF TREES REQUIRED:
(886/100) X 9 = 79.74 80 TREES
c.2. SHRUBS MAY BE TWO FEET TALL WHEN PLANTED, PROVIDED AN AVERAGE HEIGH OF THREE
2. 1
T? M
E qX.
= 80 X 40% = 32 (LMT)
TO FOUR FEET IS EXPECTED AS NORMAL GROWTH WITHIN FOUR YEARS;
c.3. SHRUBS PLANTED ON A BERM MAY BE OF LESSER HEIGHT, PROVIDED THE COMBINED
B C
G
= 80 X 60% = 48 (SMT)
HEIGHT OF THE BERM AND PLANTINGS IS AT LEAST EIGHT FEET AFTER FOUR YEARS;
NOTES:
TOTAL NUMBER OF TREES PROVIDED:
= 32 (LMT)
•
d.SHRUBS AND TREES SHALL BE ON THE APPROVED PLANT LIST IN APPENDIX 1 TO CHAPTER 58•
1.
SUBGRADE SHALL BE COMPACTED TO A DENSITY OF 100% IN ACCORDANCE
0 1 1/2" BITUMINOUS CONCRETE SURFACE COURSE, 59.56
= 48 (SMT)
e. ALL SPECIFICATIONS FOR THE MEASUREMENT, QUALITY, AND INSTALLATION OF TREES AND
WITH AASHTO-T99 AND NCDOT SPECIFICATIONS SECTION 500.
© 1 1/2" BITUMINOUS CONCRETE SURFACE COURSE, S9.513
SHRUBS SHALL BE IN ACCORDANCE WITH THE AMERICAN STANDARDS FOR NURSERY STOCK,
2.
AGGREGATE BASE COURSE SHALL BE COMPACTED To A DENSITY OF 100%.
© 10" COMPACTED AGGREGATE BASE COURSE OR 5" BITUMINOUS
TOTAL NUMBER OF SHRUBS REQUIRED:
(886/100) X 20 = 177
PUBLISHED BY THE AMERICAN ASSOCIATION OF NURSERYMEN, AND FREE OF DISEASE; AND
3.
ASPHALT COMPACTION SHALL BE IN ACCORDANCE WITH NCDOT SPECIFICATION
CONCRETE BASE COURSE, B25.00
TOTAL NUMBER OF SHRUBS PROVIDED:
177
f. TWENTY-FIVE PERCENT OF ALL TREES WILL BE EVERGREEN.
4.
SECTION 610.
IF REQUIRED BY THE TOWN, TESTS SHALL BE CONDUCTED BY AN INDEPENDENT
OD 2'-0" VALLEY GUTTER
PLANT SCHEDULE:
2. THE DEVELOPER SHALL REPLACE ANY PLANT MATERIAL WHICH HAS NOT REMAINED VIABLE OR HAS
TESTING FIRM AT THE DEVELOPERS EXPENSE.
BOTANICAL NAME COMMON
NAME QTY. SIZE SPACING
F E T S I E S R G C IV G G 0
5. FINAL LIFT OF PAVEMENT SHALL NOT BE PLACED UNTIL 80% OF HOME SITES 0 4 CONCRETE SIDEWALK (OPTIONAL)
ARE DEVELOPED. THE FINAL LIFT OF PAVEMENT SHALL NOT BE PLACED FOR F 5'-0" PLANTING STRIP
STREETS THAT WILL BE USED TO ACCESS FUTURE PHASES UNTIL THOSE LMT
PHASES REACH 80% BUILD -OUT. © 6" MINIMUM COMPACTED AGGREGATE BASE COURSE SMT
LOCAL RESIDENTIAL STREET WITH CURB AND GUTTER
(TYPICAL SECTION) SHRUBS
°
QUPH
QUERCUS PHELLOS 'HIGHTOWER' / HIGHTOWER WILLOW OAK
32
2" CAL. MIN.
±40' O.C.
PRXY
PRUNUS X YEDOENSIS / YOSHINO CHERRY
48 4
12'-14' HEIGHT
2" CAL. MIN.
±25' O.C.
©
ICBN
ILEX CORNUTA 'BURFORDII NANA' DWARF BURFORD HOLLY
1 3
2' HT./36"SPRD
4' O.C.
i
Date: 2021.10.15
08:39:25-04'00' MMM
GRAPHIC SCALE Project:
120 0 60 120 240 WEDDINGTON GLEN
WEDDINGTON, NORTH CAROLINA
THE ISAACS f 1 INCH = 120 FEET ,Title:
GROUP, P.C. COVER SHEET
ENGINEERING & NO. BY DATE REVISION
ND SURVEYING Z= 1 RER 9 18 17 REVISED PER COMMENTS
`Aa NO. C-1062 RFR 119/11 /17 RFVISFn PFR (nMMFNTS �O File #: 16157-SP.DWG I Date: 06/28/17 Project Egr: ABC
3. ALL VEGETATION IN DE EASEMENT MUST COMPLY WITH GUIDELINES & RESTRICTIONS ( AREA 'A') NO TREES WITHIN WIRE ZONE (MEASURED 15' FROM OUTERMOST CONDUCTOR)
j�� 4. DU E E ERGY AS TH RIGHT TO REMO ANY/ALL VEG ATION WITHIN EM NT
P:\Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Design Drawings\Current\SHEETS\16157-SP.dwg, C0.0, 10/13/2021 2:18:37 PM, ohenawi, 1:1

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\ 11 \ I//�' I I / / \ I / / / / I 1 1 \ \\ \ \ \\ I :I \\\�
m I / / - - I EXISTING SEPTIC SYSTEM AND - - - 1 \ \ \
v o \ \ \ / /1 1 I I \ / / / - - - I / \ / / / WATER WELLS IN THIS AREA / - \ ` \ I I 1 1 \ \ \ \ \ \ ` _ / \ \ \
o RD � \ \ / \ \ / / / // / \ I / \ / / / / SERVING THE NINE EXISTING I \ \ 1\ \ \ \ \ \ \ \ ' :.t\ _ -' \ \ \ \
EY KELL LLJ (_'� W \ \\ /\/ I I 1 1 \ 722� / / / \ o / \ _ / / \ \ \ \ \ \ \ \ \ \ , ;' \ — \ \ \
N,RROR w / I I I 1 \ / / / / � ( / HOMES SHALL BE LOCATED \ SITE\ - ;% - \ \ \ \ \ \ \ \ \ \ \>' \ \ - _ - ^;` \ : t \ \
o \ \
HEMBY RD z / I I \ \ \ / / , / / / / / � \ I I / / WORK CAN BEGAN. SOEEENOTE - - - \\ 1 //.. . , i / \ \\ \ \\ \-' \ \\ \\ `\\ \ � - - \ I I
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Date: 2021.09.15
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GRADING NOTES:
EROSION CONTROL NOTES:
DUKE ENERGY NOTES:
TOWN OF WEDDINGTON NOTES:
STREETS:
GENERAL NOTES:
1. ALL WORK AND MATERIALS SHALL CONFORM TO THE LATEST EDITION OF THE NORTH CAROLINA DEPARTMENT OF
TRANSPORTATION STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES UNLESS OTHERWISE SPECIFIED IN THIS MANUAL.
2. ALL ASPHALT CUTS SHALL BE MADE WITH A SAW WHEN PREPARING STREET SURFACES FOR PATCHING OR WIDENING STRIPS.
3. PAPER JOINTS SHALL BE USED TO SEAL THE ENDS OF AN ASPHALT POUR SO THAT FUTURE EXTENSIONS CAN BE MADE
WITHOUT CAUSING ROUGH JOINTS.
4. WHEN PLACING ASPHALT AGAINST EXISTING SURFACES, A STRAIGHT EDGE SHALL BE USED TO PREVENT 'HUMPING"AT THAT
LOCATION.
5. STONE SHALL BE PRIMED IF PAVING IS NOT COMPLETE WITHIN SEVEN DAYS FOLLOWING STONE BASE APPROVAL.
6. SURFACES SHALL BE TACKED WHEN ASPHALT IS BEING PLACED OVER EXISTING ASPHALT STREETS OR ADJOINING CONCRETE,
STORM DRAIN AND SANITARY SEWER STRUCTURES.
7. IN ROLLING AND HILLY TERRAINS, SWEEPING OF THE STONE BASE AND/OR APPLICATION OF A TACK COAT MAY BE
REQUIRED NEAR INTERSECTIONS. THESE REQUIREMENTS WILL BE ESTABLISHED BY THE TOWN INSPECTOR BASED ON FIELD
CONDITIONS.
8. ALL CONCRETE USED FOR STREETS, CURB AND GUTTER, SIDEWALKS AND DRAINAGE STRUCTURES, ETC. SHALL HAVE A
MINIMUM COMPRESSIVE STRENGTH OF 3600 PSI AT 28 DAYS. THIS REQUIREMENT SHALL BE PROVIDED REGARDLESS OF ANY
LESSER COMPRESSIVE STRENGTH SPECIFIED IN THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION STANDARD
SPECIFICATIONS FOR ROADS AND STRUCTURES. THE CONTRACTOR SHALL PREPARE CONCRETE TEST CYLINDERS IN ACCORDANCE
WITH SECTION 1000 OF THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR ROADS AND
STRUCTURES AT THE DIRECTION OF THE PROJECT INSPECTOR. ALL EQUIPMENT AND CYLINDER MOLDS SHALL BE FURNISHED BY
THE CONTRACTOR. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO PROTECT THE CYLINDERS UNTIL SUCH TIME AS
THEY ARE TRANSPORTED FOR TESTING. TESTING FOR PROJECTS SHALL BE PERFORMED BY AN INDEPENDENT TESTING LAB, AT
NO COST TO THE TOWN. THE CONTRACTOR SHALL PROVIDE EQUIPMENT AND PERFORM TESTS ON CONCRETE FOR A MAXIMUM
SLUMP AND AIR CONTENT AS DEFINED IN SECTION 1000 OF THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES. THESE TESTS SHALL BE PERFORMED AT A FREQUENCY ESTABLISHED
BY THE INSPECTOR. MATERIALS FAILING TO MEET SPECIFICATIONS SHALL BE REMOVED BY THE CONTRACTOR.
9. ALL CONCRETE SHALL BE CURED WITH 100% RESIN BASE, WHITE PIGMENTED CURING COMPOUND WHICH MEETS ASTM
SPECIFICATIONS C-309, TYPE 1, APPLIED AT A UNIFORM RATE AT ONE (1) GALLON TO 400 SQUARE FEET WITHIN 24 HOURS
OF PLACEMENT OF THE CONCRETE.
10. ALL CURB AND GUTTER SHALL BE BACKFILLED WITH SOIL APPROVED BY THE INSPECTOR WITHIN 48 HOURS AFTER
CONSTRUCTION TO PREVENT EROSION.
11. ALL BACKFILL SHALL BE NON -PLASTIC IN NATURE, FREE FROM ROOTS, VEGETATIVE MATTER, WASTE, CONSTRUCTION
MATERIAL OR OTHER OBJECTIONABLE MATERIAL. SAID MATERIAL SHALL BE CAPABLE OF BEING COMPACTED BY MECHANICAL
MEANS AND THE MATERIAL SHALL HAVE NO TENDENCY TO FLOW OR BEHAVE IN A PLASTIC MANNER UNDER THE TAMPING
BLOWS OR PROOF ROLLING.
12. MATERIALS DEEMED BY THE INSPECTOR AS UNSUITABLE FOR BACKFILL PURPOSES SHALL BE REMOVED AND REPLACED WITH
SELECT BACKFILL MATERIAL.
13. ALL TRENCHES IN THE STREET RIGHT-OF-WAY SHALL BE BACKFILLED WITH SUITABLE MATERIAL IMMEDIATELY AFTER THE
PIPE IS LAID. THE FILL AROUND ALL PIPE SHALL BE PLACED IN LAYERS NOT TO EXCEED SIX (6) INCHES AND EACH LAYER
SHALL BE COMPACTED THOROUGHLY.
14. UNDER NO CIRCUMSTANCES SHALL WATER BE PERMITTED TO RISE IN UN-BACKFILLED TRENCHES AFTER THE PIPE HAS
BEEN PLACED.
15. COMPACTION REQUIREMENTS SHALL BE ATTAINED BY THE USE OF MECHANICAL COMPACTION METHODS. EACH SIX (6) INCH
LAYER OF BACKFILL SHALL BE PLACED LOOSE AND THOROUGHLY COMPACTED INTO PLACE.
16. STRAIGHT FORMS SHALL NOT BE USED FOR FORMING CURB AND GUTTER IN CURVES.
17. ALL EXCESS CONCRETE ON THE FRONT EDGE (LIP) OF GUTTER SHALL BE REMOVED WHEN CURB AND GUTTER IS POURED
WITH A MACHINE.
18. ALL SUBGRADE SHALL BE COMPACTED TO 100% OF THE MAXIMUM DENSITY OBTAINABLE WITH THE STANDARD PROCTOR
TEST TO A DEPTH OF EIGHT (8) INCHES, AND A DENSITY OF 95% STANDARD PROCTOR FOR DEPTHS GREATER THAN EIGHT (8)
INCHES. ALL TESTS SHALL BE PERFORMED BY DEVELOPER AT NO COST TO THE TOWN.
19. A CANVAS COVER OR OTHER SUITABLE COVER SHALL BE REQUIRED FOR TRANSPORTING PLANT MIX ASPHALT DURING COOL
WEATHER WHEN THE FOLLOWING CONDITIONS ARE PRESENT:
A. AIR TEMPERATURE IS BELOW 60 DEGREES F.
B. LENGTH OF HAUL FROM PLANT TO JOB IS GREATER THAN FIVE (5) MILES.
C. OTHER OCCASIONS AT THE INSPECTOR'S DISCRETION WHEN A COMBINATION OF FACTORS INDICATES THAT MATERIAL SHOULD
BE COVERED IN ORDER TO ASSURE PROPER PLACEMENT TEMPERATURE.
20. CONCRETE OR ASPHALT SHALL NOT BE PLACED UNTIL THE AIR TEMPERATURE MEASURED AT THE LOCATION OF THE
PAVING OPERATION IS AT 35 DEGREES F AND RISING BY 10:00 A.M. CONCRETE OR PAVING OPERATIONS SHOULD BE
SUSPENDED WHEN THE AIR TEMPERATURE IS 40 DEGREES F AND DESCENDING. THE CONTRACTOR SHALL PROTECT FRESHLY
PLACED CONCRETE OR ASPHALT IN ACCORDANCE WITH SECTIONS 420 (CONCRETE STRUCTURES), 600 (ASPHALT BASES AND
PAVEMENTS), AND 700 (CONCRETE PAVEMENTS AND SHOULDERS) OF THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
STANDARD SPECIFICATIONS WHEN THE AIR TEMPERATURE IS AT OR BELOW 35 DEGREES F AND THE CONCRETE HAS NOT
OBTAINED AN AGE OF 72 HOURS.
21. THE CONTRACTOR SHALL MAINTAIN TWO-WAY TRAFFIC AT ALL TIMES WHEN WORKING WITHIN EXISTING STREETS. THE
CONTRACTOR SHALL PLACE AND MAINTAIN SIGNS, DANGER LIGHTS, AND BARRICADES AND FURNISH WATCHMEN OR FLAGMEN TO
DIRECT TRAFFIC IN ACCORDANCE WITH THE LATEST EDITION WORK AREA TRAFFIC CONTROL HANDBOOK (WATCH), WORK IN THE
RIGHT-OF-WAY OF STATE SYSTEM STREETS MAY REQUIRE ADDITIONAL TRAFFIC CONTROL PROVISIONS.
22. THE CONTRACTOR SHALL DO THAT WHICH IS NECESSARY TO CONTROL EROSION AND TO PREVENT SEDIMENTATION DAMAGE
TO ALL ADJACENT PROPERTIES AND STREAMS IN ACCORDANCE WITH THE APPROPRIATE NCDENR EROSION AND SEDIMENTATION
CONTROL ORDINANCE.
GRADING:
1. PROPOSED STREET RIGHTS -OF -WAY SHALL BE GRADED TO THEIR FULL WIDTH FOR DITCH TYPE STREETS AND A MINIMUM OF
EIGHT (8) FEET BEHIND THE CURB FOR CURB AND GUTTER SECTIONS.
2. FILL EMBANKMENTS SHALL BE FORMED OF SUITABLE MATERIAL PLACED IN SUCCESSIVE LAYERS NOT TO EXCEED MORE THAN
SIX (6) INCHES IN DEPTH FOR THE FULL WIDTH OF THE CROSS-SECTION, INCLUDING THE WIDTH OF THE SLOPE AREA. NO
STUMPS, TREES, BRUSH, RUBBISH OR OTHER UNSUITABLE MATERIALS OR SUBSTANCES SHALL BE PLACED IN THE EMBANKMENT.
EACH SUCCESSIVE SIX (6) INCH LAYER SHALL BE THOROUGHLY COMPACTED BY THE SHEEPSFOOT TAMPING ROLLER, 10-TON
POWER ROLLER, PNEUMATIC -TIRED ROLLER, OR OTHER METHODS APPROVED BY THE TOWN ENGINEER. EMBANKMENTS OVER AND
AROUND ALL PIPE CULVERTS SHALL BE OF SELECT MATERIAL, PLACED AND THOROUGHLY TAMPED AND COMPACTED AS
DIRECTED BY THE TOWN ENGINEER OR HIS REPRESENTATIVE.
ROADWAY BASE:
1. ALL ROADWAYS SHALL BE CONSTRUCTED WITH A BASE COURSE AS DESCRIBED ON THE APPROPRIATE TOWN OF WEDDINGTON
LAND DEVELOPMENT STANDARD DETAIL DRAWING.
2. THE MATERIAL FOR STONE BASE COURSE SHALL CONFORM TO THE REQUIREMENTS OF SECTION 1010, AGGREGATE FOR
NON -ASPHALT FLEXIBLE TYPE BASE, AND SECTION 520, AGGREGATE BASE COURSE OF THE NORTH CAROLINA DEPARTMENT OF
TRANSPORTATION STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES.
3. THE STONE BASE SHALL BE COMPACTED TO 100% OF THE MAXIMUM DENSITY OBTAINABLE WITH THE MODIFIED PROCTOR
TEST
(AASHTO- T180) BY ROLLING WITH RING OR TAMPING ROLLER OR WITH A PNEUMATIC TIRED ROLLER WITH A MINIMUM WEIGHT
OF TEN TONS. WHEN COMPLETED, THE BASE COURSE SHALL BE SMOOTH, HARD, DENSE, UNYIELDING AND WELL BONDED.
4. A BITUMINOUS CONCRETE BASE COURSE, AS SPECIFIED ON THE STANDARD DETAIL DRAWING MAY BE SUBSTITUTED IN LIEU
OF A STONE BASE COURSE.
5. ASPHALT BASE COURSE WILL ONLY BE ALLOWED WITHIN WIDENING STRIPS LESS THAN FIVE (5) FEET IN WIDTH.
ROADWAY INTERMEDIATE AND SURFACE COUR
1. ALL PUBLIC ROADWAYS SHALL BE CONSTRUCTED WITH AN INTERMEDIATE AND SURFACE COURSE AS DESCRIBED ON THE
APPROPRIATE TOWN OF WEDDINGTON LAND DEVELOPMENT STANDARD DETAIL DRAWING.
2. PLANT MIXED ASPHALT SHALL CONFORM IN ALL RESPECTS TO SECTION 610 OF THE NORTH CAROLINA DEPARTMENT OF
TRANSPORTATION STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES.
3. THE FINAL LIFT OF ASPHALT SURFACE COURSE FOR RESIDENTIAL SUBDIVISION STREETS SHALL BE WITHHELD UNTIL A
MINIMUM OF (907.) FOR LOCAL RESIDENTIAL AND (90%) FOR RESIDENTIAL COLLECTOR ROADS WITHIN AN OCCUPIED
DEVELOPMENT (OCCUPIED MEANS A CERTIFICATE OF OCCUPANCY HAS BEEN ISSUED). ALL KNOWN BASE FAILURES SHALL BE
REPAIRED PRIOR TO APPLICATION OF THE FINAL LIFT OF ASPHALT SURFACE COURSE.
4. THE TOWN INSPECTOR SHALL BE GIVEN A (24) TWENTY-FOUR HOUR NOTIFICATION TO INSPECT THE INTERMEDIATE COURSE
DEFICIENCIES. ALL DEFICIENCY REPAIRS ARE TO BE MONITORED BY A TOWN INSPECTOR AND ACCEPTED PRIOR TO APPLICATION
OF FINAL LAYER.
5. RECYCLED PLANT MIXES ARE NOT ALLOWED ON NEW ROADWAYS.
6. FAILURE TO MEET THE ABOVE REQUIREMENTS MAY RESULT IN THE DELAY OR PREVENTION OF STREET ACCEPTANCE BY THE
TOWN OF WEDDINGTON OR NCDOT.
PAVEMENT MARKING NOTES:
1. ALL PAVEMENT MARKINGS SHALL BE THERMOPLASTIC.
2. ALL PAVEMENT MARKINGS SHALL BE IN ACCORDANCE WITH NCDOT SPECIFICATIONS.
WALKS AND DRIVEWAYS:
1. SIDEWALKS SHALL BE CONSTRUCTED OF NOT LESS THAN 3600 P.S.I. CONCRETE AND SHALL BE FOUR (4) INCHES THICK,
CONSTRUCTED ON AN ADEQUATELY GRADED BASE, EXCEPT WHERE A SIDEWALK CROSSES A DRIVEWAY IT SHALL BE SIX (6)
INCHES THICK. SUBGRADE SHALL BE COMPACTED TO 95% OF THE MAXIMUM DENSITY OBTAINABLE WITH THE STANDARD
PROCTOR TEST. THE SURFACE OF THE SIDEWALK SHALL BE STEEL TROWEL AND LIGHT BROOM FINISHED AND CURED WITH AN
ACCEPTABLE CURING COMPOUND. TOOLED JOINTS SHALL BE PROVIDED AT INTERVALS OF NOT LESS THAN FIVE (5) FEET AND
EXPANSION JOINTS AT INTERVALS OF NOT MORE THAN FORTY-FIVE (45) FEET. THE SIDEWALK SHALL HAVE A LATERAL SLOPE
OF ONE -QUARTER (1/4) INCH PER FOOT.
2. PLANTING STRIP ADJACENT TO SIDEWALK SHALL BE GRADED TO 1/a INCH PER FOOT (MIN.) UP TO 1 1A INCH PER FOOT
(MAX.), EXCEPT WHERE EXCESSIVE NATURAL GRADES MAKE THIS REQUIREMENT IMPRACTICAL. IN SUCH CASES, THE TOWN
ENGINEER MAY AUTHORIZE A SUITABLE GRADE.
3. SIDEWALK WIDTHS SHALL BE A MINIMUM OF FIVE (5) FEET UNLESS OTHERWISE SPECIFIED.
4. APPROVAL OF SIDEWALK CONSTRUCTION PLANS MUST BE OBTAINED AS PART OF THE PLAN REVIEW PROCESS. EXCEPT IN
UNUSUAL CIRCUMSTANCES, SIDEWALK MUST BE LOCATED A MINIMUM OF (5) FIVE FEET FROM THE BACK OF THE CURB OR AT
THE BACK OF THE RIGHT -OF WAY. A RECORDED PUBLIC SIDEWALK EASEMENT IS REQUIRED FOR ALL SIDEWALK LOCATED
OUTSIDE PUBLIC RIGHT-OF-WAY; THE WIDTH SHALL BE EQUAL TO THE DISTANCE FROM THE RIGHT-OF-WAY LINE TO THE BACK
OF THE SIDEWALK PLUS TWO FEET OR TO THE FACE OF BUILDING, WHICHEVER IS LESS. THE SIDEWALK EASEMENT MUST BE
RECORDED WITH THE UNION COUNTY REGISTER OF DEEDS PRIOR TO ISSUANCE OF A CERTIFICATE OF OCCUPANCY FOR THE
CORRESPONDING BUILDING(S).
5. ACCESSIBLE RAMPS ARE REQUIRED WHERE SIDEWALKS INTERSECT CURBING AT ANY STREET INTERSECTION AND AT TYPE III
DRIVEWAY CONNECTIONS.
DRAINAGE NOTES:
1. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL REPRESENTATIONS ONLY. THE
CONTRACTOR IS RESPONSIBLE FOR GRADING UNIFORMLY BETWEEN SPOT ELEVATIONS.
2. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM WATER. CARE SHALL BE TAKEN TO
ENSURE THAT ALL AREAS WITHIN PARKING LOTS AND LANDSCAPED ISLANDS SHALL NOT HOLD WATER UPON
PROJECT COMPLETION.
3. MIN. SLOPE ON ALL ASPHALT TO BE 1.5%.
4. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.57..
5. ALL STORM PIPE TO BE CLASS III RCP UNLESS OTHERWISE SPECIFIED AND STAMPED BY NCDOT. USE OF
HDPE PIPE WILL REQUIRE APPROVAL BY NCDOT PRIOR TO INSTALLATION.
6. ALL DRAINAGE STRUCTURES TO BE PER TOWN OF WEDDINGTON AND NCDOT STDS.
STORM DRAINAGE:
A. GENERAL NOTES
1. ALL WORK AND MATERIALS SHALL CONFORM TO THE LATEST EDITION OF THE NCDOT STANDARD SPECIFICATIONS UNLESS OTHERWISE
SPECIFIED IN THIS MANUAL. ALL CONCRETE USED FOR DRAINAGE STRUCTURES SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF
3600 PSI AT 28 DAYS. THIS REQUIREMENT SHALL BE PROVIDED REGARDLESS OF ANY LESSER COMPRESSIVE STRENGTH SPECIFIED IN
THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES.
2. REINFORCED CONCRETE PIPE MAY BE USED IN ALL STORM DRAIN APPLICATIONS. CULVERTS 60 INCHES IN DIAMETER OR GREATER
MAY BE CORRUGATED ALUMINIZED METAL PIPE (CAMP) OR ALUMINUM WITH A MINIMUM 14 GAUGE METAL.
3. ALL PIPE SHALL BE LAID WITH THE BELL OR GROOVE UPGRADE AND THE JOINT ENTIRELY INTERLOCKING.
4. THE MINIMUM COVER FOR ALL PIPES IS TWO (2) FEET MEASURED FROM THE FINAL SURFACE. SPECIAL APPLICATIONS FOR LESS
THAN TWO (2) FEET OF COVER WILL BE REVIEWED AND APPROVED BY THE TOWN ENGINEER INDIVIDUALLY. THE MAXIMUM COVER FOR
STORM DRAINAGE PIPES SHALL AT A MINIMUM COMPLY WITH THE REQUIREMENTS OF THE NORTH CAROLINA DEPARTMENT OF
TRANSPORTATION HIGHWAY DESIGN BRANCH ROADWAY DESIGN MANUAL, PART I, SECTION 5, AND 'DRAINAGE DESIGN". STORM PIPE
DESIGN THAT EXCEEDS THESE CRITERIA MAY BE APPROVED AT THE DISCRETION OF THE TOWN ENGINEER.
5. ALL PIPES IN STORM DRAIN STRUCTURES SHALL BE FLUSH WITH THE INSIDE WALL.
6. ALL STORM DRAIN STRUCTURES OVER THREE (3) FEET AND SIX (6) INCHES IN HEIGHT MUST HAVE STEPS IN ACCORDANCE WITH
STANDARD DETAILS SET FORTH IN THIS MANUAL.
7. THE INTERIOR SURFACES OF ALL STORM DRAINAGE STRUCTURES SHALL BE POINTED UP AND SMOOTHED TO AN ACCEPTABLE
STANDARD USING MORTAR MIXED TO MANUFACTURER'S SPECIFICATIONS.
8. ALL FRAMES, GRATES, RINGS, COVERS, ETC., MUST CONFORM TO THE STANDARDS SET FORTH IN THIS MANUAL.
9. ALL GRADED CREEK BANKS AND SLOPES SHALL BE AT A MAXIMUM OF TWO (2) FEET HORIZONTAL TO ONE (1) FOOT VERTICAL
(2:1) AND NOT TO EXCEED 10'WITHOUT TERRACING OR THE SLOPES SHALL BE DESIGNED BY A PROFESSIONAL GEOTECHNICAL
ENGINEER AND APPROVED BY THE TOWN ENGINEER ON A CASE BY CASE BASIS.
:MN 21Ii!lY612021RZK61NOI 219a0»
1. ALL CONCRETE SHALL BE AT LEAST 3600 PSI. PRIOR APPROVAL SHALL BE OBTAINED IN ORDER TO USE PRE -CAST STORM
DRAINAGE STRUCTURES IN ANY STREET RIGHT-OF-WAY BY TOWN ENGINEER.
2. CONCRETE PIPE USED WITHIN THE STREET RIGHT-OF-WAY SHALL BE A MINIMUM OF CLASS III REINFORCED CONCRETE PIPE, WITH A
MINIMUM DIAMETER OF FIFTEEN (15) INCHES. INSTALLATION OF CLASS IV OR HIGHER CONCRETE PIPE SHALL BE IDENTIFIED ON THE
AS -BUILT PLAN AND THE TOWN INSPECTOR SHALL BE GIVEN DOCUMENTATION AND NOTIFICATION OF THIS INFORMATION PRIOR TO
CONSTRUCTION.
3. CONCRETE MORTAR JOINTS SHALL BE USED FOR JOINING ALL CONCRETE PIPES. THE PIPE SHALL BE CLEAN AND MOIST WHEN
MORTAR IS APPLIED. THE LOWER PORTIONS OF THE BELL OR GROOVE SHALL BE FILLED WITH MORTAR SUFFICIENT TO BRING THE
INNER SURFACE FLUSH AND EVEN WHEN THE NEXT JOINT IS FITTED INTO PLACE. THE REMAINDER OF THE JOINT SHALL THEN BE
FILLED WITH MORTAR AND A BEAD OR RING OF MORTAR FORMED AROUND THE OUTSIDE OF THE JOINT. THE APPLICATION OF MORTAR
MAY BE DELAYED UNTIL FILL IS COMPLETED WHEN THE PIPE IS LARGER THAN THIRTY (30) INCHES.
4. PREFORMED JOINT SEALER, WHICH CONFORMS TO AASHTO SPECIFICATION M-198 FOR TYPE B FLEXIBLE PLASTIC GASKETS, MAY BE
USED IN LIEU OF THE MORTAR JOINING METHOD.
C. INSTALLATION OF REINFORCED CONCRETE AND CORRUGATED METAL PIPE.
1. ALL BACKFILL SHALL BE NON -PLASTIC IN NATURE, FREE FROM ROOTS, VEGETATIVE MATTER, WASTE, CONSTRUCTION MATERIAL OR
OTHER OBJECTIONABLE MATERIAL. SAID MATERIAL SHALL BE CAPABLE OF BEING COMPACTED BY MECHANICAL MEANS AND SHALL
HAVE NO TENDENCY TO FLOW OR BEHAVE IN A PLASTIC MANNER UNDER THE TAMPING BLOWS OR PROOF ROLLING.
2. MATERIALS DEEMED BY THE ENGINEER AS UNSUITABLE FOR BACKFILL PURPOSES SHALL BE REMOVED AND REPLACED WITH SELECT
BACKFILL MATERIAL.
3. BACKFILLING OF TRENCHES SHALL BE ACCOMPLISHED IMMEDIATELY AFTER THE PIPE IS LAID. THE FILL AROUND THE PIPE SHALL BE
PLACED IN LAYERS NOT TO EXCEED EIGHT (8) INCHES, EACH LAYER SHALL BE THOROUGHLY COMPACTED TO 95% OF THE MAXIMUM
DENSITY OBTAINABLE WITH THE STANDARD PROCTOR TEST (A DENSITY OF 100% STANDARD PROCTOR IS REQUIRED FOR THE TOP
EIGHT (8) INCHES).
4. COMPACTION REQUIREMENTS SHALL BE ATTAINED BY THE USE OF MECHANICAL COMPACTION METHODS. EACH LAYER OF BACKFILL
SHALL BE PLACED LOOSE AND THOROUGHLY COMPACTED IN PLACE.
5. UNDER NO CIRCUMSTANCES SHALL WATER BE PERMITTED TO RISE IN UN-BACKFILLED TRENCHES AFTER THE PIPE HAS BEEN
PLACED.
GENERAL NOTES:
1. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER UTILITIES NOT SHOWN ON THIS
PLAN AND THE UTILITIES SHOWN ON THIS PLAN MAY NOT BE IN THE EXACT LOCATIONS AS SHOWN. THE ENGINEER ASSUMES NO
RESPONSIBILITY FOR THE LOCATIONS SHOWN OR ANY OMISSIONS IN SHOWING EXISTING UTILITIES THAT MAY BE WITHIN THE PROJECT
AREA. THE CONTRACTOR IS 100%%% RESPONSIBLE FOR UTILIZING A PRIVATE LOCATOR AND APPROPRIATE UTILITY COMPANIES TO
LOCATE THE SIZE, LOCATION, INVERTS, DEPTHS AND EXISTENCE OF ALL EXISTING UTILITIES (ELECTRICAL, MECHANICAL, WATER,
TELEPHONE, FIBER OPTIC, GAS, ETC..) TO HIS/HER SATISFACTION PRIOR TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN
EXISTING UTILITIES AND PROPOSED EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
2. THE TOPO PROVIDED BY THE PE CAN ONLY BE IN SUPPORT OF THE PIES PROJECT AND CANNOT BE ISSUED TO BE RELIED
UPON BY OTHERS. THE PE WILL BE TAKING RESPONSIBILITY FOR THE TOPO AS IT IMPACTS THE PROJECT UNDER THE PE LICENSE.
3. PROVIDE MINIMUM OF 48 HOURS NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF ANY EXISTING UTILITY, IF
BEING UTILIZED.
4. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND OVERHEAD UTILITIES. THE
CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED DURING CONSTRUCTION.
5. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS HAVE BEEN OBTAINED PRIOR
TO CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE BUT ARE NOT LIMITED TO GRADING, DEMOLITION, ZONING,
BUILDING, DRIVEWAY, DETENTION, SUBDIVISION, SPECIAL USE, SEWER AND WATER.
6. ALL HANDICAP RAMPS, PARKING SPACES, ETC. TO MEET ALL A.D.A. CODES.
7. ALL DRIVEWAYS SHALL BE BUILT IN ACCORDANCE WITH THE TOWN OF WEDDINGTON LAND DEVELOPMENT STANDARDS AND NCDOT
STANDARDS.
8. ALL DESIGN, CONSTRUCTION AND CONSTRUCTION MATERIALS SHALL CONFORM TO TOWN OF WEDDINGTON, NCDOT AND UNION
COUNTY PUBLIC WORKS SPECIFICATIONS.
9. ANY SPRINGS DISCOVERED DURING CONSTRUCTION OF THE IMPROVEMENTS MUST BE ACCOMMODATED BY THE EXTENSION OF THE
STORM DRAINAGE SYSTEM TO PREVENT WATERS FROM FLOWING OVER PUBLIC SIDEWALK, CURBS AND PAVEMENTS. THESE DRAIN
EXTENSIONS SHALL BE DESIGNED BY AN ENGINEER AND INCLUDED ON THE RECORD DRAWINGS.
10. ALL STREET NAMES AND SUBDIVISION NAME WILL BE APPROVED BY UNION COUNTY GIs FOR PLAT RECORDATION AND
CONSTRUCTION APPROVAL.
11. PROPERTY USE TO BE SINGLE FAMILY RESIDENTIAL.
12. ALL COMMON AREAS SHALL BE MAINTAINED BY THE PROPERTY OWNER'S ASSOCIATION. THE COVENANTS & BYLAWS WILL BE
SUBMITTED TO TOWN OF WEDDINGTON FOR REVIEW AND APPROVAL PRIOR TO RECORDATION.
13. SIGHT TRIANGLE AT INTERSECTIONS OF ROADS WILL BE MAINTAINED FREE OF ANY MATERIAL INTERFERING WITH SIGHT.
14. MAXIMUM POSTED SPEED LIMIT FOR ALL ROADWAYS INSIDE THE DEVELOPMENT IS 25 MPH.
15. PROPOSED CELLULOSIC BURIAL SITES SHALL BE LOCATED ON THE FINAL PLAT.
16. UPON FINAL APPROVAL OF THE PLANS BY TOWN OF WEDDINGTON, UNION COUNTY PUBLIC WORKS A PRECONSTRUCTION MEETING
IS REQUIRED PRIOR TO START OF CONSTRUCTION.
17. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED DURING CONSTRUCTION. THE
CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR LOCATION & PROTECTION OF EXISTING ABOVE AND BELOW GROUND UTILITIES AND
STRUCTURES. ANY AND ALL MAINS OR INDIVIDUAL SERVICES PRESENTLY IN SERVICE WHICH ARE DAMAGED DURING CONSTRUCTION
SHALL BE REPAIRED IMMEDIATELY AT NO ADDITIONAL EXPENSE TO THE UTILITY OWNER. ANY AND ALL MAINS OR INDIVIDUAL
SERVICES PRESENTLY NOT IN SERVICE AND WHICH ARE TO BE REPLACED DURING THE COURSE OF CONSTRUCTION MAY BE REMOVED
AND LEGALLY DISPOSED OF IF DAMAGED DURING CONSTRUCTION.
18. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
19. PUBLIC ROADWAY CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE MOST CURRENT EDITION OF THE NCDOT STANDARDS
AND PROCEDURES MANUAL.
20. PRIOR TO FINAL ACCEPTANCE, THE DEVELOPER SHALL BE RESPONSIBLE FOR CORRECTING ALL PROBLEMS ASSOCIATED WITH THE
PROJECT, INCLUDING THOSE ITEMS NOT NECESSARILY COVERED BY THE PLANS, TO INSURE THE SATISFACTORY COMPLETION OF THE
TOTAL PROJECT.
LAND DEVELOPMENT NOTES:
1. COORDINATE ALL CURB AND STREET GRADES IN INTERSECTION WITH INSPECTOR.
2. ALL ROAD IMPROVEMENTS AT WEDDINGTON GLENCOE DRIVERE TO BE COORDINATED WITH NCDOT AND TOWN OF WEDDINGTON PRIOR
TO CONSTRUCTION.
3. DEVELOPER WILL PROVIDE STREET SIGNS PER TOWN OF WEDDINGTON STANDARD.
4. SIGHT TRIANGLES SHOWN ARE THE MINIMUM REQUIRED.
5. IN ROLLING AND HILLY TERRAINS, SWEEPING OF THE STONE BASE AND/OR APPLICATION OF A TACK COAT MAY BE REQUIRED
NEAR INTERSECTIONS. THESE REQUIREMENTS WILL BE ESTABLISHED BY THE INSPECTOR AND BASED ON FIELD CONDITIONS.
6. APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT PROPERTIES. WHEN FIELD CONDITIONS WARRANT
OFF -SITE GRADING, PERMISSION MUST BE OBTAINED FROM THE AFFECTED PROPERTY OWNERS.
7. IN ORDER TO ENSURE PROPER DRAINAGE, KEEP A MINIMUM OF 0.5% SLOPE ON THE CURB.
8. SUBSURFACE DRAINAGE FACILITIES MAY BE REQUIRED IN THE STREET RIGHT-OF-WAY IF DEEMED NECESSARY BY THE INSPECTOR.
9. THE PURPOSE OF THE STORM DRAINAGE EASEMENT (SIDE) IS TO PROVIDE STORM WATER CONVEYANCE AND ANY STRUCTURES
AND/OR OBSTRUCTION TO STORM WATER FLOW IS PROHIBITED. TOWN OF WEDDINGTON WILL BE RESPONSIBLE FOR STORM
DRAINAGE EASEMENTS WHICH PROVIDE STORM WATER CONVEYANCE FROM THE PUBLIC RIGHT-OF-WAY.
10. BACKFILL MATERIAL MUST BE APPROVED BY THE TOWN INSPECTOR PRIOR TO PLACEMENT OF THE MATERIAL WITHIN THE PUBLIC
STREET RIGHT-OF-WAY.*IF PUBLIC WORKS AGREE TO HAVE THE PIPE INSTALLED THERE SHALL BE A APPROVED BEDDING DETAIL
AND A THIRD PARTY INSPECTOR SHALL VERIFY COMPACTION AND SUPPLY WRITTEN EVIDENCE OF COMPACTION RESULTS.
11. THE DEVELOPER SHALL MAINTAIN EACH STREAM, CREEK, OR BACKWASH CHANNEL IN AN UNOBSTRUCTED STATE AND SHALL
REMOVE FROM THE CHANNEL AND BANKS OF THE STREAM ALL DEBRIS, LOGS, TIMBER, JUNK AND OTHER ACCUMULATIONS.
12. ANY BUILDING WITHIN THE 100+1 BUILDING RESTRICTION FLOODLINE IS SUBJECT TO THE RESTRICTIONS OF THE ORDINANCE IN
THE GOVERNING JURISDICTION.
13. ALL OPENINGS (E.G., DOORS, WINDOWS, VENTS) IN STRUCTURES BUILT ON LOT #'S SHOULD BE LOCATED A MINIMUM OF ONE
FOOT ABOVE THE ADJACENT FINISHED GROUND SURFACE (APPLIES TO LOTS WHICH MAY EXPERIENCE SIGNIFICANT OVERLAND FLOW
NOT CONSIDERED IN THE 100+1 FLOOD ANALYSIS.)
14. NON-STANDARD ITEMS (IE: PAVERS, IRRIGATION SYSTEMS, ETC.) IN THE RIGHT-OF-WAY REQUIRE A RIGHT-OF-WAY
ENCROACHMENT AGREEMENT WITH THE (COUNTY/NORTH CAROLINA DEPARTMENT OF TRANSPORTATION) BEFORE INSTALLATION.
15. WATER AND SEWER SERVICE WILL BE PROVIDED TO EACH LOT BY PUBLIC MAINS OWNED AND MAINTAINED BY UNION COUNTY
PUBLIC WORKS.
NEW STABILIZATION TIMEFRAMES
[Effective Aug. 3, 2011 ]
SITE AREA DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
l u j Perimeter dikes, swales, ditches, slopes
7 days
None
High High Quality Water (HQW) Zones
7 days
None
Slopes steeper than 3:1
7 days
If slopes are 10' or less in length and are
than 2:1, 14 days
not steeper are allowed.
OSlopes 3:1 or flatter
14 days
7 days for slopes than 50' in length.
greater
OAll other areas with slopes flatter than 4:1
14 days
None, except for perimeters and HQW Zones.
1. THE UTILITIES AND THE LOCATIONS THEREOF, SHOWN ON THE DRAWING, REPRESENT THE DESIGNER'S
UNDERSTANDING OF EXISTING UTILITIES IN THE CONSTRUCTION AREA. THE CONTRACTOR SHALL VERIFY THE
SIZE, LOCATION, INVERTS, DEPTHS, AND EXISTENCE OF ALL UTILITIES (ELECTRICAL, MECHANICAL,
WATER, TELEPH ONE, GAS, ETC.) WITHIN THE CONSTRUCTION AREA WITH THE OWNER AND/OR THE
APPROPRIATE UTILITY COMPANY PRIOR TO BEGINNING ANY EXCAVATION. THE OMISSION OF OR THE
INCLUSION OF UTILITY LOCATIONS ON THE PLANS IS NOT TO BE CONSIDERED AS THE NON-EXISTENCE OF
OR A DEFINITE LOCATION OF EXISTING UNDERGROUND UTILITIES.
2. THE DESIGN ENGINEER SHALL BE NOTIFIED WHEN FIELD LOCATED INFORMATION CONFLICTS WITH THE
PROPOSED DESIGN. ANY NECESSITATING CHANGES, OR ADDITIONAL WORK SHALL BE APPROVED BY THE
OWNER/ENGINEER PRIOR TO CONSTRUCTION.
3. APPROVAL OF THIS PLAN IS NOT AUTHORIZATION TO GRADE ADJACENT PROPERTIES. WHEN FIELD
CONDITIONS WARRANT OFF -SITE GRADING, CONTRACTOR MUST HAVE WRITTEN PERMISSION FROM THE
OWNER(S) BEFORE PROCEEDING.
4. ALL CONSTRUCTION AND CONSTRUCTION MATERIALS WITHIN COUNTY RIGHT-OF-WAY AND NCDOT
RIGHT-OF-WAY SHALL CONFORM TO THEIR RESPECTIVE STANDARD SPECIFICATIONS.
5. CONTRACTOR TO PROVIDE ALL EROSION CONTROL MEASURES AS REQUIRED BY LOCAL AUTHORITIES.
6. TOP SOIL TO BE STRIPPED AND STOCKPILED IN AREA DESIGNATED BY ENGINEER. ANY UNSUITABLE
MATERIALS ON SITE ARE TO BE QUALIFIED BY A GEO-TECHNICAL ENGINEER PRIOR TO REMOVING.
CONTRACTOR MUST NOTIFY OWNER OR OWNER REPRESENTATIVE IN CASE UNSUITABLE MATERIAL IS
UNCOVERED.
7. CONTRACTOR TO COORDINATE WITH GEO-TECHNICAL ENGINEER ANY SUBSURFACE DRAINAGE SYSTEMS TO
BE INSTALLED.
8. ANY GRADING BEYOND THE DENUDED LIMITS SHOWN ON THE PLAN IS A VIOLATION OF NCDENR EROSION
CONTROL ORDINANCE AND IS SUBJECT TO A FINE.
9. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS A VIOLATION OF
NCDENR EROSION CONTROL ORDINANCE AND IS SUBJECT TO A FINE.
10. THE OWNER SHALL ARRANGE FOR INDEPENDENT GEO-TECHNICAL ENGINEER TO PROVIDE INSPECTION
SERVICES TO MONITOR COMPACTION OF FILL PLACED ON SITE.
SITE PREPARATION:
PRIOR TO CONSTRUCTION, THE PROPOSED CONSTRUCTION AREA SHOULD BE STRIPPED OF TOPSOIL, ORGANIC
MATERIAL, EXISTING UNDOCUMENTED FILL AND OTHER SOFT OR UNSUITABLE MATERIAL. UPON COMPLETION OF
STRIPPING OPERATIONS, THE EXPOSED SUBGRADE IN AREAS TO RECEIVE FILL SHOULD BE PROOFROLLED WITH
A LOADED DUMP TRUCK OR SIMILAR PNEUMATIC -TIRED VEHICLE HAVING A LOADED WEIGHT OF APPROXIMATELY
25 TONS. AFTER EXCAVATION, THE EXPOSED SUBGRADES IN CUT AREAS SHOULD BE SIMILARLY PROOFROLLED.
PROOFROLLING OPERATIONS SHOULD BE PERFORMED UNDER THE OBSERVATION OF A GEOTECHNICAL ENGINEER
OR HIS AUTHORIZED REPRESENTATIVE. THE PROOFROLLING SHOULD CONSIST OF TWO (2) COMPLETE PASSES OF
THE EXPOSED AREAS, WITH EACH PASS BEING IN A DIRECTION PERPENDICULAR TO THE PRECEDING ONE. ANY
AREAS WHICH DEFLECT, RUT OR PUMP DURING THE PROOFROLLING, AND FAIL TO BE REMEDIED WITH
SUCCESSIVE PASSES, SHOULD BE UNDERCUT TO SUITABLE SOILS AND BACKFILLED WITH COMPACTED FILL.
THE ABILITY TO DRY WET
SOILS, AND THEREFORE
THE ABILITY TO USE THEM
FOR FILL, WILL
LIKELY BE
ENHANCED IF EARTHWORK
IS PERFORMED DURING
SUMMER OR EARLY FALL. IF
EARTHWORK IS PERFORMED
DURING WINTER OR AFTER
APPRECIABLE RAINFALL
THEN SUBGRADES MAY BE UNSTABLE DUE TO
WET SOIL
CONDITIONS, WHICH COULD
INCREASE THE AMOUNT
OF UNDERCUTTING REQUIRED.
DRYING OF WET
SOILS, IF
ENCOUNTERED, MAY BE ACCOMPLISHED BY SPREADING AND DISCING OR BY OTHER
MECHANICAL OR
CHEMICAL
MEANS.
IF EXCAVATIONS IN PORTIONS OF THE SITE ENCOUNTER VERY DENSE SOILS, PARTIALLY WEATHERED ROCK, OR
BORINGS AND/OR ADDITIONAL TESTING SHOULD UNDER OWNER'S APPROVAL BE PERFORMED TO FURTHER
IDENTIFY DEPTH TO PARTIALLY WEATHERED ROCK AND ROCK.
EXISTING ISOLATED BOULDERS IN THE SOIL MATRIX OR ERRATIC ROCK CONDITIONS CAN SOMETIMES REMAIN
UNDETECTED DURING FIELD EXPLORATION. IT IS RECOMMENDED THAT EQUIPMENT CAPABLE OF HEAVY
EXCAVATION BE USED DURING GRADING ACTIVITIES. STORM WATER PIPING PLANS SHOULD TAKE INTO ACCOUNT
THE EXISTENCE OF DENSE MATERIALS AND ROCK PRIOR TO CONSTRUCTION.
PARTIALLY WEATHERED ROCK CAN SOMETIMES BE EXCAVATED WITHOUT BLASTING. IN MASS EXCAVATION FOR
GENERAL SITE WORK, DENSE SOILS AND PARTIALLY WEATHERED ROCK CAN USUALLY BE REMOVED BY RIPPING
WITH A SINGLE -TOOTH RIPPER ATTACHED TO A LARGE CRAWLER TRACTOR OR BY BREAKING IT OUT WITH A
LARGE FRONT-END LOADER. SUBSURFACE MATERIALS WITH A STANDARD PENETRATION RESISTANCE VALUE OF
50/6, 50/5, AND 50/4 INCHES OF PENETRATION CAN LIKELY BE LOOSENED AND RIPPED AS NOTED ABOVE.
IN CONFINED EXCAVATIONS SUCH AS FOUNDATIONS, UTILITY TRENCHES, ELEVATOR PITS, ETC., REMOVAL OF
PARTIALLY WEATHERED ROCK MAY REQUIRE USE OF HEAVY DUTY BACKHOES (SUCH AS A JOHN DEER 120C OR
EQUIVALENT EXCAVATOR EQUIPPED WITH ROCK TEETH), PNEUMATIC SPADES, OR LIGHT BLASTING. THE EASE OF
EXCAVATION DEPENDS ON THE QUALITY OF GRADING EQUIPMENT, SKILL OF THE EQUIPMENT OPERATORS AND
GEOLOGIC STRUCTURE OF THE MATERIAL ITSELF, SUCH AS THE DIRECTION OF BEDDING, PLANES OF WEAKNESS
AND SPACING BETWEEN DISCONTINUITIES. THEREFORE, A CONSERVATIVE APPROACH CONCERNING BUDGET
ESTIMATES FOR UTILITY AND STORM WATER POND EXCAVATIONS IS RECOMMENDED. SUBSURFACE MATERIAL
THAT EXHIBITED A STANDARD PENETRATION RESISTANCE VALUE OF 50/3, 50/2, AND 50/1 INCHES OF
PENETRATION OR LESS WILL LIKELY REQUIRE BLASTING FOR REMOVAL.
RIP ROCK: ANY MATERIAL THAT CANNOT BE REMOVED BY SCRAPERS, LOADERS, PANS, DOZERS, OR GRADERS;
AND REQUIRES THE USE OF A SINGLE -TOOTH RIPPER MOUNTED ON A CRAWLER TRACTOR HAVING A MINIMUM
DRAW BAR PULL RATED AT NOT LESS THAN 56,000 POUNDS.
BLAST ROCK: ANY MATERIAL WHICH CANNOT BE EXCAVATED WITH A SINGLE -TOOTH RIPPER MOUNTED ON A
CRAWLER TRACTOR HAVING A MINIMUM DRAW BAR PULL RATED AT NOT LESS THAN 56,000 POUNDS
(CATERPILLAR 0-8 OR EQUIVALENT) OR BY A CATERPILLAR 977 FRONT-END LOADER OR EQUIVALENT; AND
OCCUPYING AN ORIGINAL VOLUME OF AT LEAST ONE (1) CUBIC YARD.
BLAST ROCK: ANY MATERIAL WHICH CANNOT BE EXCAVATED WITH A BACKHOE HAVING A BUCKET CURLING
FORCE RATED AT NOT LESS THAN 25,700 POUNDS (CATERPILLAR MODEL 225 OR EQUIVALENT), AND
OCCUPYING AN ORIGINAL VOLUME OF AT LEAST ONE-HALF (1/2) CUBIC YARD.
BLASTING SHOULD ONLY BE CONDUCTED WHERE RIPPING CANNOT EXCAVATE MATERIALS. WE RECOMMEND THAT
EXCAVATABLE SOILS BE REMOVED FIRST WITH CONVENTIONAL GRADING EQUIPMENT (SCRAPERS AND LOADERS).
WE DO NOT RECOMMEND LEAVING SOIL OVERBURDEN IN PLACE DURING BLASTING BECAUSE DETERMINATION OF
BLAST ROCK QUANTITIES BECOMES VERY DIFFICULT AND COSTS ARE GENERALLY GREATER. IN ADDITION,
RESIDUAL SOIL OVERBURDEN WILL INCREASE THE CONFINING PRESSURE OF THE ROCK AND REDUCE THE
EFFECTIVENESS OF BLAST CHARGES. LOOSE FILL OR BLASTING MATS CAN BE PLACED OVER THE BLAST AREA
TO CONTROL FLY -ROCK. REMOVAL OF ROCK BY BLASTING IS VERY EXPENSIVE. HENCE, CONTROL OF
QUANTITIES IS IMPORTANT. WE RECOMMEND A GEOTECHNICAL ENGINEER BE RETAINED TO PROVIDE ASSISTANCE
FOR DETERMINING OR QUALIFYING THE BLAST ROCK QUANTITIES.
LANDSCAPING NOTES:
1. NO SOIL DISTURBANCE OR COMPACTION, CONSTRUCTION MATERIALS, TRAFFIC, BURIAL PITS, TRENCHING OR
OTHER LAND DISTURBING ACTIVITY ALLOWED IN THE TREE PROTECTION ZONE. TREE BARRICADES MUST BE
INSTALLED IN ACCORDANCE WITH THE PLAN BEFORE ANY DEMOLITION, GRADING OR CONSTRUCTION BEGINS (IF
APPLICABLE).
2. FOR NEW PLANTING AREAS, REMOVE ALL PAVEMENT, GRAVEL SUB -BASE, CONSTRUCTION DEBRIS AND
COMPACTED SOIL PRIOR TO PLANTING.
3. REMOVE COMPACTED SOIL AND ADD 18" NEW TOPSOIL / PLANTING MIX OR UNCOMPACT AND AMEND TOP 24"
OF EXISTING SOIL TO MEET TOP SOIL STANDARDS FOR PLANTING TREES.
5. ALL STRAPPING AND TOP 2/3 OF WIRE BASKET MUST BE CUT AWAY AND REMOVED FROM ROOT BALL PRIOR
TO BACKFILLING PLANTING PIT. REMOVE TOP 1/3 OF BURLAP FROM ROOT BALL.
6. ORDINANCE REQUIRED TREES MUST BE MAINTAINED IN TREE FORM & ALLOWED TO GROW TO THEIR NATURAL
HEIGHT/FORM, WITH A MAXIMUM OF THREE STEMS OR TRUNKS (NO TOPPING OR ROUNDING OVER).
7. LARGE MATURING TREES MAY NOT BE PLANTED ADJACENT TO OVERHEAD DISTRIBUTION POWER LINES. IF TREES
CONFLICT WITH POWER LINES, CALL TOWN OF WEDDINGTON/UTILITY COMPANY TO RESOLVE BEFORE PLANTING.
8. PROPOSED TREES SHALL BE A MINIMUM 8' TALL AND 2" CALIPER (MEASURED 6" ABOVE GROUND) AT
PLANTING.
9. ALL SHRUBS TO BE A MINIMUM HEIGHT OF 24" WITH A MINIMUM SPREAD OF 24" AT PLANTING AND SHALL
HAVE A MAXIMUM SPACING OF 5' ON CENTER.
10. ALL REQUIRED LANDSCAPING SHALL BE IN ACCORDANCE WITH TOWN OF WEDDINGTON UNIFIED DEVELOPMENT
ORDINANCE.
11. NO TREES SHALL BE PLANTED WITHIN 10' OF A DRAINAGE STRUCTURE OR 15' FROM ANY STREET LIGHT.
12. USE OF MULTIPLE SPECIES OF TREES IS ENCOURAGED TO AVOID EXCESS LOSS TO DISEASE OR PEST. STREET
TREES SPECIES SHALL INCLUDE RED MAPLE, SCARLET OAK OR GREEN ASH. ALTERNATIVE SPECIES MAY BE USED
(SEE TOWN OF WEDDINGTON UDO FOR APROVED TREE SPECIES).
1. ALL "BMP'S" REFER TO THE NORTH CAROLINA DIVISION OF WATER QUALITY STORMWATER BEST MANAGEMENT
PRACTICES MANUAL (DATED 11/20/2020).
2. ON -SITE BURIAL PITS REQUIRE AN ON -SITE DEMOLITION LANDFILL PERMIT FROM THE ZONING ADMINISTRATOR.
3. ANY GRADING BEYOND THE DENUDED LIMITS SHOWN ON THE PLAN IS A VIOLATION OF TOWN OF WEDDINGTON
AND IS SUBJECT TO A FINE.
4. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS A VIOLATION OF THE
TOWN OF WEDDINGTON AND STATE EROSION CONTROL ORDINANCE AND IS SUBJECT TO A FINE.
5. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BY A REPRESENTATIVE OF
TOWN OF WEDDINGTON.
6. ANY LAND -DISTURBING ACTIVITY > 1 ACRE REQUIRES COMPLIANCE WITH ALL CONDITIONS OF THE GENERAL
PERMIT TO DISCHARGE STORM WATER UNDER THE NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (PERMIT
NO. NCG010000). ANY PERMIT NON-COMPLIANCE IS A VIOLATION OF THE CLEAN WATER ACT AND MAY REQUIRE
ENFORCEMENT ACTION BY THE TOWN OF WEDDINGTON
7. TOTAL DISTURBED AREA = 19.92 AC.
CE 8. SEE AND S BILIZE BA N M DI ELY AFTER IT HAS BEEN CONSTRUCTED.
9. CONTRACTOR TO USE CB INSERT, STONE INLET PROTECTION OR BOTH DEPENDING ON PHASE OF
CONSTRUCTION.
10. LANDOWNER, FINANCIALLY RESPONSIBLE PARTY OR AGENT SHALL PERFORM INSPECTIONS, AND KEEP RECORDS
OF SAID INSPECTIONS ON SITE, AS REQUIRED BY NORTH CAROLINA GENERAL STATUE 15A NCAC 04B .0131. THE
INSPECTIONS SHALL BE PERFORMED DURING OR AFTER EACH OF THE FOLLOWING PHASES OF A PLAN:
a.) INSTALLATION OF PERIMETER EROSION AND SEDIMENT CONTROL MEASURES.
b.) CLEARING AND GRUBBING OF EXISTING GROUND COVER.
c.) COMPLETION OF ANY PHASE OF GRADING OF SLOPES OR FILLS THAT REQUIRES PROVISION OF
TEMP. OR PERM. GROUND COVER.
d.) COMPLETION OF STORM DRAINAGE FACILITIES -SEDIMENT TRAPS/BASINS.
e.) COMPLETION OF CONSTRUCTION OR DEVELOPMENT.
f.) INSTALLATION OF STORMWATER RETENTION MEASURES.
g.) QUARTERLY UNTIL THE ESTABLISHMENT OF PERMANENT GROUND COVER SUFFICIENT TO RESTRAIN
EROSION.
11. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BY A REPRESENTATIVE OF
THE TOWN OF WEDDINGTON.
12. SLOPES SHALL BE GRADED NO STEEPER THAN 2:1.
13. ALL POTENTIALLY AFFECTED PROPERTY OWNERS MUST BE NOTIFIED PRIOR TO UTILITY CONSTRUCTION EVEN
THOUGH THE ACTIVITY IS COVERED UNDER AN EASEMENT.
EROSION CONTROL CONSTRUCTION SEQUENCE:
1. OBTAIN PLAN APPROVAL FROM THE TOWN OF WEDDINGTON
2. OBTAIN E-NOI CERTIFICATE OF COVERAGE FROM NCDEMLR.
3. FLAG THE LIMITS OF CLEARING.
4. HOLD PRE -CONSTRUCTION CONFERENCE WITH THE TOWN OF WEDDINGTON EROSION CONTROL INSPECTOR,
WEDDINGTON TOWN ENGINEER AND WEDDINGTON TOWN INSPECTOR AT LEAST ONE WEEK PRIOR TO COMMENCEMENT
OF CONSTRUCTION TO DISCUSS INSTALLATION OF EROSION CONTROL MEASURES.
PROCEED WITH EROSION CONTROL PHASE 1A.
5. INSTALL TEMPORARY CONSTRUCTION ENTRANCES, SILT FENCE, CLEARING OR DEMOLISHING ONLY AS
NECESSARY TO INSTALL THESE DEVICES. ,
6. DEMOLISHING EXISTING HOMES AND BUILDINGS AT THE LOCATIONS SHOWN ON PLAN.
7. INSTALL PROPOSED 24" RCP PIPE CULVERT AND 36" PIPE CULVERT PRIOR TO ANY SUBSTANTIAL
DISTURBANCE BEYOND STREAM CROSSING. DISTURBANCE SOUTH SIDE OF THE STREAM SHALL BE ACCESSED USING
CONSTRUCTION ENTRANCE ALONG WEDDINGTON MATTHEWS ROAD AND NORTH SIDE OF THE STREAM SHALL BE
ACCESSED USING THE CONSTRUCTION ENTRANCE ALONG HEMBY ROAD. DISTURBANCE SHALL BE LIMITED ONLY TO
CLEARING AND GRUBBING AND INSTALLATION OF BYPASS STORM, SILT FENCE AND DIVERSION DITCHES.
8. ONCE THE PIPE CULVERT CROSSINGS ARE INSTALLED, PROCEED WITH BACKFILLING AND GRADING AT
CULVERT TO EXTENT TO ONLY PROVIDE CROSSINGS OVER CREEKS.. ,
9. INSTALL BYPASS STORM RUNS 16 AND 17 USING FILL MATERIAL FROM A BORROW PIT AS NEEDED.
8a. INSTALL DRAINAGE SWALE BETWEEN FES 17A AND HW 14 B AND IMMEDIATELY INSTALL NAG S75 MATTING
FOR STABILIZATION.
10. SEED AND STABILIZE EROSION CONTROL PHASE 1A GRADES IMMEDIATELY.
PROCEED WITH EROSION CONTROL PHASE 16
11. INSTALL SEDIMENT BASING 1 & 5 AND TEMPORARY SEDIMENT BASINS 2, 3 & 4 TO THE LINES AND GRADES
SHOWN ON PLANS, CLEARING OR DEMOLISHING ONLY AS NECESSARY TO INSTALL THESE DEVICES. ,
12. SEDIMENT TRAPS AND BASINS NEED TO BE STABILIZED IMMEDIATELY AFTER INSTALLATION.
13. INSTALL DIVERSION DITCHES AROUND SITE TO DIRECT RUNOFF TO SEDIMENT BASINS.
14. AFTER ALL STORM DRAINAGE PIPES ARE INSTALLED AND SITE IS STABILIZED, START BACKBILLING
TEMPORARY SEDIMENT BASIN #3 TO THE GRADES SHOWN ON PLANS. IMMEDIATELY AFTER BASIN IS BROUGHT TO
PROPOSED GRADES, IMMEDIATELY SEED AND STABILIZED.
PROCEED WITH EROSION CONTROL PHASE 2
15. ALL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE INSPECTED WEEKLY AND AFTER RAINFALL
EVENTS. NEEDED REPAIRS WILL BE MADE IMMEDIATELY.
16. ALL INLET PROTECTION DEVICES SHALL BE MAINTAINED UNTIL COMPLETION OF ALL CATCH BASIN
STRUCTURES. THESE DEVICES SHALL REMAIN IN PLACE UNTIL ALL PROPOSED STORM PIPES ARE FLUSHED CLEAN
FROM BEGINNING TO END.
17. CONTRACTOR SHALL MAINTAIN THE INTEGRITY OF ALL SEDIMENT BASINS DURING INSTALLATION OF ALL
PROPOSED STORM AND SEWER LINES.
18. STABILIZE SITE PER THE SEEDING SCHEDULE UPON COMPLETION OF GRADING.
19. AFTER SITE IS STABILIZED WITH VEGETATION, REMOVE ALL EROSION CONTROL DEVICES AFTER APPROVAL
HAS BEEN GRANTED BY A REPRESENTATIVE OF THE LAND QUALITY SECTION OF NCDENR. ALLOW NATURAL SHEET,
FLOW PER THE ORIGINAL TOPOGRAPHY. IMMEDIATELY SEED ALL AREAS DISTURBED WITH PERMANENT VEGETATION
FOLLOWING THE REMOVAL OF TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES.
20. PROPOSED SEDIMENT BASINS 1 & 5 TO REMAIN ACTIVE UNTIL 95% OF LOT GRADING IS COMPLETED DURING
HOME CONSTRUCTION. PROPOSED SEDIMENT BASINS MAY THEN BE CONVERTED TO BMP's WITH THE APPROVAL BY
NCDEQ. ANY PUMPING OF THE SEDIMENT BASINS DURING FINAL CLEANOUT SHOULD OCCUR THROUGH A FILTER
BAG.
MAINTENANCE OF CONSERVATION, COMMON AREAS, IMPROVEMENTS AND FACILITIES NOT DEDICATED:
THE RECIPIENT OF ANY ZONING, SPECIAL USE, CONDITIONAL USE, MAJOR DEVELOPMENT, OR SIGN PERMIT, OR
HIS SUCCESSOR, SHALL BE RESPONSIBLE FOR MAINTAINING ALL COMMON AREAS, IMPROVEMENTS OR FACILITIES
REQUIRED BY THIS ORDINANCE WITH ITS PROVISIONS, EXCEPT THOSE AREAS, IMPROVEMENTS OR FACILITIES
WITH RESPECT TO WHICH AN OFFER OF DEDICATION TO THE PUBLIC HAS BEEN ACCEPTED BY THE
APPROPRIATE PUBLIC AUTHORITY. AS ILLUSTRATIONS, AND WITHOUT LIMITING THE GENERALITY OF THE
FOREGOING, THIS MEANS THAT PRIVATE ROADS AND PARKING AREAS, WATER AND SEWER LINES, AND THE
RECREATIONAL FACILITIES MUST BE PROPERLY MAINTAINED SO THAT THEY CAN BE USED IN THE MANNER
INTENDED, AND REQUIRED VEGETATION AND TREES USED FOR SCREENING, LANDSCAPING, OR SHADING MUST BE
REPLACED IF THEY DIE OR ARE DESTROYED.
A. A DEVELOPER MAY CREATE HOMEOWNERS ASSOCIATION OR SIMILAR LEGAL ENTITY TO SUCCEED TO IT
RESPONSIBILITIES UNDER THIS SECTION, SO LONG AS SUCH HOMEOWNERS ASSOCIATIONS IS ESTABLISHED IN
SUCH A MANNER THAT:
1. PROVISION OF THE CREATION OF THE ASSOCIATION OR SIMILAR ENTITY IS MADE BEFORE ANY LOT IN
THE DEVELOPMENT IS SOLD OR ANY BUILDING OCCUPIED;
2. THE ASSOCIATION OR SIMILAR LEGAL ENTITY HAS A CLEAR LEGAL AUTHORITY TO MAINTAIN AND
EXERCISE CONTROL OVER THE COMMON AREAS AND FACILITIES THAT MUST BE MAINTAINED UNDER THIS
SECTION; AND
3. THE ASSOCIATION OR SIMILAR LEGAL ENTITY HAS THE POWER TO COMPEL CONTRIBUTIONS FROM
RESIDENTS OF THE DEVELOPMENT TO COVER THEIR PROPORTIONATE SHARES OF THE COSTS ASSOCIATED WITH
THE MAINTENANCE AND UPKEEP OF SUCH COMMON AREAS AND FACILITIES.
r�Oi�,', ��R4��I lliO�f� �
f� A , o1* ��,�rf��
F F_ S S/0;% % -Q
THE ISAACS
SEAL < ftGROUP, P.C.
ENGINEERING &
II
026462 � � LAND SURVEYING �A
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Digitally signed by
as,,�FD /v'- �� Anthony B. Cowan, P.E.
u�J t�Date: 2021.09.15
17:42:15-04'00'
4. ALL CONSERVATION AND OPEN SPACE AREAS SHALL BE DEDICATED TO THE H.O.A.
1. NO STOCK PILING OF MATERIAL(S) WITHIN THE
EASEMENT
2. ALL ECD'S SHALL BE REMOVED FROM
EASEMENT UPON COMPLETION OF PROJECT
3. DUKE ENERGY MAINTAINS FREE & CLEAR
INGRESS/EGRESS TO ITS FACILITIES AT ALL
TIMES.
4. DUKE ENERGY IS NOT LIABLE FOR ANY
DAMAGE TO CONSTRUCTION MATERIALS WITHIN
THE EASEMENT.
5. OPERATIONS WITHIN THE DUKE ENERGY
EASEMENT MUST COMPLY WITH ALL
GUIDELINES & RESTRICTIONS, MAD, & OSHA
REGULATIONS FOR NON -QUALIFIED
ELECTRICAL WORKERS.
6. DUKE ENERGY HAS THE RIGHT TO REMOVE
ANY/ALL VEGETATION THAT IS NOT WITHIN
COMPLIANCE AT ANY TIME.
7. ALL SLOPES WITHIN DUKE ENERGY EASEMENT
SHALL BE NO GREATER THAN 4:1
8. ANY PLAN REVISIONS THAT INCLUDE DUKE
ENERGY'S EASEMENT, REQUIRES REVIEW &
APPROVAL FROM DUKE ENERGY PRIOR TO
COMMENCING CONSTRUCTION.
9. ALL CROSSING SHALL BE BACKFILLED AT END
OF EACH WORKDAY
WIRE ZONE & BORDER ZONE
REQUIREMENTS
DUKE ENERGY WILL NOT OBJECT TO CERTAIN
VEGETATION PLANTINGS AS LONG AS:
1. THEY DO NOT INTERFERE WITH THE ACCESS TO
OR THE SAFE, RELIABLE OPERATION AND
MAINTENANCE OF DUKE ENERGY FACILITIES.
2. WITH PRIOR WRITTEN APPROVAL, DUKE ENERGY
DOES NOT OBJECT TO LOW -GROWING SHRUBS
AND GRASSES WITHIN THE 'WIRE ZONE."TREE
SPECIES ARE NOT ALLOWED WITHIN THE 'WIRE
ZONE."TREES THAT ARE APPROVED IN THE
'BORDER ZONE" MAY NOT EXCEED, AT MATURITY,
15 FEET IN AREA A AND 12 FEET IN AREA B.
SEE MAP ON BACK OF PAGE FOR AREAS.
CONTACT THE ASSET PROTECTION RIGHT-OF-WAY
SPECIALIST FOR 'WIRE ZONE"/'BORDER ZONE"
DEFINITIONS.FOR COMPLIANT MATURE HEIGHT
SPECIES, REFER TO PLANTS. CES.NCSU.EDU/ FOR
REFERENCE.
3. VEGETATION THAT IS NOT IN COMPLIANCE IS
SUBJECT TO REMOVAL WITHOUT NOTICE.
4. DUKE ENERGY MAY EXERCISE THE RIGHT TO CUT
'DANGER TREES"OUTSIDE THE RIGHT-OF-WAY
LIMITS AS REQUIRED TO PROPERLY MAINTAIN AND
OPERATE THE TRANSMISSION LINE.
Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineerinq\Design Drawings\Current\SHEETS\16157-SP.dwq, 9/14/2021 3:58:19 PM, DWG To PDF.pc3

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PR•\ (MUTCD R1-1)
+ �+ + + \ a'� LOT 14 \ �10'� \ © STREET NAME SIGN
` ~• . + } \ 'o ` / e^ o`o\ter g 22 16, 735 SIF o
6' GH I +\ + + q / 1Ig' (P tJ "moo. 0 a ° ' �r © STREET NAME SIGN
MIN. F.F.E.=720.35 Cq
I F CE I A. } } V� C 0� ? . \
\�� 80° STREET SIGN LOCATION
N ++ + P/ go tis ?�• /Ro
;E R MT. I R IL D `: \+} } " w mow >� A
1 Y AN I CAN L `� -�v + +\ `\ / �`� a_,` rnw t-? w a� �` / `� \� NOTES:
+\� LOT 8 0, �� �+\`�� 1. ALL STREET SIGNS, ROAD NAME SIGNS AND LIGHT
} + 0 17,729 SF w :, t �, POLES SHALL BE DECORATIVE.
I N �G q\ CR / \ \ 2. STREET SIGN STANDARDS NEED TO REFLECT CURRENT
+ IN. F.F.E.=711 \ s
`} + + 0o\ RO • .��t '( ,� a l\ MUTCD REQUIREMENTS (I.E. UPPER AND LOWER CASE
\ \, \ LETTERS, HIGH RETRO-RELFECTIVITY.
LOT 13 •�
18,813 SF� �l
++ •oo MIN. F.F.E,�,7 0
0.
'\ X�p }+ �oF LOT 9
qp 16,935 SF \ ;°
I S + + } oo IN. F.F.E.=713
+++
+ + / R.230 �� ` Ft��� PROP. SEWER ESMT. °
I \\ \ �+ +++} }+ tic \ qo \ / / ,�7°:� •1 0• � .�o l �� o�o°��, `�' (SEE UTILITY PLANS)
1.59' 1 �t R '\Rss¢�9 I LOT 12 0
22,539 SIF I /
• + + / \o\ MIN. F.F.E.=723.60 I N
JAMES JONES AND I \ + + Ti] 10.
C.
WANDA MANUS I \. + } + 06
LLC I DEED BK: 1787-PG 552 \ \ + + + •��� / N /.
776 I PARCEL#: 06120002 I \ + + } ' .RaQ5 n0, I /
L=64.09
A ZONED: R40 + + + ` /
USE: RESIDENTIAL +
\ \ \+ + } + LOT 10 / 5 15'
` } 19,984 SF 25' /
I \ •\ } + + F.F. 19.30
+ /
LOT 11
I \ \\• \ + + \ } �`. \ / / a Ay
N 23,372 SIF \/ /
OHP+ }\ o ( o N. F.F.E.=722.75 / / °
L-------
`S0 /
JAMES A D \' \ ••\ + + +++} + X ` ` a 88.70' ° /
I PATRICIA S
I PARCEL#: 06120002C
ZONED: R40 \ t } + \ \ �
I � RESIDENTIAL ` \ \ \ ^ � o1z o /
® /
I j �I •\ �: ++++ }+\a oN moo\ \ \ \ !
Ar /0 /
I + !
I EXIST. HOUSE '•\ \ }+++++
+ \ STREAM
I / / t '\ \+ }+ + AGE ESMT. \ \ \ ® © / ® 0 2J / 0 0�
I rho / l ••\ ` ++ �0THE ISAACS f
/ + ++ + \ \ PROP. PUBLIC WALKING TRAIL ESMT. \ / ® Qom/ GROUP, P.C.
+ � i � / ENGIINDNEERING &
I \ + + +`' \ \` ---- - -��/ o f� NO. C R1069 G O�
EXIST. HOUSE / \� + + \ 10 S-B LA ---- - �+
LLJI �M
\ + ++ }+ /
I I EXIST. 12" RCP I O \
I LE.(IN)=721.11 IW I � � ® •\ B ® ° ® o®®� + + r /`
I I.E.OUT=720.65 I� yA I QUPH(27) ���\� CAR ��ffff
X I ( ) I I v uBL ----- k ++ oFESS/0 1
C4 \ ICBN(1491
I I \\ + aHp SEAL
dHO dHO dH0 dH0 d \ dH0 OHP o OHP \ 0 P
I O I r f 026462 +
I
®� I o - _ ?
_.........................._..-..-..--..--..-..--..-...-..--..-..--FNGIN1E
WEDDINGTON- T HEWS RO - ❑ f �''�11�Y �(����,`•
MMM
G
Digitally signed by
c�HP x x xx 0 P P H oHP o P �oHP oHP oHP -- ' ---( �----- \ \ P Anthony B. Cowan,
I I
VC- P. E .
I I o Date: 2021.10.15
EXIST. 12" HDPE I EXIST. 10" RCP EXIST. 12" CMP EXIST. 18" RCP i i
LE.(IN)=722.54 I LE.(IN)=720.53 LE.(IN)=720.49 I LE (IN)=716.76 ° 08:38:39-04 00
LE.(OUT)-721.98 I LE.(OUT)-720.27 LE.(OUT)-719.18 I I I II I
Project:
GRAPHIC SCALETUDOR SANDIRA H
EXIST. HOUSE TRusTEEW E D D I N G T O N GLEN
KONDRATUK LIDIA ET AL 1 50 0 25 50 100DEED #WEDDINGTON, NORTH CAROLINA
PARCEL#: 06120015 EXIST. HOUSE PARCEL
061120013
ZONED: R40 I ZONED: R 0 , Title:
USE: RESIDENTIAL I BOLEY NANCY PATRICIA USE: RESIDE TIAL
& RICKEY DALE I 1 INCH = 50 FEET SITE PLAN
PARCEL#: 06120014 I ------
ZONED: R40 =
USE: RESIDENTIAL I N0. BY DATE REVISION # / / 1 9
0 File 16157-SP.DWG Date: 03 23 17 Project E r ABC
I 1 RER 9 18 17 REVISED PER COMMENTS C) . Design B ABC
EXIST. HOUSE 2 RER 1 /11 /17 REVISED PER COMMENTS uJ I S A A C S p Drawn By. RER
EXIST. HOU EE i 3 MTA 1 /24/18 REV. PER DUKE ENERGY COMMENT CIVIL ENGINEERING DESIGN AND SURVEYING C
Scale: 1"=50'
___________________ ____L------________________-L--_-_-_--_-_--_-__- 4 RER 4/16/21 UPDATE OWNER INFORMATION & BUFFER 8720 RED OAK BOULEVARD, SUITE 420 ^ ^
5 OTH 09/14/21 REVISED PER WETLANDS PERMITTING CHARLOTTE, N.C. 28217 ( _ 1 . L
6 OTH 10/13/21 RELOCATED TRAIL ESMT PHONE [phone] FAX [phone] v
P:\ActiveProjects\HopperCommunities\Weddington Matthews Rd Dev 16157\Engineering\Design Drawings\Current\SHEETS\16157-SP.dwg, C1.2, 10/13/2021 2:17:31 PM, ohenawi, 1:1

t + .�
HELMS RICKY LEE03
/•/'
PARCEL#: 06120003B /• \
•�.�'�'++ + + '\• ZONED: RCD © /. \ w
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N
n \
+ }+ + ++ + ++ +� ��o\ i � /•/• � ��+ + + + v sV � c
se + A-+ A -A-} +\ O• egg' /• S
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s I ++++t + A-
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++
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+
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+ + OQ • �.
\.
/ .4 \ �• FFER
i 0v
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4, 6' 3"E 36. 8' }
vv } } \A_3.A
+
�+ A-
+ \ + Al
SEASONAL RPW _ _ - • •% \
EXIST. TREES TO REMAIN TO PROVIDE
SCREENING . ADDITIONAL PLANTINGS
MAYBE REQUIRED IF EXIST. TREES DO
NOT ADEQUATELY SCREEN.
SIGN SCHEDULE
+� STOP SIGN (30"x30")
0,\`r o }} + \\ \F z
s + � (MUTCD R1-1)
m Q) \ } + + + ` 20 STREAM ` \ \ / �o O
\ \ Ix o I I I PROP. 5.0' WIDE `�+ + + �` \ \O o N B STREET NAME SIGN
\ } } } DRAINAGE ESMT. l -a
\ i I MULCH WALKING TRAIL �+ + } }} }�\` \ \ \ \ \1��9 ,(pR� ®®\, © STREET NAME SIGN
STREET SIGN LOCATION
-o
\
O PARCEL#: 06120004
20 _ �ROj �O \p ® o MOBRAY WANDA MORRIS
RCD
LOT 23 �o �® uo E D:FARM NOTES:
\/O/ 2�u Sp_ \ / \ N / ® 0 1. ALL STREET SIGNS, ROAD NAME SIGNS AND LIGHT
I - \ \ \C < 15,825 SIF POLES SHALL BE DECORATIVE.
\ , o \ / \ ' \ \ \ \ \ '\✓ ® 2. STREET SIGN STANDARDS NEED TO REFLECT CURRENT
� \ �\/ MUTCD REQUIREMENTS I.E. UPPER AND LOWER CASE
'0°0\ \ \ \ 00. 9�0 ° 05% LETTERS, HIGH RETRO-RELFECTIVITY.
LOT 24
C)iC _
18,340 SF \
\ MIN. F.F.E.=711. 5 � .ko�' - _ / 00
OP. / \ \ \ ' • \ /•° / WETLAND NOTES. I \ \ • • • ; PROP. 10 X10 FH ESM�
SDE/BMP/WALKING \ ` t EXIST. 15" HDP �� (SEE UTILITY P NS) / / A� WETLANDS SHOWN ON THIS MAP WERE FLAGGED BY LEN RINDNER
\ I S TRAIL ES \ \ t • t I.E.(IN)-7o3.56 \ �/ 1 ?/d S \
\• O I , \ \ \ .\• < ♦ \ (lP `Ic p cr o WITH WETLANDS & ENVIRONMENTAL PLANNING GROUP (WEPG) AND
\ , `
\\ \t t_t t ♦ t♦/ tLE.(ouT)=7o3.02 \ ; Gy ' �•15 SURVEYED BY THE ISAACS GROU
P. REFERENCE REPORT PREPARES0 19o020,298 SF BY WEPG DATED 11/18/2016.I O MIN. F.F.E.=699.4
PROP. FUTURE
ROAD EXTENSION
00,
\ \I •II I •� I ` I / / '\` X 0 \ \ \` \\ \`• •• t• `C ••••,t\ ` .E0 �7 35 \ \ ��/'O(tj1�' O,�'�O i'/• `
iI PROP. BMP #2 / 10p� `\ • �• • •` ••♦tIST. WETLAND \ 1�\26 Da-,- �• �.
I I I �. 'so PROP. STREET 4' \ • =• •` • t • t ' Y y0 -rt %. =22.4 . -8a .A
(WET POND) % / 0 LIGH (TYP.) AR \ \ ` • ,` • °d ; . • °> L=4 S1'
I / t
I I ' � \,/ \ LOT � %mop 3p• \ \ ♦ti r` • .I 'O� ? � ��.2�°' •.•:• �•o �. `,�,R — � ®®
15,688 SF -mil \ RFgR • ♦` • \` ' . X 9?%� 5 p
MIN. F.F.E.
1.70 Y v • t • \
R \
I1 '• I I I / l ,C/ _ �Rp s9 \. \•'t t •.•t• •�' t��\ R?a ./. '� ,,• ;ice'/' oN'� 5�
I I .01 +11 0 /� �- \RYA ` \ 5 • • •\ ' 9� S 0
L-44.65' o� Q/ \ • • • • • ' i \ F+ / \ ® o \
' moov / ' x\9 'v w� �- A • ♦ PROP. CON
III / so,o .\• \ r° LOT 26 o E D ONAL RPW \ • • t• t \ DRIVEWAY ( ) LOT 22 \ 3- °o
I I m rX 15,263 SF Q EG \ �s3 ♦ th : t. t
�. \ ,�j ` .• • � � ,, ' SEE DETAIL \� 15,124
IN. F.F.E.=704.10 \ =``�' �'
/ 22, 3 SF ¢� �9• 2 '�\ _ 0� / Q' �� o \ ` i� . `� , • " `\ SHT. C9.6 \N \\o
_ O N
MIN. F.E.=699.75 2 �1 o y o �, �, • •�� / o o F`
�? �� � L'N`' / Qom/ ^o\ J .C� t• �•�:p �3 � \ t^ o_ \ � �� \\
LOT 21 \� \ o
I \ } ++ + / / J ��'� "�R 44 4• O LOT 25 oQ'/'�Q j�.• /•:\ ` 16 449 SF\ ��o \ G
�.
MIN. F.F.E.=712.60 \ ,
MIN FFE.- 7.10 /
, O ", O •,; � /,1 EXIST.\
PROP. 3505 ti Q `oQ-IVLE.(I')=7o5.9
} _._ - Soo \ B��' S• N SITE TRIANGLE .E.(ouTk7o5.66 \\
v A-+ vv �0 I <,4 ��. R= ° _ �.���i�� '' (TYP) A \ •o
STOP �o \ R PR M v PR 9° 00
e,
e
e
e
I /
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+\} + + + }\ }$�ti � `s2Qp.�•, ,20•oe °..: �:A / h`ti �� �/ s�. r'� O. CROP. OP'S
P
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D PROP. H /C
Rl�, RAMP (TYP.
LOT 30 �Q Q UnocL;'\ � •: \�^ -' � / ��OQ. g ® D°�
17,698 SF PROP. EET
}}} \ �/ / \ MIN. F.F.E.=70325 / ^h / \FS'y):'\��.` \ / GN
}}+ }� /' I • '• t,•'••' t ••••••t•• •• t `;.•••�''`'♦` I '+�t}t } . }+} }+ +} } +}} + } + \ +\/+/}\ /�j+ } \` \ v\ ppRoop S2O0F•SO(�,�\,` �,` - _ / /PRpo�30r RRRp\��o �o
l// ' /<�:S�p/s •oo•>\ \i\\T
°' •,•�_ \\1��s, "d,\ ) LOT 20
LOT 31 ROP. 021,016 S/ FROP. SE15,121 SFH ESMT.+ II MIN. F.F.E.=707.4/4PSEE UTILITY PLMIN. F
%Go
elo, 0 o PLANS) PROP.x70/ \ /�(SEE UTILI IT ySITETRIAlLOT 32 1 16,412 SIF (TYP
AIFMIN. F.FE=7��t•1t • \
t•1/ / / A/
A °®
®Ao
A
PROP. BUFFER PLANTINGS
(SEE SHEET CO.0 FOR
• t••'•t• `•♦ ~ } ¢• •` • / �) \� \ � O°� 14 / I C EX T. TRANSFORMER
W ` • •1+ '. •• ` ' •• • • // 100.00t�Y• / / \I m 1 ® MORE INFORMATION)
• • • I•+ • `� •• • •• • • / EXIS GRAVEL DRIVE
15,407 S
' • t•t♦ . } t• .•�• t t' • t• ♦• t t ` \ \ LOT 33 o' �Q)
�O �• \• • ♦ •/ • \ \ , \ F �1
• • + ♦ t
t / •fD • t ♦
I•+• • •• •••• ♦• •' • ' & •. /'' rn '` LOT 19 u" ® ®
I • • •r�• • �• �00
• • • • / • • • ` • • ` • S%/�F \ /'' 95 \ , i \ �
\ 16077 SF EXIS TELEPHONE � ® +
' • •` • • • /• • A • • • gib'• qM / 5A \ \ PEDE TAIL
` ' I I}t'•k t•k+ .♦t tyy't• •t•'.� �,• Tt• eU fR �1 ,i p(: \ ,
8�'\ MIN. F.F.E.=707.9
1) 3
• I+ + �th•t♦ ,• t•tt't• tt ••tt •t •P •• ••t••t ♦• ♦•tt t '9S. \ '\ • \rn \ / / \ \ EXIST. 12" HUF'E o 1
�+ +/ •• '••• •• ': t • • '••• .' t • _ t DR INA E MT. / \ 9 \ . 2 LE- ouT -71
0 TR M / ( )-
\ \ oo \
•• t • t t t • t t t♦ • t• t • • t t t•
} } • . • . • ' . ` • • • • ER IA S AM LOT 34
6 / I A-+ t• .♦t• t` . t •♦t• .` ' .• .•t• .♦t• \ �O 15,000 SF \ \ \ \• / \
I • • • • • • • • • • \ \ EXIST. 151 HDPE
• A -
EXIST.
• t' • t • t • • • ♦ • • • • • • t• • ♦• • t • t •• • — _ ♦ > • • o \ \ ;c LE. IN 7 1.19
G} TL D • ♦ • •, • •t • � -- - -- /. •. t �•• �' 0• / \ b �. LOT 18 � )
/ � + } • • ` ♦ • • • • • • • • ` • • ` • • • • • • • • t ' — /' • • • ♦ i• ` • o s \ 16,087 SF •. \ LE. OUT----�(10.64
y . I}} }+ '•`• ••`• ' •'t`••` •.`•'t` '• ' ` •t • 1•• • �`•i' \ OG / / \ ' \\\ \ MIN. F.F.T�1.30
UNIMECK RETAIL TAP / + ♦ t t • t • • t • • t • t • t t ♦ • '•• •• •y•`. � 'P 1,50• �a .� 6` . 5�/ '''' .
LINE (1U2438) + ` • • • • ` • ` ` ` • • _ o'` / '
STR.# 113-117 (TYP.) . I • t` t • \ _ : \ p/- - L
I + ` • • • • • • ` • • / \ � . 1 � •y EXIST. 15" i�CP
iI } • • t♦ ♦ • •• • • 4 • — / \ L r, LE.(IN) 711V245
I Ar + + + + .�'\� ' :'.\00• 6 ``'�% Os < 1 GRAPHIC SCALE
• / I I + +} + + } } t� } } } + -1- }} + } + + + t t • • t • • • • \ . • \ �\ \\ ij . \ kp,1 6 Q' 00
} + + } y A-+ - _ 0 Q�• 1 50 0 25 50 100 A-+ + + + } + + 16,731 SF �� a / EXIST. 15"•,DPE
I • + ` _ } + ++ } } A- + }} } + } + ++ } } } + `a I \ $' I.E.(IN)-71d+52
/ \ - - } } + + + }} + + } + +} } } + ; ` ' _ _ - �1��\ \ / \ \ I.E.(OUT)-7110.20 1 INCH = 50 FEET
/ -
1 - + :o \ LOT 17 \ \ 1
p � �' + + ` � \ DR NA E T. / �\� .,� \ 15,734 SF
/ ��--_
bo � + }+/mil\• \ MIN. F.F.E.=713 1 NO. BY DATE REVISION
\ o / " s, `\ / 1
/ }+ } + / \ o o / / /// R3� 1 RER 9/18/17 REVISED PER COMMENTS
7,
0' ® — _ ++ + }+� ` ' 5 \ O. \ / °�' / / i/!� �'T A�$ ' 1y' 2 RER 12/11 /17 REVISED PER COMMENTS
/ I I I PROP. BMP #1 _ - + ++ AM d A
V ` /j ,� \ \ ti�� i \ 3 RER 1 /17/18 REVISED PER NCDOT COMMENTS
(SAND FILTER) \\�� } MT II J, \\ �� j ���'� D�rO +.o��\ / �969�5 / \ 1 4 MTA 1/24/18 REV. PER DUKE ENERGY COMMENT
-� �, \ �P� / -,'�\. \ \ , 1 5 ABC 1 4/16/21 UPDATE WETLANDS AND BUFFER
6 OTH 09/15/21 REVISED PER WETLANDS PERMITTING
f THE ISAACS I
GROUP, P.C.
ENGINEERING &
AND SURVEYIN(
NO. C-1069 ,
--
SEAL
026462
1N0-.'
Digitally signed by
Anthony B. Cowan, P.E.
Date: 2021.09.15
17:40:28-04'00'
P:\Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Design Drawings\Current\SHEETS\16157-SP.dwg, C1.3, 9/15/2021 5:02:14 PM, bcowan, 1:1

HARA, SC TT S.
& DEBR S.
SAX PIN #06 20001
/ a
X10
Im m Im I �y I I w EXI T. GR VEL DRIVEWAY
EXIST. NCDOT MAINTENANCE LIMITS IX
r� I nL EXIST. POWERLINE I 1 1 TO ERE OVED AND
n (1 �
ALONG BACK OF DITCH (TYP.) 71 H TO BE REMOVED i REP ACED (SEE SHT. C2.1)
EXIST. WATERLINE MANHOLE to I I I SIMPSON, JASON N. PROP. MILLING EXIST. NCDOT MAINTENANCE
EXIST. FIRE HYDRANT SHAVER, WANDA Y. UNIMECK RETAIL TAP 71 v � EXIST. BIRCHAVEN DR 1 DEED BK: 3095-PG 860 0" TO �" (MAX) C�?(EP
Z_ LIMITS AT BACK OF DITCH (TYP.)
DEED BK: 1083, PG 227 ® LINE (1U2438) -0 I I 1 1 TAX PIN #06120002B (SEE CROSS SECTIONS I
-EXIST. GATE VALVE TAX PIN #06120001 STIR. 113-117 (TYP.) 10 o TUDOR, SANDRA H., TRUSTEE 1 FOR w11LLING DEPTH) JUACHE, SARAH ANN
Lp 0+00
PROP. SAW CUT &
2" MILLING
(SEE NCDOT NOTE 2)
PROP. MILLING
0" TO 2" (MAX) ® EP
(SEE CROSS SECTIONS
FOR MILLING DEPTH)
EXIST. WATER METER m
------�-L
-__-_T��I�_
DEED BK: AP14-38
��8__�
1
EXIST. TOWER POLEo
DEED BK: 6671-PG 516
I
PROP. SAW CUT &
EXIST. 16" DIP I�
WATERLINE
m
z
Ao I
I�
- ____ _--_------
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TAX PIN #06120002A
I
2" MILLING
(SEE NCDOT NOTE 2)
m
(SEE LHEET_'C2.1)
x
w
EXIST. WATER METER
HO I
dHO dHO
I
/
1�
I
I
MANUS, WANDA
dHO dHO
0
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SST. NCDOT MAINTENANCE ESMT.
EXIST. PIPE TO
>.
I
DEED BK: 1787-PG 552
- dHO 0
l-----
dH
I
_
i
0NG BACK OF DITCH (TYP.)
BE REMOVED!
3
I
TAX PIN #06120002
- ---
----25'
_
W'
EXIST. 16" DIP
WATERLINE
7
-
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X�Hk�HHHHHHHHHHH
W W
I
1+00
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------- G-_------- z--------- G-' - ,.- --- -- - -- _� i --�- -� ►- FO/C FO -I--CFO/
-----� _ - _-------------1--- �� - - G G - - Gi - -� C G
----------
dN0- HP / /OHP OHP OHP OHP I - - - - -
EXIST. GAS LINE PROP. MILLING OHP
UNION COUNTY BOARD OF dHO (MAX)/ / >w EXIST. PI TO BE x-x�x w 0 P OHP 0
ROLLINS JERRY C w I w
0" TO 2" Ca? EP
ST. NCDOT MAINTENANCE LIMITS & VERGINIA P a> REMOVED AND I
EDUCATION / /
& DANNY McMANUS ALONG BACK OF DITCH (TYP.) (SEE CROSS SECTIONS DEED BK: 5078, PG 5 woo RELOCATED I I I. Xo> KONDRATUK LIDIA ET AL
EXIST. TELECOMMUNICATION LINE FOR MILLING DEPTH) PARCEL : 06120016 I EIXIST. 12" RCP I w.6R
PARCEL#: 06123016 PROP. BENCHMARK o / ZONED: R40 EXIST. SWALE (TYP.) I I INV.=724.32' PARCEL E 0 R4 0015
DEED BK-5305 PG-13 = x x ZONED: R40
ZONED: RCD (SEE SHEET C1.0) USE: PASTURE EXIST. NCDOT MAINTENANCE LIMITS I I I USE: RESIDENTIAL
USE: PASTURE WEDDINGTON-MATTHE S RD. ALONG BACK OF DITCH (TYP.) I EXIST. 12" RCP
UNIMECK RETAIL TAP
I (S.R. 1344) / / I INV.=723.91' EXIST. WATER METE[
LINE (1U2438) WEDDINGTON-MATTHEWS ROAD - EXISTING CONDITIONS EXIST. POWER POLE
STR.# 113-117 (TYP.) ® (TYP.) EXIST. POWERLINE (POSTED SPEED LIMIT = 45 MPH)
TO BE REMOVED! EXIS CHAN LINKED FENCE
LL GE A 0 IN EAS M IN MU T C M LY m m m I I I w I
GUIDELINES & RESTRICTIONS ( AREA 'A') - IN x I �
TREES WITHIN WIRE ZONE (MEASURED 15' FRO r�l 1 ',,I RECONITRUCT GRAVEL }
UTERMOST CONDUCTOR). DUKE ENERGY HAS THE o I SIMPSON, JASON N. DRIVE�NAY FOLLOWING
SHAVER, WANDA Y. RIGHT TO REMOVE ANY/ALL VEGETATION WITHIN Ci O o 0 I 01.Z7 I INSTALLATION,;"OF w I
DEED BK: 1083, PG 227 m u ® ®® 1 ; DEED BK: 3095-PG 860 PROP. 15' CLASS IV CP
EASEMENT. m 1 m e TAX PIN #06120002B Q
TAX PIN #06120001 TUDO DRA H., E
0 4 0 - SEE SHT. 2.1) JUACHE, SARAH ANN I
m __-__-_� --- DEED BK: AP14-38 - �1 1 _I o DEED BK: 6671-PG 516
3 I m ( - - - T,477I1V- ff=20-0�- - - _ - _ _ - _ _ - _ _ - _ PROP. POWER -P E RELO_ ATION it TAX PIN #06120002A
70 z I � 1 t-1 18' OFF EOP T N. AT4 3-T FT - - I
I� m INSIDE PROJECT { ROPERTY LINE. w END 2" OVERLAY
(SEE NCDOT NOTE 2)
HP
dHO dHO I / 1 O CONTRACTOR 10 COORDINATE >, I MANUS, WANDA
HO dHO dHO _ > `1 LOCATION WIT UNfON POWER k 3 I DEED BK: 1787-PG 552
------ dH0 I I . -�- _ RE�u ' I TAX PIN #06120002
•
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(30' FROM CENTERLINE) -
-
_
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7- -
� OHP
WIDENING I
OHP
0-+I00
_
_ - - -
I
30' FR0 C
( M ENTERLIN - -
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OHP
W _ - -
j
W
PROP. EP I
-
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" - - -
W_
W W
PROP. EP of
Oy
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3+00
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G FC? C .................. -+-
BEGIN PROP. 2" OVERLAY 1 -FC C fO�C F0/0.... ... . 'FO/C Ffl..0...................FO. C......- F.O..0 -I-
(SEE NCDOT NOTE 2) 1 --- G / FO C PROP. E -FeI 0 C FO C Fo jc F�d�c .................. �o-c. - - - - - - - - - - - - - - Fo/e Foj I
_ G G G I G G G G G G FO C �C.....
_ _ - - vs, PROP. E F �0 FO�C G FO FO/
� 153.73' dy / / G G - G - -� C G
- - _ _ _ _ _ PROP. 60' DEDICATED R W 1- - TRANSITION BETWEEN o
(30' _ _ _/- - _ - _ _ - _ _ PROP_ 60' DEDICATED R W
BEGIN PROP. ROAD �OR�v1AL�ROWN----------- - f-__-�--
WIDENING / (30' FROM CENTERLINE) ------------ -I_
---�iH0 OHP 0HP OHP
UNION COUNTY BOARD OF OHP OHPi
OHP
/ / I I
dHO� OHP----�' x - 0 P OHP OHP
EDUCATION / / ROLLINS JERRY C
& VERGINIA P _ _
& DANNY McMANUS / I KONDRATUK LIDIA ET AL
PARCEL#: 06123016 / DEED EL# 5061 01 5 L J I - PARCEL#: 06120015
DEED BK-5305 PG-13 oz PARCEL 06120016 I EJXIST. 12" RCP
ZONED: R40 3 I I INV.=724.32' X ZONED: R40
ZONED: RCD WEDDINGTONMATTI3[� S RD. / / USE: PASTURE I I I USE: RESIDENTIAL
-
EXI
USE: PASTURE ,,��•� I (S.R. 1344) I NVST723'91'
UNIMECK RETAIL TAP
LINE (1U2438) WEDDINGTON-MATTHEWS ROAD - PAVING AND WIDENING PLAN
® STR.# 113-117 (TYP.) EXIST. POWERLINE (POSTED SPEED LIMIT = 45 MPH)
HARA, SC TT S. / TO BE REMOVE �r .rcr �+ l 1
LL VEGE A 10 N D EAS M N MU T C M L T m Rm
T�rX PIN R S.#06 20001 ( GUIDELINES &RESTRICTIONS (AREA 'A') - NO IX X 50�00' g ,I I z I
n m 35'X35' SIGHT TRIANGLE 26.00' 1 >I EXIST. WEDDINGTON-MATTHEWS ROAD AND J
/ TREES WITHIN WIRE ZONE (MEASURED 15 FRO 1 ',I HEMBY ROAD INTERSECTION 1,230 FT NORTH 4" WHITE SOLID LINE I
/ UTERMOST CONDUCTOR). DUKE ENERGY HAS THE to�����` ' 1 SIMPSON, JASON N. Li EDGE MARKING (TYP.) I
dyo / EXIST. FIRE HYDRANT SHAVER, WANDA Y. RI HT TO REMOVE ANY/ALL VEGETATION WITHIN m O O p �I I DEED BK: 3095-PG 860 NCDOT STD. 1205.01
DEED BK: 1083, PG 227 E SE ENT. Im m m 1 TAX PIN #06120002B � I
EXIST. GATE VALVE TAX PIN #06120001 mo o ( TUDO D R A H., E Z m JUACHE, SARAH ANN
/ / Im 4 DEED BK: AP14-38 n (� 35'X35' SIGHT TRIANGLE
/ 0 EXIST. WATER METER m _ _ - _ _ - Lri _L _ _ _ - _ ®1® I o DEED BK: 6671-PG 516
4" WHITE SOLID LINE ( m m TPI1V-#Dti2b06- - - - it
EXIST. 16" DIP m � I- - - - - - - �$)t7 sFGH� }Ap}��- _ _ L- _ _ _ _ _ _ TAX PIN #06120002A
/ d EDGE MARKING (TYP.) Im r Im O 'YELLOWiLi EXIST. WATER METER
WATERLINE � z � PROP. ENTRANCE � C>!
dHO NCDOT STD. 1205.01 I� m MONUMENT SIGN Rap. p 0 w I
1 PROP. ENTRANCE DIAGONAL LIN
dHO dHO MONUMENT SIGN NCDOT STD. 1 5.01 I MANUS, WANDA
l" .. _ _ dHO 10'X70' IGHT TRIANGLE I DEED BK: 1787-PG 552
r
PROP. STREET & 1205.09
HO dHO dH0 I I � ° r�l
- � W 1 - - - - - - - - - PROP. 60' DEDICATED�W_ _ I _ _ - - -(TYP.)END PROP.
ROAD TAX PIN # 6120002
----
U/ - ) -� - PROP. STOP SIGN o I W' ROP ROAD
NAME SIGN
W (30' FROM CENTERLINEENING
_ OHP OHP OHP OHP
-� - 0+00 . • • • .... 1 _ _ 4"60UBLE SOL 30' FROM CENTERLIN OHP WI
W _ _ - - YELLOW CENTERLI E R1-1 CO I U- w -
_ - W PROP. EP $T STD'-1�0� 1 1 I p
T-ioo ...................... W
- o W W W W C tiq W
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2+00 3+00
d'
t 1
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s+oo
FO C G FO C .. oo
- -
-- • ---- - - - - FO/O- •F&/C................. .FO. C/..
........ _......Ffl�.�...... .........Fo./e..-•-•--- - - F•o/� Foe I
PROP. E F C FO C FO/C F �/C ................. FO/C.............. FO/O FO/ .... . .... FO/E C....
Y ow
G PROP. E F /C FO C FO
FO/ O/� o-fC
-- --- NCDOT STD. 1205.01 G G G G G G G G G G / G G - C c F
- - - _ _ _ _ _PROP. 6_0' DEDIC_AT_ED R W _ _ _ /G
------------ _/-_ - ��O / /
BEGIN PROP. ROAD 4" YELLOW DIAGONAL LINE (30' FROM CENTERLINE) ------ --- -- ------ - -- ---__ __-__/ -_____ PROP. 60' DEDICATED R W G
WIDENING NCDOT STD. 1205.01 & 1205.09 4" WHITE SOLID LINE / I (36FROM CENTERLIN ) -+-- ---- ----- ---__-I_
EDGE MARKING (TYP.)
0 P OHP OHP OHP OHPI OHP OHP 0 P OHP x� OHP
UNION COUNTY BOARD OF 2/3 A = 235' (FOR 7' WIDENING) NCDOT STD. 1205.01 HO dHO- / / ROLLINS JERRY C I EDUCATION__W & VERGINIA P L - - J 4" DOUBLE SOLID v
& DANNY McMANUS T=100' 50' LEFT DEED BK: 5078, PG 5 YELLOW CENTERLINES I I KONDRATUK LIDIA ET AL
WHITE 3'-9'/SP MINI -SKIP LINE PARCEL#: 06120016 gXIST. 12" RCP
PARCEL#: 06123016 NCDOT STD. 1205.01 & 1205.05 D=150' TURN LANE STORAGE / ZONED: R40 NCDOT STD. 1205.01 I INV.-724.32' PARCEL#: 06120015
DEED BK-5305 PG-13 4" WHITE SOLID / / EXIST. POWER POLE I ZONED: R40
ZONED: RCD LANE LINE PROP. DIRECTIONAL WEDDINGTON-MATTHE S RD. / / USE: PASTURE A=300' (FOR 6.36' WIDENING) (TYP.) I I USE: RESIDENTIAL
USE: PASTURE NCDOT STD. 1205.01 ROAD MARKING
[ EXIST. R P
V723'91NCDOT STD. 1205.08 (S.R. 1344)
EXIST. WATER METER
WEDDINGTON-MATTHEWS ROAD - PAVEMENT MARKING PLAN
LEGEND
EXISTING R/W
----------
PROPOSED R/W
w
EXISTING WATER LINE
EXISTING STORM DRAINAGE PIPE
-•-•-•-•-•-•-•--
EXISTING EDGE OF PAVEMENT
oHP
EXISTING OVERHEAD UTILITIES
FO/c
EXISTING UNDERGROUND TELE. UTILITIES
G
EXISTING UNDERGROUND GAS UTILITIES
X
EXISTING FENCE
PROP. STORM DRAINAGE PIPE
2„ PAVEMENT OVERLAY
PROPOSED PAVEMENT
NOTE:
THE TOPO PROVIDED BY THE PE CAN ONLY BE
IN SUPPORT OF THE PEs PROJECT AND
CANNOT BE ISSUED TO BE RELIED UPON BY
OTHERS. THE PE WILL BE TAKING
RESPONSIBILITY FOR THE TOPO AS IT IMPACTS
THE PROJECT UNDER THE PE LICENSE.
NCDOT NOTES:
1. ALL WORK TO BE DONE ON EXISTING NCDOT MAINTAINED STREETS SHALL REQUIRE
NCDOT ENCROACHMENT/ACCESS APPLICATIONS, SUBMITTED TO THE CITY/COUNTY
ENGINEER AND APPROVED BY NCDOT.
2. ALL PAVEMENT JOINTS ASSOCIATED WITH THE WIDENING OF WEDDINGTON-MATTHEWS
ROAD TO BE SAW CUT AND MILLED FOR FLUSH TRANSITION.
3. ALL PROPOSED IMPROVEMENTS ON NCDOT ROADS TO BE PERFORMED IN
ACCORDANCE WITH NCDOT STANDARDS.
4. SEE SHEET C7.1 & C7.4 FOR EROSION CONTROL MEASURES.
5. OWNER IS RESPONSIBLE TO REMOVE EXISTING TREES/OBSTRUCTIONS LOCATED
WITHIN THE SIGHT LINE. PERMISSION FROM ADJACENT PROPERTY OWNERS IS
REQUIRED TO TREE/OBSTRUCTIONS REMOVAL FROM ADJACENT PROPERTIES. IF
TREES ARE ONLY TRIMMED AND NOT FULLY REMOVED, AN EASEMENT WILL BE
REQUIRED IN ORDER TO MAINTAIN CLEAR SIGHT DISTANCE.
6. ALL CURB & GUITTER MUST BE SET ON 5" OF ASPHALT BASE COURSE.
7. ALL FIXED OBJECTS THAT ARE NOT CONSIDERED BREAKAWAY MUST BE REMOVED
FROM CLEAR RECOVERY ZONE (18'-20' FROM EDGE OF FUTURE PAVEMENT).
8. PATCHING AND LEVELING MAY BE REQUIRED PRIOR TO RESURFACING THE ROAD.
(POSTED SPEED LIMIT = 45 MPH)
NEW PAVEMENT WIDENING EXIST. PAVEMENT W/ OVERLAY
� I ►
2" BITUMINOUS CONCRETE i 2" (MIN.) OVERLAY, TYPE S9.51B
COURSE, TYPE S9.5B
3.0" TYPE 119.013
IN ONE LIFT
XIST. ROAD PAVING STRUCTURE
5.0" TYPE B25.0 B OR C
IN TWO 2.5" LIFTS
COMPACTED SUBGRADE
WEDDINGTON-MATTHEWS ROAD
OVERLAY PAVEMENT SECTION
CAY fff�00
O� FESS/ 'L
THE ISAACS �tiy f
GROUP, P.C. SEAL < S
ENGINEERING &
AND SURVEYING z=' 026462
NO. C-1069 �+ f
Digitally signed by
Anthony B.Cowan, P.E.
Date: 2018.01.25
08:47:42-05'00'
EXIST. CHAIN LINKED FENCE
GRAPHIC SCALE
30 0 15 30 60
1 INCH = 30 FEET
NO.
BY
I DATE
REVISION
1
AEN
09/18/17
PER NCDOT REVIEW COMMENTS
2
MTA
12/11/17
PER NCDOT REVIEW COMMENTS
3
AEN
1/17/18
PER NCDOT REVIEW COMMENTS
4
MTA
1/24/18
REV. PER DUKE ENERGY COMMEN
Project:
WEDDINGTON GLEN
WEDDINGTON, NORTH CAROLINA
Title: WEDDINGTON-MATTHEWS ROAD
IMPROVEMENTS PLAN
File #: 16157-RI.DWG Date: 07/03/17 Project Egr: ABC
W O G7 Design By. ABC
2
- Drawn By: AEN
CIVIL ENGINEERING DESIGN AND SURVEYING C
U Scale: 1"=30'
8720 RED OAK BOULEVARD, SUITE 420 C2.0
CHARLOTTE, N.C. 28217
PHONE [phone] FAX [phone]
P:\Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Design Drawings\Current\BASE\16157-B-RI.dwg, C2.0-RI PLAN, 1/24/2018 4:17:21 PM, mmcglauflin, 1:1

SC TT S. / / C 1 I i' �.v v ��I �� \ f�OP. 5" RCP
L GE A O D EAS N MU T COM L �;
-BR S. / i �' \ X __------ ?- - EXIST. POWERLINE 1 e ,;11 /' I z I V(. IN 725.40
#06 20001 A GUIDELINES & RESTRICTIONS( AREA A ) - N x 7 m - I TO BE REM VED - - o� I _ PROP. 2 LF OF LASS IV \
i--- 26-- - I -I- I 11 _
\ BEf IN PROP. \ TREES WITHIN WIRE ZONE (MEASURED 15' FRO o r _ 'f / �- I II II P -
- I , / � 15" RCP �S OPEC 1.19%
\ R W ,DEDICATION \\ UTERMOST CONDUCTOR). DUKE ENERGY' HAS THE o ��, 2� - 1 � 11 SLOSON, JASON N.
\ / SHAVER, WANDA Y. �QQQQQQ!'7 O d Q I 1
- RI HT TO REMQYE ANY ALL VEGETALI6I WITHIN _ O ® DEED BK: 3095-PG 860 I -_
DEED BK: 1083, PG 227 I oTl1 TAX PIN 06120002E \ / ^
\ 2� TAX PIN #06120001 / E SEMENT. 0 4 ' C 1 I I, / # / ��ND PROP. a A VSARA-MANN
TUDO DRA H., E ` i
0 / \ \ 4 0 _ DEED BK. AP14-38 I PROP. 5GU FT. o
\ \\ EXIST. NCDOT MAINTENANCE LIMITS \ \\Im - - -----T PIN-#t7GT2Db6 --- e 1, - -�-_ SIGHT DISTANCE - I w/W DEDICATION w \ �� \ TED'BK: 66 12 002A - SEXIST. NCDOT MAINTLNANCE N
i �. 1 / _ \ DEED 'BK: 6671-PG��6 I LITM�TS AT BACK OF DITC1d (TYP.) _
ALONG BACK OF DITCH (TYP.) UNIMECK RETAIL TAP PI
�, x EXIST. GRA DRIVEWAY TO BE'-
/ \ _ / PROP. P-OWER � im ��- \ V 1 \
1 LINE (1 U2438) �� - - - z TAILOUT PROP. SWAL / / \ N
c ---- dHO m i S 18' FF EaP (MIN.) w \
dHo- 1 dH0 H STR. �11�-�17 TYP. I SIGHOTPDISOTANCE 4+61.97 / AND 3 FT I SID,-PROJECT \ BUILT BACK T2D,ORIGINAL CONDITION ��
\ / N WITH 1 FT MIN. COVER OVER CLASS IV RCOS� I MANUS, WANDA \
X - - - dH0 \_ dH0 I ! I \ - _ - - LINE
# ( ) / 8
_ � � \ Pam. 15" RCP � � \ 1 DEED BBC: 1787-PG 552 w �
dHo d _ -, - 6+12.61 v - R / PlI t 12 2
w -
\ I --- dH0
____ OHP _
- _ _ - PROP_60' DEDICATED R W_ _ I - _ -
725.15
w �- F (30' FROM CENTERLI E) - - INV. -
--/-728----•...-49
-.....• - �/ � '
----- -
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I ----- � --- I i i 3 i0M CEN - - � _.- '7+59 -- -_-- OH I � 0H J \//
-l- ---- ---- --- .7 _---- --
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p_p - 00 ---------- ---- --- w --- ----- - -- `- -� - _a _ _-724---
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L G i- --2t0------730--- ----- - 3+00 7 S ---- oo ---I---729----- \\ ----• - W - ------ - - --- V.
=
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----- PROP _ - -- ----- � ----- FO C FO C g .........
f- -----
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- J-7 -r -. -► G G - - -- - _----- G F G - __ _P 02.E _
--- 1+00.00 ------- ---- -- ---_C - �? ____-- - --_ --- Fo/c �o -
\ \- - 1 +50. 70 � - _ _ = P _ DDDreA Elm _ - 1 - - - - - i i - 28 _ -� -� _ - -
2+02.35 (30' FROM CENTERLINE - - - - - - - - - _ _ _ - -
i - - ------ - - _/ PROP. 6Q' DEDI _� i;-- - - �� - - - ----- G =_=
/ \ - - - - - \ 3+07.47 +58�4-0 4+1 1.07 � I,Z _ _ \ � /T \ (30 FROM CE TERLINE) I 6+61.05 - - - - - -� - � - C \ - \ \ - - - -725- - --72
/-730--_---� --- -- - -
\ dHO, _ - 7 OH OHf� �I I \ �±11.09 I �� - �-
/ / ( OHP OHP 0 OHf� OHP P HP
- -1 �IION Cal T-Y BOARD of \ / - - - / 5*61./3 I I \ ,� ,�
BEGIN PROP. _ , - \ dN0 5+12.28 / R & LVERGINh2 P C \ \ >� \ \ OHP \
i & DANDNYAMcOMANUS / Yf - - _ 26' /. % - \ 2 \ - �/ 1 \
PROP. 15 CP - - -
R/W DEDICATION / DEED BK: 5078, RC 5 INV. OUT77 7.93 I I -
�� i PARCEL#: McMAN 16 - KOND ATU�C M12 ET AL 1 1
/ ,� EIXIST. 12" RCP
i � - �A,RCEL#: 0612001 b` � � �I �� � � PA CEL#: 06120015 \ I\
- � I IN�lq 724.32'
- DEED BK-5305 PG-13 rn i ZONED: PASTURE
/ END PROP. I ZONED: R4Q \
- ,- EXIST. NCDOT MAINTENANCE LIMITS N / / / USE�PASTURE / I \
� ZONED: RCD � � R/W DEDICATION I � FUSE: RESIDENTIAL � \ I
w ALONG BACK OF DITCH (TYP.) / / WED-DIMGTON-MATTHE S RD. / / PROP. 15" I \
USE: PASTURE I _
� - - ` L -725f - _ � � \ PROP. 25 LF OF 15" RCP 1 � IST. 12" RCP I
�� lN= 7.15 I I \ INV\-723.91' \ \ \
(S.R. 1344�� / / - _ v SLOPED 0.88% I v v_ v v
WEDDINGTON-MATTHEWS ROAD - GRADING PLAN EXIST. NCDOT MAINTENANCE LIMITS
\,-MANUS, WANDA PROP. 500 FT. \ I \1 JONES, JAMES SCOTTI\ GRAPHIC SCALE ALONG BACK OF DITCH (TYP )
DEED�BK: 1787-PG 552 w \ I & PATRICIA S. (POSTED SPEED LIMIT = 45 MPH)
SIGHT DISTANCE w
TAX PIR #06120 02 N ' - _ \ T\4X PIN #06120002C 30 0 15 30 60 SCALE = 1 ":40'
.50 \ `'' Lu n ci I I
/ 9 8+6 ddH0 (� 1 INCH = 30 FEET
-1 ---724---
_ I _----
-_--- W roil
=W-- ----
0 IS - \
X T. C TERLINE �A� �P� 10+50
\ / -
-
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_ \ -
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COND ATUC�LIDIA ET AL \\� ��
PA CEL#: M120015 \ I \ I \ �OLE NANCY/�ATRIC-
ZONED: RR4� \ I I I DALE
-USE: RESIDENTIAL - � \ RICKEY \ I 1 \ PA CEL,#:�6120014
\ I I I ZONED: R40
\\ \ \ I II I U I
E: RESIDENTIAL
GRAPHIC SCALE
40 0 20 40 80
1 INCH = 40 FEET
NCDOT NOTES:
1. ALL WORK TO BE DONE ON EXISTING NCDOT MAINTAINED STREETS SHALL REQUIRE
NCDOT ENCROACHMENT/ACCESS APPLICATIONS, SUBMITTED TO THE CITY/COUNTY
ENGINEER AND APPROVED BY NCDOT.
2. ALL PAVEMENT JOINTS ASSOCIATED WITH THE WIDENING OF WEDDINGTON-MATTHEWS
ROAD TO BE SAW CUT AND MILLED FOR FLUSH TRANSITION.
3. ALL PROPOSED IMPROVEMENTS ON NCDOT ROADS TO BE PERFORMED IN
ACCORDANCE WITH NCDOT STANDARDS.
4. SEE SHEET C7.1 & C7.4 FOR EROSION CONTROL MEASURES.
5. OWNER IS RESPONSIBLE TO REMOVE EXISTING TREES/OBSTRUCTIONS LOCATED
WITHIN THE SIGHT LINE. PERMISSION FROM ADJACENT PROPERTY OWNERS IS
REQUIRED TO TREE/OBSTRUCTIONS REMOVAL FROM ADJACENT PROPERTIES. IF
TREES ARE ONLY TRIMMED AND NOT FULLY REMOVED, AN EASEMENT WILL BE
REQUIRED IN ORDER TO MAINTAIN CLEAR SIGHT DISTANCE.
6. ALL CURB & GUITTER MUST BE SET ON 5" OF ASPHALT BASE COURSE.
7. ALL FIXED OBJECTS THAT ARE NOT CONSIDERED BREAKAWAY MUST BE REMOVED
FROM CLEAR RECOVERY ZONE (18'-20' FROM EDGE OF FUTURE PAVEMENT).
8. PATCHING AND LEVELING MAY BE REQUIRED PRIOR TO RESURFACING THE ROAD.
NEW PAVEMENT WIDENING EXIST. PAVEMENT W/ OVERLAY
2" BITUMINOUS CONCRETE i 2" (MIN.) OVERLAY, TYPE S9.5B
COURSE, TYPE S9.513
3.0" TYPE 119.013
IN ONE LIFT
AST. ROAD PAVING STRUCTURE
5.0" TYPE B25.0 B OR C
IN TWO 2.5" LIFTS
COMPACTED SUBGRADE
WEDDINGTON-MATTHEWS ROAD
OVERLAY PAVEMENT SECTION
PRO
. 500 FT.
- - -
- -
- - -
- - -
- -
- � SIGH
DISTANCE - -
- -
- -
- - -
Lo
-
-
_ _ _ _ _ _
_ - -� ,
-
_ _
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Intn
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00
00
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00
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00
00
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00
00
00
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r7
N
N
N
N
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N
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732
LO
730
728
726
724
722
720
00
00
N
r
c
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a
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-4+00
l �
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NOTES:
1. PAVEMENT MARKINGS SHALL BE IN ACCORDANCE WITH STANDARD
PAVEMENT MARKINGS PER MANUAL ON UNIFORM TRAFFIC CONTROL
DEVICES.
TURN ARROW DETAIL
NCDOT STD. NO. 1205.05 & 1205.08
-3+00 -2+00 -1 +00 0+00
SIGHT DISTANCE PROFILE
(POSTED SPEED LIMIT = 45 MPH)
SCALE = 1 ":40"H & 1 ":4'V
1 +00
2+00
3+00
4+00
732
730
728
.0
4-J
726
N
LLJ
724
722
720
N
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THE TOPO PROVIDED BY THE PE CAN ONLY BE Digitally signed by Anthony B.
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o i uJ o i $CL�DIT (0'-6.90') (WIDTH iVARIES) (0'-6.40') i zz 1 o CANNOT BE ISSUED TO BE RELIED UPON BY V�J Date: 2018.01.25
ti i Q �, i i z i OTHERS. THE PE WILL BE TAKING 08:48:18-05'00'
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12\V/31 (SEE NOTE 2) \�13\�� 21 EXISTING STORM DRAINAGE PIPE IMPROVEMENTS PLAN
EXIST. SWALE EXIST. SWALE - - EXISTING EDGE OF PAVEMENT CC
oHP EXISTING OVERHEAD UTILITIES NO. BY DATE REVISION File #: 16157-RI.DWG Date: 07/03/17 Project Egr: ABC
1 AEN 09/18/17 PER NCDOT REVIEW COMMENTS W G7 Design By. ABC
WEDDINGTON-MATTHEWS ROAD IMPROVEMENT X-SECTION A -A Fo/c EXISTING UNDERGROUND TELE. UTILITIES C = �
2 AEN 12/11/17 PER NCDOT REVIEW COMMENTS H O Drawn By: AEN
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x EXISTING FENCE / / U Scale: VARIES
4 MTA 1/24/18 REV. PER DUKE ENERGY COMMENT 8720 RED OAK BOULEVARD, SUITE 420
PROP. STORM DRAINAGE PIPE C2.1
CHARLOTTE, N.C. 28217
PHONE [phone] FAX [phone]
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P:\Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering0esign Draw1ngs\Current\BASE\16157-B-Rl.dwg, C2.4 xsect, 12/9/2017 11:21:17 AM, bcowan, 1:1

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Digitally signed by
,Anthony Brent Cowan
Date: 2017.09.20
12:28:25-04'00'
EAST
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OS'43'J" -` Date: 2018.01.18
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Vu�tJJ Date: 2018.01.18
12:54:39-05'00'
P:\Hctive Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Design Drawings\Current\BASE\16157-B-Rl.dwg, C2.7 xsect, 1/16/2018 2:32:39 PM, anewsome, 1:1

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Digitally signed by
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PROP. 30" RCP y�t� Date:28-05'0.18
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HORIZONTAL SCALE: 40 FEET PER INCH
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PROPOSED PROFILE AT C/L 40 0 20 40 80
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EXISTING GROUND 35' RIGHT OF CL - - - - - 1 INCH = 40 FEET
6+00
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P:\ActiveProjects\HopperCommunities\Weddington Matthews Rd Dev 16157\Engineering\Design Drawings\Current\SHEETS\16157-RP.dwg, C3.0, 1/17/2018 4:11:42 PM, rrovillos, 1:1

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PROP. BRAEMAR DR. CUL-DE-SAC(STA.12+98.30)
STATION
HORIZONTAL SCALE: 40 FEET PER INCH
HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING
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EXISTING GROUND AT CL------ - - -
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PROPOSED
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EXISTING GROUND AT CL
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itally signed by
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Date: 2017.09.20
12:30:19-04'00'
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GRAPHIC SCALE
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P:\Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Design Drawings\Current\SHEETS\16157-RP.dwg, C3.1, 9/19/2017 5:50:25 PM, rrovillos, 1:1

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6 OTH 10/13/21 RELOCATED TRAIL ESMT PHONE [phone] FAX [phone]
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/ �I // + + \� / W/ 11'LX8 X18"D ,-� \ I 1 \\ \ \ \\/ \ \ \ \� \ / \ \ �o° r/ / p / \\ \ • i
1 I + I a% - 2A \ \ LOT 31 \ �• . sF
i 9 \ / /• \ + CLASS B RIPRAP PRON+I 5 I � \ \ \ � \ -�.
, SLOPED 6.0 V A A vv15,121 SF v A � � :� 21,016 PROP. FES 17A
\ _ •� + / PRO 15" RCP I - \ W�` NAG \SC15d LINER \ \ \ / 7 .7s' I.E.=704.84
, MIN. F.F.E:=707.44
+ + + I I \ PROP. JB 19B \ OF \ \ \ \ \\ J \ \ \ MIN. F F.E.=70�y5 / / .� \ "
+ \ `// \ �o \ \ v W/ 11 Lx8 Wx18 D I / PROP. JB 176 \ /
RIM=696.38 ). \ \ \ \ n \ /� I •.
\ \\ + \ i s9, \ \ \ \ o \ o� \ �\ / / / \ / - \ / \ CLASS B RIPRAP APRON / I I / / RIM=715.27' 1 I. '
_ / / / • \ I to / OP. 36 RCP E (OUT)-P10.45 • \ I
IE'1 \
E i + I PROP. 1 CP �(�� - _ LOT 32 / / , M \ / I I PROP. HW 16D
:E EI EI E •tE EE• E E \ + \ �- \\ / \ \\ ° Y / `\ •. 6J , = / I// / / /� �p\- 0-\\,\ ; -\ / I / i I \,,i I _.// //
8 16 412 SF / \ I
o \ \ \ / / \ • \ \ LE.=708.00
( \ p \ 'M+N�F-F 707.75 OT S IM80 .70
E \\
Px ROP. I FIES 1�9C - / �`.�� , - \ \ \ \ /\ \ - - / / - - - - / / J / � / - �•\�- _ - 1 \- \ 1 / / I I \I I / / \ / 1� 8' / / /
�) � E • I r \ V \ \ I I I .� . 02 \ \ v � C - _ I � I / / 1 � LASS B AP N I / Exi�T 1 �'' HDPE
E.(ouT)=�1o.zo/
i.�.(iN)=7�o.s2 I
-
=-•�/ I N I l I LOT 7 PROP. DI 8A 1 REGRgDE EXISt. SIWALE IF
15 73 SF - RIM-711.09' r_
\ �p \ _ ' / // ` I / b / / \ \ \ % \ ) NECESSARY T ENSURE RUNOFF
ZARD SALT \. \ \ / \ •1\-\\
r \ ` // / / \ _.� I I / MIN. F . .=713.000 > \ I \\1 WILL DRAIN TOARD�S HW 16D.
FE TYP I I ` r \ \ \ \ / / / / I \ \ Q / \
/ IEE.E 1 F +EE E F // ) 1 \� / LOT 33 � \ / \\
\ \ \ \ I / \ - - _� , / / / \ PROP. A GRA'�/EL
o / ` ` I 1 I \ � t + � E �1�IE E E \ \ \\ \ \ I / / I / / / / / \ I : �p6 \ / / 15,407 SrSF � \ / - e / / I \ / / \ W \ � a-�" / \
/ / \/,
ro L - 1 1 V� �, v �/ / v - - / PROP. 2 GRAVEL �A
\ \ E \ \ \ / \ ROAD E XISTIN GRAVEL
�.� / / I \ S
_ :706.56
\i \ LE 1 • E E E \ \ s9 \ / \ PROP. CB 7G I I I ( \ \ 3 J
\ /\ JE •E E E fr f /E �j IE E E E E E E E E E E E \ 6'9 R \ '0 / \ I ._ \ \ / i / \ O� / / LOT 19 1 I \ I \ P •/ ,\ \\ \\:\. \GGES ROAD
0 S I \ 16, 077 SF 1 \ \ R \ \ I
PROP. CB PROP CB 7H = I I I A\ 1 A v O
RAIN. F.F.E. 707.93 I A r. - \ \ - TC=706.56, I\ TC=706.58 I \ \
�40' THE \ \ \ \ �\ \ \ \ 1 // / /�`' \ \ / �\ \\ \ EXISTINACCESS RO AV
\ \ \ \ //{ ' / / \ \ Y. \ /
D NIA E T. \ \ \ \ \ \ \ \ \ \ - \ I - \ \ \ / // / / - - 09\ // PROP. CB 106 \ 1 \. I I / I I / / \ OP' 0 . VRASS SWA E�
+ 1 \ \ \ \ \ \ \ \ \ / / / \ - /i. / TC=706.59 I \ \ I I / i I \ _ \ \
\ \ • E E E E E E E E / \ / \ .� \ \ / I
AL TRH \ \ \ \ - - / / / / / i I
� � E \ / \ / � / /715
\� � ��� \ Eli T. 12 SL D
\ o „/ / �► / - - - / / / PROP. 18 RCP ^ :, l \ \ \ \G E. 7 /
\ Y \ • +/ 2�E _ e e l E e E E E \ \ \ v A v A v v / v A \ // I •\. 9 \ �O n� V LE.(OUT)= j LO • 16
v v ( S75 NAG LINER v y�
\ v v \ I \+/ I � r E •- \ \ E E) � E �` E E \ V A \ \ v v v l / LO/ TR � / q, 1 1 I V �00 / \ � I V A \ \
+ + IE
MIN. F.F.E.= .15
f E`er
\tt/ �0I / �V A v 711.3VA. /
,A \
P. CB 7J
696 \V /I / +V �\ �� E EEJE- EEE Ev �E -vf _E v v v v - ---- V �v v� v // v _ �� LOT 34 I / •�• TC=70
)• / / + + \E \E E E E E E \I \ \ - - - - \ \ \ J \ \ 15,000 SF / I \ t \ \ / PROP. JB 16C \ - \ \ \ Irr: C :
N \ \� �E \ E E \ E E ^\\ \ \E, P-� \ _ ` \ - /^ - I \•\ ` \ _ \ \ \\\ \ / LIl �(S S 4.1/ OIL U
f E E E E \ / / •' I •,'•\•\• \ RIM-
l E E
E
p \
/ I' I II r +\\ \ -\' I 1 E F f E E E E E E \E �E e E E E `K e E E �� - \ \\ 1EE E E \ \ \ \ - / - -r \- \ \ \ \ (Dfp,� }. E�r (`\r-''E`• / j / / / �Q�•\ ..,� • r`` - LOT 1 8
/ I -H� f/ E� E E E E E E E f E E E E E i- \ \ \ P 7'. E L VEIL V ...F/• y/ // / / / / -
\ � -\ � INSET "A"
16 087 SF� _ \
N.
MIN. F.F�.j7�.�0''-..
I1 \E � E E E\ E E E� E e \\ 3• \\ \\` s- - \ E O O �, /
�� I + \ \ E E E E E E` f j E E E E E f E \\ \\ -� \... / / •// • ` \ '°E, / I / / / / , _� •' \ ////°•/ /`\ \\ \\ 9 Y
FROM XI ST. RAP
BDigitally on . E. b Anthony
) + E\I fE E � E E E E E E E E E E \ E EE E E E\\ -� \= �_ tea, \ \ � - .•/.• E EE / // eJ / qND F •' / 1 - � B. Cowan, P.E.
1 I+ +I + \ 1 EE E E E E/ E / E \ E E \ E E E EIE E E E E E E E // \\ ` \ \ \ \ @ •''' // / •/�<E / G L D / / / •\ • • •/-707-/ / / TO HW 16D
o- \ . J / / , Date: 2021.09.15
E E E / / - - _ _ E J E A E \ _ \ \ \ / _' _ > / - _ \ t \ / I CH NEL / / / / i - / o°j o� \ PROP. CB 7K / 7 0 17:38:47-04'00'
X TC=70_9.74 - / / OP. 36" RCP
EE //\ � \
I I E E E / \ E E E 1■■MM ■L L
E -
I
������MMM�f
I / •J I \+ + 6 + \ �E / \ \ \\ \ 1 s \ 695 696 - / I I / \ �/ \• PROP. HW 16D / `�\�-CARP fff
\ I + \ + \ + +\ + l 1� / + / - E �'E SKI (, - / / - 1 I / / - / \ \ - - - - \ r e / OT S . ".80
/ LE.-708.00
LOT 35 L
06/\ k� jx / 11 L�C8 WX18\ + f
/ + THE
\ \ - 16,731 SF' I LASS R1 AP APRON SEAL _
� GROUP, P.C. f
/ / I I 1 \ / ` / /+ + + +\ ✓ + /+ + + + + +k / I ( I l 11\ -69B \ PROP. FES 16A �\ �� - i / - \ 09.8 / o' ENGINEERING & Z�
+/ + . - / /�/ / ND SURVEYING U26462 +
\+� h \ + - + + \ 1 \ \ \ \ \ \ 1 \ / / LE.=700.45 / - . - M / / �i / �m o+ f
/ I I \ �r / 6s7 P s +� _ \+ + + + + \ \ / - / o� /� W LEGEND f
/ � N / i R W 13'Lx8'Wx18"D / � / �- f
15 LOT
3 SF - W \ FN
CLASS B GINS
/ / .° PROPOSED SILT FENCE LDS 507.1
RIPRAP APRON v v / / % �) /\ Z + + '1 \ \ \ \ ` \\ \ \ \ I / oo - - / \ / / /% / \ / moo.•\ MSIG. F.FrF.-7 3.00 W ( ) 'ffL`
%r �� PROPOSED TEMP. HIGH HAZARD
_ y SILT FENCE (LDS 508.1)
/ �
- - -
• - \ \ t /II J/1 AA -� / / //.. R�P.�_- 70�\75' oo O \-7,3
e �'; Q �� PROP. ORANGE TREE PROTECTION FENCE
PROP. FES Il A \ 1 f � / I / / / / -o O � V/ - / .P / �o \ ,o C,
I �,► Q PROP. 6' HIGH SCREENING FENCE 1
ALE.=696.84 I 11 �. / I I / // / O O / / � � \ ,. ` ( � Z
/ � � o moo- Project:
,�, B►�,_.. _ - - I I \ I -`� �s_ /.�� - 0�.�' 710.2' I EDDINGTON GLEN
) > -�- ` + CLASS
13'Lx8'Wx18"D \\ I I \ (/ I �I I/ /- /�/ p / �/ �9 s' , \ GRAPHIC SCALE W
SHV C R - _ CLASS B RIPRAP APRON ) I III / / / / \ go ` //� / /
71o.s \• • Q OQ 1U 40 0 20 40 80 WEDDINGTON, NORTH CAROLINA
\ / I/ /� / // - ----- --- // \ \ \ \\\ \\\ I\ I \ I \` \ ( / // / / - // / "° • r •\ Q Title:
\ / I /� ,� // g9 \_goo + ,+ /� \ \\\ ��\\111 \I\ 1 I / / / / - \ / �;/ �/ / •\� -r .\ / 1 INCH = 40 FEET ,j GRADING PLAN
/ PROP. JB 16B / / /;� // / / p,' '� / / N0. BY DATE REVISION 0 File #: 16157-GP.DWG Date: 06/28/17 Project Egr: ABC
Ilk/ - - / \ _ ✓ \ I 1 \ I ` RIM=711.38 / / / / PROP. CB 7L
/ /' / /' \`L \ h ` : ` ` 1 RER 09 18 17 REVISED PER COMMENTS W 0 Design B ABC
/ I\ / / / - - �oz 1 _ + '+ ' \ \ \ \ I \ \\ \III III / / / I 1 I � 1 \ �,, /• / � _ / ,°�'��• � /- \ \ / / � = ISAACS � 9 Y
+ \ / /' / \ 2 RER 12 11 17 REVISED PER COMMENTS
/ - - - _ - - _ - + - PROP. CB 1 G ° ; � \ \ / / O Drawn By. RER
/ _. // / .t0'` / - - / - - - - - - - 0 +_ / / \ \ 1 \ II I I I \II I I I I \ TC=708. • / / a'' ' / • / / \ �\ \ P \ CIVIL ENGINEERING DESIGN AND SURVEYING C
�• \ 1 3 RER 12/20/17 ADD NOTE TO EX. 15" PIPE TO REMAIN � Scale: 1"-40'
77�
- - - - - - - - -_�� 04- - � + + M 'H E (SE 11 T Q �. \ \ I _ //' / I o e 4 RER 1/17/18 REVISED PER NCDOT COMMENTS 8720 RED OAK BOULEVARD, SUITE 420
F'RO n^HW15A I � / •I/./ o ��' / ° // o \ /\ / ��i
09/15/21 REVISED PER WETLANDS PERMITTING CHARLOTTE, N.C. 2821 7
PHONE [phone] FAX [phone] C 4'
P:\Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering0esign Drawings\Current\SHEETS\16157-GP.dwg, C4.2, 9/15/2021 3:59:09 PM, bcowan, 1:1

6" CONCRETE SLAB WITH
GLA55tf KIF INA7 AF'KCdI*-
\/ PROP' 6' PERFOR-TED PVC \/
UNDERDRAINIS SPACED AT 10' O.C�
AND SLOPED AT 0
- 1 RO O.s
�- -C-AR EL V.= 9
N V, OUTS 69 L
10' (MIN.)
MAINTENANCE ACCESS
TOP OF DAM =1
3
SPILLWAY = H
3 f III III III
INV. OUT = A '
=1-1 I -III -III -III -I III -I -III-III--I
"' I'I lilIII III,,,III ��Illliilllllllllllllllll
RCP OUTLET DIA = B
PIPE LENGTH = C
ANTI -SEEP COLLAR
(SEE THIS SHEET)
BMP #1 (SAND FILTER)
SCALE: 1 "=30'
100-YEAR
STORM EVENT
_ FOREBAY SPILLWAY ELEV. = K
RnTTnM OF RASIN = J (TnP nF GRASS)
\\UNDERDRAIN
SLOPE (0.5% MIN.)
I.E. (IN) = E
ANTI -FLOATATION PAD
E. (OUT) = D
SAND FILTER MEDIA
(SEE DETAILED
CROSS SECTION)
1
SPILLWAY LENGTH = L
PERFORATED STANDPIPE
DETENTION STRUCTURE
WITH SOCK -IT COVER
(SEE DETAIL THIS SHEET)
FOREBAY WITH CLASS B RIVER ROCK
SPILLWAY 3' WIDE Z7777
\ CLEANOUT (TYP.)
'UNDERDRAIN INV = G
PVC UNDERDRAIN
COLLECTOR PIPES
(SPACE 10' MAX.)
DIA. = F
BMP
A
B
C
D
E
F
G
H
I
J
K
L
#1
691.04
36"
53.45'
691.31
691.55
6"
691.55
698.50
700.00
694.00
696.00
22
BEST MANAGEMENT PRACTICES SAND FILTER / DETENTION POND DETAILS
0-RING GASKETED
REINFORCED CONCRETE PIPE
0-RING RUBBER
GASKET IN JOINT
I
FLOW -
n n
TT
u n
n n
A a A
d c A
TYPICAL ARTICULATION JOINT/
CONCRETE SUPPORT BLO,
NOTE:
PIPE CRADLE JOINT SHALL BE
CONSTRUCTED AT EACH JOINT
LOCATION IN THE PIPE.
d a a A c • - d a
a d • e o
3/4" PRE -MOLDED JOINT FILLER
PIPE CRADLE JOINT 3,000 PSI (MIN.) CONIC.
ALLOW MIN. OF 24 HR. CURE TIME
(48 HR. PREFERRED) PRIOR TO
BACKFILLING
PIPE CRADLE DETAIL
NOT TO SCALE
COMPACTED FILL MATERIAL
3,000 PSI (MIN.) CONCRETE CRAD
ALLOW MIN. OF 24 HR. CURE TII
(48 HR. PREFERRED) PRIOR
BACKFILLII
LEGEND
-- EXISTING R/W
- - PROPOSED R/W
w EXISTING WATER LINE
4'-0" RECTANGULAR 8" WEIf
EXISTING STORM DRAINAGE PIPE OPENING ON ALL 4-SIDE`.
EXISTING WETLANDS INV.=697.9(
................ EXISTING PAVEMENT
OE EXISTING OVERHEAD UTILITIES
X EXISTING FENCE
PROP. STORM DRAINAGE PIPE
® PROP. CATCH BASIN GROUND SURFACE_ _
❑® PROP. DROP INLET ELEV.=694.00
ELEV. PROP. CONTOUR
- - ELEV. - - EXIST. CONTOUR 6" UNDERDRAIN
-� - PROP. GRASS SWALE SLOPED @ 1.5% MIN. INV.=691.55
PROP. 6" CLEAN OUT
GRASS SPILLWAY IN CUT
29'
' TOP OF DAM
EMERGENCY 1 3 ELEV.=700.00
1�
SPILLWAY HEIGHT=1.5'
EMERGENCY SPILLWAY
ELEV= 698.50
EMERGENCY SPILLWAY LENGTH=20'
\�
EMERGENCY SPILLWAY X-SECTION
\
NOT TO SCALE
GENERAL NOTES:
1.
SEE CONCRETE BARREL AND RISER SPECIFICATIONS (THIS SHEET)
2.
ALL SOIL UNDERLYING AND ADJACENT TO RISER AND FOOTING
X
TO BE COMPACTED TO 98% MAXIMUM DRY DENSITY AS DETERMINED
BY ASTM D-698 (STANDARD PROCTOR) UNDER THE DIRECTION
OF THE GEOTECHNICAL ENGINEER.
3.
WATERTIGHT RUBBER BOOTS TO MEET THE ASTM C923-84 STANDARD
SPECIFICATIONS FOR RESILIENT CONNECTORS BETWEEN REINFORCED
CONCRETE MANHOLE STRUCTURES AND PIPES.
4.
POND TO BE EXCAVATED AN ADDITIONAL 0.5' BELOW
PERMANENT POND BOTTOM TO ALLOW FOR SEDIMENT STORAGE.
5.
SEE C5.2 FOR DAM CONSTRUCTION SPECIFICATIONS.
\
(3)-#4 BARS
F6' O.C. W 3'
CLR. EA. WAY
REINFORCED
CONC. PIPE +
p i t°
� I•
w t• , 9
TRENCH
1�
SIDE ELEVATION
INLET
`S.
CONCRETE ANTI-FLOTATIC
DEVICE (SEE DETAIL THIS SH-i.) W/ 0-RING
(NORTH, EAST & SOUTH SIDE) INV.=691.31
6" CONCRETE SLAB WITH
MH FRAME & COVER
ELEV.=699.07
50 YR WSEL=698.79
10 YR­_WSEE _698
2 YR WSEL=697_94
1 YR WSEL=697.24
GROUND SURFACE
ELEV.=694.00 - - - -
_ - -1Q0 YR _ F2EL=698.87
- - \25 YR WSEL=698.69
-STEPS @ 16" O.C. (5 STEPS)
PRECAST CONCRETE RISER
/-(NCDOT STD. 840.45)
36" OUTLET PIPE
-,_W/ 0-RING
INV.=691.31
(WEST SIDE)
OUTLET STRUCTURE
-
---��-yam--�
1 I
I �
\\ O
--
TRENCH LIMITS 4.0
2) WATERTIGHT RUBBER BOOT
1) 2' MIN
----------
OUTLET
- --
PIPE CRADLE BOTTOM c��o
#5 TYPE 2 BARS W c� FLOW_ PIPE
® 12" O.C.\
12 oBo------1----------
Ilk
SECTION A -A
LEGEND: N.T.S.
(1) STORM DRAIN PIPE
(2) CONCRETE SEAL (ISWC 703)
NOTES:
A. ANTI- SEEP COLLAR TO BE USED IN MAN MADE
EMBANKMENTS
B. CLEAN PIPE OF DIRT AND FOREIGN MATERIAL BEFORE
POURING CONCRETE COLLAR
CONCRETE ANTI -SEEP COLLAR TYPICAL DETAIL
TIFTON 419 BERMUDA SOD
-III-III-III-III-III-III-III-III-III- OVER SAND MEDIA
=III II III III III III III III III III III
=1 III=III=III=III=III=1 =1 =1 -W- -I I-
II II II II II l l 11 l l l III. J I_ I" TOP OF SOD = A
=III ITI TOP OF SAND FILTER = B
RIP RAP APRON
(OUTLET PROTECTION) PROP. SAND BED
(ASTM C-33 MEDIUM
EDIMENT FOREBAY AGGREGATE CONCRETE SAND)
SAND FILTER BMP NOTES:
1. MAINTAIN 1.5% SLOPE (MIN.) IN BOTTOM OF BASIN TO SAND FILTER
2. UPON BASIN CONVERSION TO BMP, SOD BOTTOM OF BASIN (EXCLUDING
SAND FILTER), SIDE SLOPES (UP TO 5' DEPTH), AND EMERGENCY
SPILLWAY WITH TIFTON 419 BERMUDA GRASS.
3. SOD USED SHALL BE GROWN ON SANDY SOIL (NOT CLAY).
4. ALL SAND FILTERS SHALL HAVE A MINIMUM 20 FOOT ACCESS EASEMENT
CONNECTING TO A DEDICATED PUBLIC RIGHT OF WAY. ACCESS ROAD
SHALL HAVE MIN. 12' STABILIZED WIDTH, MAX. LONG. GRADE OF 15%,
MAX. CROSS -SLOPE 5%. IN ADDITION, A 10-FOOT WIDE PERMANENT
MAINTENANCE ACCESS EASEMENT MUST BE PROVIDED AROUND THE
PERIMETER OF ALL BMPS TO ALLOW FOR ADEQUATE MAINTENANCE AND
REPAIR.
5. ALL DRAINAGE AREAS TO A SAND FILTER FACILITY ARE TO BE
STABILIZED PRIOR TO INSTALLATION OF SAND.
6. CLEAN OUTS IN THE UNDERDRAIN SYSTEM ARE TO BE PROVIDED AS
SHOWN ON THIS SHEET.
n A
r_
-NCH TO BE
ED AS FORM FOR
NCRETE CRADLE
TO BE NATIVE MATERIAL,
TED TO 100% MAX. DRY DENSITY
IN FILL CONDITIONS
N.T.S.
U
uj
� w
� w
w
zui
O
Qw
J
>¢
U
Lj cr)
J
W U
w
>
71�
70
7C
70
70
70
69
69
69
PR1
69
69
68
P
(SEE
68
68
68
68
3.5"CLR
10"(MIN.) (TYP•)
24"(MIN.) _• _
COLD JOINT
10" COVER FROM
TOP OF CONC. BASE TO
RISER LIP
3.5"CLR PRE-FAB. RISER BASE
(NP) 10'-0" Q. (MIN.) W/ BOTTOM AND 6"(MIN.)
#5 DOWEL BARS OUTSIDE LIP
4 EACH SIDE 3600 PSI REINFORCED CONCRETE
#5 DOWEL BARS 0 12" O.C. CONCRETE BASE
WALLS TIED AT EACH END FILL BOTTOM OF RISER
(TOTAL DOWEL BARS = 9) W/10" THK 3600 PSI CONC.
12" MIN. OF NCDOT #5
ANTI -FLOTATION DEVICE DETAIL OR #57 WASHED STONE
DRAINTECH POLYOLEFIN ATRIUM GRATE
NOT TO SCALE COVERED W/ SOCK -IT OR EQUIV.
TOP OF RIP RAP 3 0' FABRIC TO PREVENT CLOGGING
SPILLWAY ELEV. = D
1.5' OF 10"SOLID WALL
HDPE PIPE WITH 1.0" DIA. HOLES
(6 HORIZ. WITH 4 HOLES PER ROW)
PROP. FOREBAY SPILLWAY COVER RISER WITH SOCK -IT OR OTHER
WITH CLASS B RIP RAP o EQUIV. FABRIC TO PREVENT CLOGGING
SAND FILTER SIDE
PROP. 10" I.E. = C
3 3 FOREBAY SIDE
PROP. 10' WIDE X 1.5' DEEP 1 1 ° 10"X10"X10" TEE
CLASS B RIVER ROCK N
LEVEL SPREADER `D PROP. 10" I.E.= E
PROP. WATERTIGH C.O. ° _
0 o BEGIN HOLES 3" BELOW
INVERT ELEVATION
\ 10" SOLID `
WALL HDPE PIPE
SLOPED ® 1.0%
e
FILTER FABRIC
in
LTER FABRIC `V
PROP. 6" PVC UNDERDRAIN
® 0.00% MIN.
�0000©
BMP (SAND FILTER) FOREBAY BERM DETAIL
e
3 L.F. OF 10" SOLID
WALL HDPE PIPE FILLED WITH
CONCRETE TO 4" BELOW TEE
INVERT FOR ANCHOR
END WITH CAP
710
708
706
704
702
700
698
696
694
692
690
688
686
684
682
680
BMP #1 OUTLET PIPE PROFILE
HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND AT CL------------
PROPOSED GROUND
NOTE: WHEN CONSTRUCTED WITH EARTHEN
WALLS/EMBANKMENTS, FILTER FABRIC SHOULD BE
USED TO LINE THE BOTTOM AND SIDE SLOPES OF
THE STRUCTURES BEFORE INSTALLATION OF THE
UNDERDRAIN SYSTEM AND FILTER MEDIA.
TIFTON 419 BERMUDA SOD OVER SAND FILTER
HORIZONTAL
SURFACE'
DEBRIS SCREEN
(PERMEABLE FILTER FABRIC)
-II III SAND BED
(ASTM C-33 MEDIUM
i- AGGREGATE CONCRETE SAND)
in
FILTER FABRIC ON BOTTOM & SIDES(NOT TOP)
DEBRIS SCREEN
(PERMEABLE FILTER FABRIC)
12" GRAVEL LAYER
z
FILTER FABRIC
0)
MAX. SLOPE 4:1
PERFORATED 6" PVC PIPE (AASHTO M 252)
(3/8" PERFORATIONS, 4 HOLES PER RADIAL ROW,
ROWS SPACED 12" O.C. ALONG ENTIRE LENGTH OF PIPE)
(LATERAL SPACING AT MAX. 10' O.C.)
SAND FILTER MEDIA SECTION NATIVE BOTTOM TO BE SCARIFIED
DESIGN REQUIREMENTS: AND NOT COMPACTED
1. THE TOP OF THE SAND FILTER MEDIA MUST BE PROTECTED WITH A DEBRIS SCREEN
(TIFTON 419 SOR OR #5 WASHED STONE)
MAINTENANCE CONSIDERATIONS:
1. INSPECT FOR CLOGGING - RAKE DEBRIS SCREEN AND FIRST INCH OF SAND.
2. REMOVE SEDIMENT FROM FOREBAY/CHAMBER WHEN MORE THAN 1 FOOT OF STORAGE IS LOST.
3. SEDIMENT, TOPSOIL, AND 3 INCHES OF FILTER MATERIAL MUST BE REMOVED AFTER THE ALLOWABLE
DRAWDOWN TIME IS EXCEEDED BY 25 PERCENT.
4. ENTIRE FILTER MATERIAL AND UNDERDRAIN SYSTEM MUST BE REPLACED IF REMOVAL OF 3 INCHES OF
MEDIA DOES NOT RESTORE FILTRATION RATE.
ANNUAL INSPECTIONS:
OWNER SHALL SUBMIT AN ANNUAL INSPECTION REPORT TO THE STORM WATER ADMINISTRATOR WHICH PROVIDES
DOCUMENTATION OF THE CONDITION OF EACH BMP PRIOR TO EACH (NO EARLIER THAN 30 DAYS) ANNIVERSARY
DATE (BEGINNING ON THE FINAL CONSTRUCTION INSPECTION APPROVAL DATE) INTO PERPETUITY. ALL ANNUAL
INSPECTION REPORTS ARE TO BE COMPLETED BY A PROFESSIONAL ENGINEER OR REGISTERED LANDSCAPE
ARCHITECT THAT HAS COMPLETED THE CERTIFICATION PROGRAM PROVIDED BY THE CITY/COUNTY.
0 f
� f
fj - � p� F E S S/
THE ISAACS� QUO G�9<
;GROUP, P.C. f f
ENGINEERING & SEAL
ND SURVEYING oI f 026462
N0. C-1069
FNG I NEED
MM��� fMMM��
Digitally signed by
Anthony B. Cowan,
56St_,- P.E.
Date: 2017.12.11
10:43:06-05'00'
GRAPHIC SCALE
30 0 15 30 60
1 INCH = 30 FEET
P:\Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Design Drawings\CutTent\BASE\16157-B-BMP.dwg, C5.0-BMP 1, 12/11/2017 10:30:30 AM, rrovillos, 1:1
BMP (SAND FILTER) FOREBAY BERM DETAIL
e
3 L.F. OF 10" SOLID
WALL HDPE PIPE FILLED WITH
CONCRETE TO 4" BELOW TEE
INVERT FOR ANCHOR
END WITH CAP
710
708
706
704
702
700
698
696
694
692
690
688
686
684
682
680
BMP #1 OUTLET PIPE PROFILE
HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND AT CL------------
PROPOSED GROUND
NOTE: WHEN CONSTRUCTED WITH EARTHEN
WALLS/EMBANKMENTS, FILTER FABRIC SHOULD BE
USED TO LINE THE BOTTOM AND SIDE SLOPES OF
THE STRUCTURES BEFORE INSTALLATION OF THE
UNDERDRAIN SYSTEM AND FILTER MEDIA.
TIFTON 419 BERMUDA SOD OVER SAND FILTER
HORIZONTAL
SURFACE'
DEBRIS SCREEN
(PERMEABLE FILTER FABRIC)
-II III SAND BED
(ASTM C-33 MEDIUM
i- AGGREGATE CONCRETE SAND)
in
FILTER FABRIC ON BOTTOM & SIDES(NOT TOP)
DEBRIS SCREEN
(PERMEABLE FILTER FABRIC)
12" GRAVEL LAYER
z
FILTER FABRIC
0)
MAX. SLOPE 4:1
PERFORATED 6" PVC PIPE (AASHTO M 252)
(3/8" PERFORATIONS, 4 HOLES PER RADIAL ROW,
ROWS SPACED 12" O.C. ALONG ENTIRE LENGTH OF PIPE)
(LATERAL SPACING AT MAX. 10' O.C.)
SAND FILTER MEDIA SECTION NATIVE BOTTOM TO BE SCARIFIED
DESIGN REQUIREMENTS: AND NOT COMPACTED
1. THE TOP OF THE SAND FILTER MEDIA MUST BE PROTECTED WITH A DEBRIS SCREEN
(TIFTON 419 SOR OR #5 WASHED STONE)
MAINTENANCE CONSIDERATIONS:
1. INSPECT FOR CLOGGING - RAKE DEBRIS SCREEN AND FIRST INCH OF SAND.
2. REMOVE SEDIMENT FROM FOREBAY/CHAMBER WHEN MORE THAN 1 FOOT OF STORAGE IS LOST.
3. SEDIMENT, TOPSOIL, AND 3 INCHES OF FILTER MATERIAL MUST BE REMOVED AFTER THE ALLOWABLE
DRAWDOWN TIME IS EXCEEDED BY 25 PERCENT.
4. ENTIRE FILTER MATERIAL AND UNDERDRAIN SYSTEM MUST BE REPLACED IF REMOVAL OF 3 INCHES OF
MEDIA DOES NOT RESTORE FILTRATION RATE.
ANNUAL INSPECTIONS:
OWNER SHALL SUBMIT AN ANNUAL INSPECTION REPORT TO THE STORM WATER ADMINISTRATOR WHICH PROVIDES
DOCUMENTATION OF THE CONDITION OF EACH BMP PRIOR TO EACH (NO EARLIER THAN 30 DAYS) ANNIVERSARY
DATE (BEGINNING ON THE FINAL CONSTRUCTION INSPECTION APPROVAL DATE) INTO PERPETUITY. ALL ANNUAL
INSPECTION REPORTS ARE TO BE COMPLETED BY A PROFESSIONAL ENGINEER OR REGISTERED LANDSCAPE
ARCHITECT THAT HAS COMPLETED THE CERTIFICATION PROGRAM PROVIDED BY THE CITY/COUNTY.
0 f
� f
fj - � p� F E S S/
THE ISAACS� QUO G�9<
;GROUP, P.C. f f
ENGINEERING & SEAL
ND SURVEYING oI f 026462
N0. C-1069
FNG I NEED
MM��� fMMM��
Digitally signed by
Anthony B. Cowan,
56St_,- P.E.
Date: 2017.12.11
10:43:06-05'00'
GRAPHIC SCALE
30 0 15 30 60
1 INCH = 30 FEET
P:\Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Design Drawings\CutTent\BASE\16157-B-BMP.dwg, C5.0-BMP 1, 12/11/2017 10:30:30 AM, rrovillos, 1:1

/ IPROP. FES/ 18B
+
PROP. 18" RCP
J +
PROP.,�FPE$� 18A,
PRQP'. 2:1 SLOPE (TNP.) +
/ BELL W PER ANENT OQC
INSIDE FbRE Y
+ i
Ob
+FpREBtY BE M
WID H=51 F
+ + ELEV.=6�9.50
+ + J + +
+ + (+ +
+ +�� i
/k
+
c
I
LC
ASAHI/AMERICA TYPE 75 BUTTERFLY
VALVE ASSEMBLY (TYPE A)
(OR APPROVED EQUIVALENT)
6'x6'
PRECAST CONCRETE RISER
OPENING EL.= 692.50 8
STEPS @ 14" O.C.-
(EAST SIDE ELEV.)
WATERTIGHT RUBBER GASKET JOINT\
BMP #2 (WET POND
SCALE: 1 "=30'
5 FT WIDE SPILLWAY (NORTH SIDE)
ELEV.=692.50'-
2.0' WEIR
ELEV.=690.65`
8" ORIFICE
OPENING
INV.=689.50 \
PERM. WSE=689.50 17- -
RISER PLAN VIEW
' 6g",✓ / \ I CLASS B RIP RAP
`\ .FES 20A � ,�� ' rn� \ ��--�
/ 0
684.00 0 0
` P P. FES 19C
v PROP. 15" RCP, -- -
rn P1 ,� �► /
LOP. JB 19B - -
RI 696.38 -
I— \\
\ROP. 15" RCP
ROP. A
/I.E.=68 5 - r - pQ) /
- W EMERGENCY
CGS +'\ SPILLWAY HEIGF
T + + +\
PROP. P �REBAY #�
+ \+ BPI ELEfV.=6 4�0'
+ +W
�
PRECAST CONCRETE RISER
W/ MANHOLE RING AND COVER
(SEE CONCRETE RISER DETAIL #1)
EL.=693.67
5'-0"
NOT TO SCALE
6" GATE VALVE
PRECAST CONCRETE RISER
W/ MANHOLE RING & COVER FLOC
(SEE DETAIL SHT.) OUTLET PIPE
42" RCP ® 0.30%
F_
TOP OF SLAB EL.=693.17 (W/ 6" SLAB) GROUND
SURFACE L J — — — — — — —
REINFORCED CONCRETE FOOTING
(SEE CONCRETE RISER DETAIL)
6" SOUTH, EAST & WEST SIDE VIEW
o o
ORIFICE OPENING DIA.= 8"
-
- - - � 2
2"x12"x1 /4" STAINLESS STEEL
ORIFICE ELEV. (PERM. POOL EL.)= 689.50
o
o
RISER SUPPORT STRAP (2 EA. SIDE) - - -
_--p ELEVATION - - - - - - - - --
AT RISER JOINTS ---
BOT. ELEV.= 688.50
STEM
1/2" GALVANIZED BOLTS TOP/BOTTOM FOR SUPPORT - - -
SUPPORT�
RISER BASE 5.0' WEIR
(NP•) 0�
WATERTIGHT RUBBER BOOT ELEV.=692.50
BACKFILL AGAINST
I —__-I
2.0' WEIR
690.65
EFCE
PVC BOTTOM DRAIN STRUCT. @ ELEV.= 687.00 /
5.0'
----------- 8" ORIIO
OPENING--
W/ RISER CLAMP //
NV.o689I50___
(INSIDE)
BOLTED TO TWO PIECE ST,E61
& HOUSIN
STRUCTURE FOR
STABILIZATION (WATERT�T ASSEMBLY)
zm
0-RING PERM. WSE=689.50 v- - -
STAINLESS WATERTIGHT RU��ER BOOT o� OUTLET
STEEL TRASH / - BLOCK B FLU DIA.= 42"
GUARDS DRAIN INV. EL. SUPPORT
IF REQ'D INV. EL.= 685.00
90° ELBOW UP / 6" 685.00 ( ) 12- - - -- --- --- - - - - - -
BOTTOM OF BASIN= 684_00 /
Q 3.5"CLR(TYP.)
30"(MIN.) #5 TYPE 2 BARS 0 12" O.C.
- - COLD JOINT
10" COVER FROM
TOP OF CONC. BASE TO
RISER LIP
3.5"CLR PRE-FAB. RISER BASE
(NP•) 10'-0" SQ. (MIN.) W/ BOTTOM AND 6"(MIN.)
#5 DOWEL BARS OUTSIDE LIP
4 EACH SIDE 3600 PSI REINFORCED CONCRETE
#5 DOWEL BARS 0 12" O.C. CONCRETE BASE
WALLS TIED AT EACH END (TOTAL DOWEL BARS = 9) FILL BOTTOM OF RISER
W/10" THK 3600 PSI CONC.
CONCRETE RISER DETAIL BMP#2
NOT TO SCALE
42" RCP W/ 0-RING
OUTLET PIPE
-----------------
--------------
5.0'
-------------i
rj
i�
- - 00 YR. W.S.E.=693.21
- - 50 YR. W.S.E.=692.94
- - 25 YR. W.S.E.=692.5
- - 10 YR. W.S.E.=691.96
- -2 YR. W.S.E.=690.82
- - - SIMPLE METHOD WQ WSEL=690.6
- -1 YR. W.S.E.=690.36
,-6"GATE VALVE
GROUND
SURFACE
POND SIDE VIEW (NORTH SIDE)
BMP #2 OUTLET STRUCTURE
ORIFICE AND WEIR DETAIL
NOT TO SCALE
0-RING RUBBER GASKET IN JOINT
FLOWS
u
n
fd-° E ° RA° II
TYPICAL ARTICULATION JOINT'
CONCRETE SUPPORT BLOCK
NOTE:
PIPE CRADLE JOINT SHALL BE
CONSTRUCTED AT EACH JOINT
LOCATION IN THE PIPE.
BACKFILL-
COMPACTED FILL MATERIAL---
5 WIDE X 14" DEEP TEMP
WEIRS ON EAST, WEST &
SOUTH SIDES TO BE ADDED
FOR SEDIMENT BASIN PHASI
SEE EROSION CONTROL
PLANS. TO BE REMOVED
UPON CONVERSION OF PONI
TO, PERM AN ENT,BMP. , ,
3,000 PSI (MIN.) CONCRETE CRADLE
ALLOW MIN. OF 24 HR. CURE TIME
(48 HR. PREFERRED) PRIOR TO
BACKFILLING
TOP EL.=689.50
2
FOREBAY SPILLWAY DETAIL SECTION A -A
NOT TO SCALE
GRASSED SPILLWAY IN CUT
28'
ELEV.= 692.50
EMERGENCY SPILLWAY X-SECTION
NOT TO SCALE
0-RING GASKETED
REINFORCED CONCRETE PIPE
(B--4*7 1 1
/UU-
698
696
694
692
690-
688
F(
686R
684
682-
rn
ro
(6
rn
700 -
698
696
2
U
Z
694
+'
w
z
692
0
�
~
690-
J
U
LLJ
U'
J
688
LLJ
2
of
�
686
684
682
.50'
680-
N
N
684.00
00
SEE EARTHEN DAM
EMBANKMENT DETAIL
N Q
ON SHT C5.2,
O
N O
0o (p
O
COu
Q
o rrn(o
M N (o
.'
m + J D
N*k v
d�WO
>
i
�NN00
O�oi4
x�
Y V)
3n(to(0
_+
JL
OwZ
a
>
ainFx?
PROP. ANTI —SEEP
COLLAR (SEE DET. BELOW)
PROP. RIPRAP
PROP. 6" BOTTOM DR
I
APRON C� 0.0% ,'
�' II
STORAGE POND BOT
M
'
'
1 EL.=684.00
I
777
�
.'
Li
- - - - - - --
UNDERCUT POND
BOTTOM
FOR SEDIMENT
PROP. CONC. CRADLE
PROP. 42" RCP
(SEE DETAIL THIS SHEET)
52 LF 0 0.31 %
N O
r c,
O
c, O
O
CN 00
00 Ln
Ln
00 00
00 0)
0)
co (o
(o co
co
-700
698
696
694
692
-690
688
686
684
682
-680
0+00 1 +00 2+00 2+50
BMP #2 OUTLET PIPE PROFILE (SECTION A - A')
HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND AT CL------------
PROPOSED GROUND
BMP MAINTENANCE
ACCESS ROAD
PROP
0 4p
18" s L
SS ®DFpy
FOREBAY BERM
• S8/p
� �
— PROP. RIP
RAP
- - -
APRON
PWSE 689 55Q �Z__
EBAY TO BE CLEANED FOREBAY
MAIN P09L
AT WHEN SEDIMENT
I
ACHES 75% OF DESIGN
DEPTH (1.6' DEEP)
STORAGE POND BOTTO
EL.=684.00
N
-
- -------------
EL. 684.00
- - - - --
UNDERCUT POND'
OTTOM
EL. 683.
(c� O
I- r-,
O
to
co
O 00
L6
6
4
rn 0)
CIO rn
co m
co co
co (o
(o co
/Uu
698
696
694
692
690
688
686
684
682
O
O
4
co
0+00 1 +00 2+00 2+50
BMP #2 CROSS SECTION B - B'
HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND AT CL------------
PROPOSED GROUND
n
u
u
n
u
TRENCH WIDTH +2'
d ' - o ° ° < ° d d a
a d ° ° ° a
3/4" PRE -MOLDED JOINT FILLER
PIPE CRADLE JOINT 3,000 PSI (MIN.) CONC.
ALLOW MIN. OF 24 HR. CURE TIME
(48 HR. PREFERRED) PRIOR TO
BACKFILLING
(3)-#4 BARS
6' O.C. W/ 3"
CLR. EA. WAY
PLAN
N.T.S.
j\\ TRENCH TO BE
%
\\ USED AS FORM FOR
z
• , 'D ,
CONCRETE CRADLE
t
8"
8°
REINFORCED
�
+
,•D• ,
DIA.
\��
CONC. PIPE
o
f .l D
Q
• D t D
d
° a
d °
\/
..
D• + D
•>
o
d
\\
°'
"
TRENCH
WI D TH
1 MIN.,
TRENCH WIDTH + 2'
N.T.S.
SIDE ELEVATION
DIA+16"(MIN.)
SECTION A —A
N.T.S.
CONCRETE ANTI -SEEP COLLAR
TYPICAL DETAIL
N.T.S.
SECTION E-E
SUB -GRADE TO BE NATIVE MATERIAL,
NO. BY DATE
E
OR COMPACTED TO 100% MAX.
DRY DENSITY
IN FILL CONDITIONS
1 RER 9/27/17 UPI.
GRAPHIC SCALE
2 RER 12/11/17
PIPE CRADLE DETAIL
30
0 15 30
60
3 MTA 1/24/18 REV.
NOT TO SCALE
4 ABC 4/16/21 RIPR/
1 INCH = 30 FEET
5 ABC 9/16/21 RAISED
ACMAMRyoi
�������� ��`�������������f
p� fF-SS/p
o� 1
a� Q0 '1'q THE ISAACS f
SEAL < GROUP, P.C.
ENGINEERING &
026462 ND SURVEYING
f N0. C-1069 �
Digitally signed by
Anthony B. Cowan,
P.E.
Date: 2021.09.15
17:37:58-04'00'
TRENCH LIMITS
;2) LEGEND:
1) 2' MIN (1) STORM DRAIN PIPE
(2) CONCRETE SEAL (ISWC 703)
PIPE CRADLE BOTTOM
NOTES:
A. ANTI- SEEP COLLAR TO BE USED IN MAN MADE
EMBANKMENTS
B. CLEAN PIPE OF DIRT AND FOREIGN MATERIAL BEFORE
POURING CONCRETE COLLAR
P:\Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Design Drawings\Current\13ASE\16157-B-BMP.dwg, 9/14/2021 3:13:15 PM, DWG To PDF.pc3

P OP. BM,P MAIN ENACE \ l /
ACESS RpAD /
EROP. PQND FO3R�BA�Yp v OQ. �6 / o /
/ PROP. FES' 18B i ' Bd\ TOM ELEV.=f�i " 1 P� \ QROP' / J / \ \ - - - - - \ \ LOT 30 ✓o�L
/ ----- --- 17,698 SF
i
PROP. DI 7B � � � %� � � / � � r T -
RIM=697.00
---- __
PROP. 18" RCP
PF�OP. 0' LITT��P <ASHELF _
. /+ 10:PE LOT 29 \
- - -c
PROP. ES�18A/ / \ \ FF�EL. 68J:G.� 0 TO ELO_00 - 22,153 SF-
/ 1/ / ).'E.7690 6 / GQ \ -PE_M V.S.E.=689-50
/ PR�F. 21 SLOPE (yPP.) •'� 69 - \ ---_�--------
/ /p +� + co 8 PROP. Z.-NL-OPE (TWT A-
/ BEI/ W PER�ANEN� 0 \�� BELOW PERMAA�N-T-2OOL
IN�I� +B/ // �.1 ��\--I�IDE MAIN POND--, \ -�� PROP\ ASS SWALE @ 2_OC.-------� _\` �- / ) /
it
+ <` \\ \� \ \- �\ ti
ca
/ '� WIDH5 'F / - - - , 68� 698 \ PROP:�3
/ + ELEFV.-6�9.5�/� -7�B9VE �E\ANENT PO
/ + + (+ +, �� PROP. PEA\
6� '9 �V� �\- - -- -- -- _ i SROP. FORS B€F�vl
+ +1 +/ i / 6 S.E.=689.50 -N _
+ + / i /' 6 pRpp - WIDTH-5 FT
ELEV.-689.50 \ \
+ PROP. 15" RCP
- 6 6
I.E.=689.50 -
` .FES 20A \
Z
NF \
-- - ----- PROP. BMP #2 (WETPOND)
STORAGE BOTTOM EL.=684,01)
1
-_ SEDIMENT BOTTOM EL.=683.50
\ PROP: P-WSE=689.50
PROP. BMP OS #2 19C
RIM=693.67 \ \
- - - QROP. 19' WIDE --PROP.2 1 SLaRE FT PJ
GRASSI7D- }P LLLWAY \ , \�\ - _ - - BELOVV' RRMANENT POOL - - - - _ _ - \ PROP. 15" RCP, IN C�TJ� INSIDE FORF�QAY
ELEV.-692.50 �\ \ - --- --- - - - (� P OP. JB 19B
\ - RI -696.38 �J \`-
v,- 6g" ---- - - -- -- ��� v ROP. 15" RCP
PROP. TOP �� D-AU - ? \\ \\\/\ \
-WIDTH=10. �\`\/\\\ \\ --- \ \ ROP.\ A -\ -
- - - - CE�E1� ELEV. E94.21 6g0 /\/�\/\\ ^� / /I.E.=68 .5 OQ)
69
693 / / \ / / A-
-
�\ P P. 10' TTORAL HELF / \ / \ +�/
_ 10:1 SL PE �
- - R M. W. S. �9 50 692 \ + SS+ +,\ EXIST. ERENN R
\ T___-- --- + +v +PRC+. P B + F+RE
I.E.=6 4.84 L - - - - \/ /
PROP. BMP/STORM DRAINAGE EASEMENT, ,�\ + + S + + �y ELFHV.=6 4 0' \\
_ 221 5.5'Wx3 v v S v
CLASS \ � \ _ im \ >� + + + ' \+ + ,f/ - \ ` - \
/ / - - - - - ✓ IPR� AP1�01V 0.0% \ / - - )s \ ,� l�s + + + \ EXITLA
V
_ _ \ O\ S� ` _ / \ W W W W W
\' +\ \ + \•" \ \ \ \ - / � \\
1-1
+ + / F PROP. PSIS\ W v W v v V
�LITY P r�\_
+ + \ VR\\NION PO
O�KE PO s _ ` \\✓/ + + \\ +` + + \\ -+ \ \// ` / r/ r r� --v1► (rr \v
Wy \W W W •Y W I I
PLANTING PLAN: BMP #1 (WET POND)
LEGEND SCALE: 1"=30'
ZONE 1: SHALLOW WATER ( 6" BELOW PWSE)
BMP #1: ELEV. 689.00 TO 689.50
ZONE 2: SHALLOW LAND ( PWSE TO TEMP. WQ STORAGE )
BMP #1: ELEV. 689.50 TO 690.58
PLANTING ZONE REQUIREMENTS:
ZONE 1: MINIMUM PLANT QUANTITIES PER 200 SQ. FT. OF SHALLOW WATER AREA
• 50 HERBACEOUS PLANTS OF AT LEAST 4 CUBIC -INCH CONTAINER (EQUIVALENT TO 2 FT. ON
CENTER MINIMUM; 1.5 FT. ON CENTER RECOMMENDED)
BMP #1: AREA PROVIDED = 2,548 SF
PLANT REQUIRED = 637 HERBACEOUS PLANTS (CHOOSE 3 FROM THE LIST ON THE RIGHT)
ZONE 2: MINIMUM PLANT QUANTITIES PER 200 SQ. FT. OF SHALLOW LAND AREA
• 50 HERBACEOUS PLANTS OF AT LEAST 4 CUBIC -INCH CONTAINER OR
• 8 SHRUBS OF AT LEAST 1-GALLON CONTAINER (EQUIVALENT TO 5 FT. ON CENTER MINIMUM; 3 FT.
ON CENTER RECOMMENDEDO, OR
• 1 TREE OF AT LEAST 3 GALLON CONTAINER AND 40 GRASS LIKE HERBACEOUS PLANTS OF AT
LEAST 4 CUBIC -INCH CONTAINER.
BMP #1: AREA PROVIDED = 4,584 SF
PLANT REQUIRED = 1,146 HERBACEOUS PLANTS (CHOOSE 4 FROM THE LIST ON THE RIGHT) OR
183 SHRUBS OR
23 TREES AND 763 GRASS LIKE HERBACEOUS PLANTS
it
40'
40'
40'
+
+
+ +
+
+
+ +
+ +
+ +
+ +
+
+ +
+ +
+ +
+ +
TYPICAL PLANT ARRANGEMENT ON SHALLOW WATER AREA (ZONE 1)
40'
40'
40'
40'
.
l.. W .
..................
TYPICAL PLANT ARRANGEMENT ON SHALLOW LAND (ZONE 2)
DEEP POOL
BOTANICAL NAME
FLOATING AQUATIC PLANTS
LEMNA SPP.
NEL UMBO L UTEA
NUPHAR L UTEA SPP. POL YSEPALA
NUPHAR L UTEA SPP. AD VENA
SUBMERGED AQUATIC PLANTS
ELEOCHAR/S AC/CULAR/S
ELEOCHAR/S QUADRANGULATA
EL ODEA CANADE-NS/S
ELODEA MUTTALLII
SHALLOW WATER
BOTANICAL NAME
HERBACEOUS PLANTS
ACORUS SUBCORDA T(/M
AL/SMA SUBCORDATC/M
HYDROLEA OUDR/VAL WS
IRIS V/RG/N/CA
✓UNCUS EFFUSUS VAR. PYLE/ OR SOL UTUS
L UDWG/A SPP.
PEL TANDRA WRG/N/CA
PONTEDER/A CORDA TA
SAG/TTAR/A LA77FOLIA
SAG/TTAR/A LANC/FOLIA
SAURURUS CERNUUS
SCHOENOPLECTUS TABERNAEMONTANI
SCHOENOPLECTUS AMER/CANUS
SCHOENPLECTUS PUNGENS VAR. PUNGENS
SC/RPUS CYPER/NUS
Z/ZAN/OPS/S MILIACEA
STORMWATER WETLAND PLANT RECOMMENDATIONS
COMMON NAME
DUCKWEED
AMERICAN LOTUS
ROCKY MTN. POND -LILY
YELLOW POND -LILY
NEEDLE SPIKERUSH
SQUARESTEMSPIKERUSH
CANADIAN WATERWEED
WESTERN WATERWEED
COMMON NAME
SWEETFLAG
WATER PLANTAIN
WATERPOD
BLUE FLAG IRIS
SOFT RUSH
PRIMEROSE WILLOW
ARROW ARUM
PICKERELWEED
DUCK POTATO
BULLTONGUE
LIZARD'S TAIL
SOFT STEM BULRUSH
THREE -SQUARE BULRUSH
WOOLGRASS
GIANT CUTGRASS
SHALLOW LAND
BOTANICAL NAME
HERBACEOUS PLANTS
ASCLEP/AS /NCARNA TA
CAREX TENERA
CHELONE GLABRA
EUPA TOR/ADELPHUS DUB/US
EUPA TOR/ADELPHUS F/STUL OSUS
EUPA TOR/ADELPHUS MACULA TUS
HIBISCUS COCC/NEUS
H/B/SCUSLAE-WS
KOSTELETZKYA WRG/N/CA
LOBELIA CARD/NAL/S
L OBEL/A EL ONGA TA
L OBEL/A SIPHIL/T/CA
RHYNCHOSPORA COL ORA TA
SACHARUM BALDW/N//
y71:i�1 I
ARON/A AREUT/FOZIA
CEPHALANTHUS OCC/DENTAL/S
CLETHRA AZNIFOL/A
CORNUS AMOMUM
CYR/LLA RACEM/FLORA
GORNON/A LAC/ANTHUS
HYPER/CUM DENS/FLORUM
ILEX DEC/DUAS
/LEX GLABRA
/TEA 14RG/N/CA
ROSA PAL USTR/S
VACC/N/UM CRASS/FOL/UM
VIBURNUM NUDUM VAR NUDUM
WET POND LANDSCAPE LEGEND #1
SYMRnI SPFCIFS OHANTITY
BLUE FLAG IRIS, "IRIS VIRGINIANA", 4-INCH CONTAINER, 24" O.C.
250
o++++++++++
PICKEREL WEED, "PONDETERA CORDATA", 4-INCH CONTAINER, 24" O.C.
193
J)
N
`l
SOFT -STEM BULLRUSH, "SCHOENOPLECTUS TABERN AEM ON TANI", 4-INCH CONTAINER, 24" O.C.
194
SWAMP MILKWEED, "ASCLEPIAS INCARNATE", 4-INCH CONTAINER, 24" O.C.
288
N ILL
FLOWER, "LOBELIA CARDINALUS", 4-INCH CONTAINER, 24" O.C.
288
w
z
L
"EUPATORIADELPHUS
IN,7
7 0 0 0 0 0 0
JOE PYE WEED, FISTULOSUS", 4-INCH CONTAINER, 24" O.C.
288
0 0 0 0 0 0 o
°O°O°O°O°O° GREAT BLUE LOBELIA, "LOBELIA SIPHILITICA", 4-INCH CONTAINER, 24" O.C.
°°°°°°°°°°°
°°°°°°°°°°°
282
COMMON NAME
SWAMP MILKWEED
QUILL SEDGE
WHITE TURTLEHEAD
DWARF JOE PYE WEED
JOE PYE WEED
SPOTTED TRUMPETWEED
SCARLET ROSEMALLOW
HALBERDLEAF ROSEMALLOW
SEASHORE MALLOW
CARDINAL FLOWER
LONGLEAF LOBELIA
GREAT BLUE LOBELIA
STARRUSH WHITETOP
NARROW PLUMEGRASS
RED CHOKEBERRY
COMMON BUTTONBUSH
SWEET PEPPERBUSH
SILKY DOGWOOD
TI TI
LOBLOLLY BAY
BUSHY ST. JOHNSWORT
POSSUMHAW
INKBERRY
VIRGINIA SWEETSPIRE
SWAMP ROSE
CREEPING BLUEBERRY
POSSUMHAW
OUTLET
STRUCTURE
3
1�
10.0'
110"
TOP OF DAM EL.
3
-III
IIIIli I-IH\\�\_
III III III
i iDAM CORE / /� /� ," \ -�III
,iii r �` i � �� III -I I I I III III I I
PROP. HEAD WALL
III
NOTES:
_-II
III
OUTLET PIPE/BARREL
1.
SEE CONCRETE BARREL AND RISER SPECIFICATIONS
W/O -RING GASKETS
INV. OUT
(SEE SHT C5.0 & C5.1)
2.
ALL SOIL UNDERLYING AND ADJACENT TO RISER AND
FOOTING TO BE COMPACTED TO 98% MAXIMUM DRY
4 0,
INV. IN
1 1
DENSITY AS DETERMINED (STANDARD PROCTOR)
ANTI -SEEP COLLAR #1 1 1
��0'
APRON RIPRAP
UNDER THE DIRECTION BY ASTM D-698 OF THE
CONCRETE ANCHOR PAD
6.0
GEOTECHNICAL ENGINEER.
PROP. 4' DEEP CORE TRENCH
ANTI -SEEP COLLAR #2/
3.
WATERTIGHT RUBBER BOOTS TO MEET THE ASTM
(BELOW EX. GROUND)
CONCRETE PIPE CRADDLE
END
CONCRETE CRADDLE
C923-84 STANDARD SPECIFICATIONS FOR RESILIENT
(FROM OUTLET STRUCTURE TO
CONNECTORS BETWEEN REINFORCED CONCRETE
ANTI -SEEP COLLAR #2)
MANHOLE STRUCTURES AND PIPES.
4.
POND TO BE EXCAVATED AN ADDITIONAL 6" BELOW
EARTHEN
DAM EMBANKMENT
SECTION
POND BOTTOM TO ALLOW FOR SEDIMENT
STORAGE.NT
N.T.S.
DAM CONSTRUCTION SPECIFICATIONS
1. SITE PREPARATIONS -CLEAR GRUB AND STRIP TOPSOIL FROM AREAS UNDER THE EMBANKMENT TO REMOVE TREES VEGETATION ROOTS AND OTHER OBJECTIONABLE MATERIAL. DELAY CLEARING POOL AREA UNTIL
THE DAM IS COMPLETE AND THEN REMOVE BRUSH, TREES, AND OTHER OBJECTIONABLE MATERIALS TO FACILITATE SEDIMENT CLEANOUT. STOCKPILE ALL TOPSOIL OR SOIL CONTAINING ORGANIC MATTER FOR USE ON
THE OUTER SHELL OF THE EMBANKMENT TO FACILITATE VEGETATIVE ESTABLISHMENT. PLACE TEMPORARY SEDIMENT CONTROL MEASURES BELOW BASIN AS NEEDED.
2. CUT-OFF TRENCH -EXCAVATE A CUT-OFF TRENCH ALONG THE CENTER LINE OF THE EARTH FILL EMBANKMENT. CUT THE TRENCH TO STABLE SOIL MATERIAL BUT IN NO CASE MAKE IT LESS THAN 4 FEET DEEP. THE
CUT-OFF TRENCH MUST EXTEND INTO BOTH ABUTMENTS TO AT LEAST THE ELEVATION OF THE RISER CREST. MAKE THE MINIMUM BOTTOM WIDTH WIDE ENOUGH TO PERMIT OPERATION OF EXCAVATION AND
COMPACTION EQUIPMENT, BUT IN NO CASE LESS THAN 6 FEET. MAKE SIDE SLOPES OF THE TRENCH NO STEEPER THAN 1:1. COMPACTION REQUIREMENTS ARE THE SAME AS THOSE FOR THE EMBANKMENT. KEEP THE
TRENCH DRY DURING BACKFILLING AND COMPACTION OPERATIONS.
3. GEOTECHNICAL SPECIFICATIONS FOR DAM CONSTRUCTION:
A. A MINIMUM OF ONE (1) IN -PLACE DENSITY TEST SHOULD BE PERFORMED IN ACCORDANCE WITH ASTM D-1556 FOR EACH 2,500 S.F. OF LIFT AREA WITH A MINIMUM OF TWO TESTS PER LIFT. IMPROPER
COMPACTION MAY RESULT IN PREMATURE DETERIORATION OF THE EMBANKMENT AREA AND/OR DIFFERENTIAL SETTLEMENT OF FOUNDATIONS. SEE GEOTECHNICAL REPORT FOR MORE DETAILED SPECIFICATIONS
RELATING TO SELECTION AND PLACEMENT OF STRUCTURAL FILL.
B. FILL PLACED WITHIN THE CONSTRUCTED DAM EMBANKMENTS SHOULD BE COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D-698 STANDARD PROCTOR). ALL
FILL PLACED WITHIN THE UPPER ONE (1) FOOT OF THE RISER FOUNDATION AND THE SPILLWAY SUBGRADE SHOULD BE COMPACTED TO A MINIMUM OF 98 PERCENT OF THE MAXIMUM DRY DENSITY AS
DETERMINED BY ASTM D-698 (STANDARD PROCTOR). ALL FILL MATERIAL SHOULD BE PLACED AND MECHANICALLY COMPACTED IN UNIFORM LIFTS NOT EXCEEDING NINE (9) INCHES IN LOOSE THICKNESS. THE
MOISTURE CONTENT OF ALL FILL AT THE TIME OF THE PLACEMENT SHOULD BE WITHIN +3 PERCENT OF THE OPTIMUM MOISTURE CONTENT AS ESTABLISHED BY THE STANDARD PROCTOR TEST. SEE GEOTECHNICAL
REPORT FOR MORE DETAILED SPECIFICATIONS RELATING TO THE SELECTION AND PLACEMENT OF STRUCTURAL FILL.
C. ALL FILL TO BE UTILIZED AT THE SITE SHOULD BE SELECTED ON THE BASIS OF ITS PLASTICITY CHARACTERISTICS AND LABORATORY COMPACTION TESTS. ON -SITE SOILS WHICH ARE FOUND TO CONTAIN
DELETERIOUS MATERIAL, INCLUDING ORGANICS AND TOPSOIL, SHOULD NOT BE USED AS STRUCTURAL FILL FOR THE EMBANKMENT.
D. DAM CORE AND CORE TRENCH MATERIAL - THE CORE MATERIAL SHOULD HAVE A USCS CLASSIFICATION OF MH, CH, CL OR ML. PRIOR TO EXCAVATION THE CONTRACTOR SHOULD HAVE THE CORE TRENCH
MATERIAL TESTED AND APPROVED BY THE GEOTECHNICAL ENGINEER. THIS TESTING SHOULD INCLUDE DOUBLE HYDROMETER TESTING TO ENSURE THAT THE SOILS ARE NOT DISPERSIVE IN NATURE.
E. IMPERMEABLE LINER AND CUT-OFF WALL MATERIAL - MATERIAL UTILIZED SHALL HAVE A CLASSIFICATION OF CH OR MH ONLY. HYDRAULIC CONDUCTIVITY RATES OF MATERIAL UTILIZED MUST BE 0.01 FT DAY
MAXIMUM. LINER MATERIAL SHALL BE TESTED AND APPROVED BY GEOTECHNICAL ENGINEER PRIOR TO CONSTRUCTION. BENTONITE MAY BE UTILIZED TO SUPPLEMENT LINER MATERIAL TO ACHIEVE A LOWER
INFILTRATION RATE. LINER MATERIAL SHALL BE FREE FROM ALL TOPSOIL, ORGANICS AND ROCK FRAGMENTS HAVING A MAJOR DIAMETER GREATER THAN 3 INCHES. FILL PLACEMENT SHOULD BE IN MAXIMUM
6-INCH THICK, LOOSE HORIZONTAL LIFTS COMPACTED UNIFORMLY WITH THE PROPER EQUIPMENT. FILL SHOULD BE COMPACTED TO AT LEAST 92 PERCENT OF THE MAXIMUM DRY DENSITY AS ESTABLISHED BY
ASTM D698 TEST METHOD. THE MOISTURE CONTENT OF THE FILL SHOULD BE WITHIN PLUS 4 PERCENTAGE POINTS ABOVE THE OPTIMUM MOISTURE CONTENT.
1. IMPERMEABLE LINER - IF REQUIRED, LINER SHALL HAVE A 2.0' MINIMUM THICKNESS.
2. CUT-OFF WALL - CUT-OFF WALL SHALL BE 2.0' WIDE MINIMUM AND EXTENDED FROM ELEVATION 761.00 TO 754.00 IN THE LOCATION SHOWN ON THE PLAN. CUT-OFF WALL MATERIAL SHALL BE SUPPLEMENTED
WITH BENTONITE TO ACHIEVE A MAXIMUM HYDRAULIC CONDUCTIVITY OF 0.001 FT/DAY. BENTONITE MATERIAL SHALL BE APPROVED BY GEOTECHNICAL ENGINEER.
F. CONTRACTOR TO COORDINATE CONSTRUCTION OF DAMS WITH A GEOTECHNICAL FIRM EXPERIENCED IN FIELD TESTING SERVICES FOR EARTHEN DAM CONSTRUCTION. SPECIFICATIONS GIVEN ON THESE PLANS ARE
RECOMMENDATIONS ONLY. REFER TO GEOTECHNICAL REPORT FOR ADDITIONAL SPECIFICATIONS.
G. ALL FILL MATERIAL USED FOR CONSTRUCTION OF DAM CORE AND EMBANKMENTS TO BE INSPECTED AND APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT.
4. CONDUIT SPILLWAYS -SECURELY ATTACH THE RISER TO THE BARREL OR BARREL STUB TO MAKE A WATERTIGHT STRUCTURAL CONNECTION. SECURE ALL CONNECTIONS BETWEEN BARREL SECTIONS BY APPROVED
WATERTIGHT ASSEMBLIES. PLACE THE BARREL AND RISER ON A FIRM, SMOOTH FOUNDATION OF IMPERVIOUS SOIL. DO NOT USE PERVIOUS MATERIAL SUCH AS SAND, GRAVEL, OR CRUSHED STONE AS BACKFILL
AROUND THE PIPE OR ANTI -SEEP COLLARS. PLACE THE FILL MATERIAL AROUND THE PIPE SPILLWAY IN 4-INCH LAYERS, AND COMPACT IT UNDER AND AROUND THE PIPE TO AT LEAST THE SAME DENSITY AS THE
ADJACENT EMBANKMENT. CARE MUST BE TAKEN NOT TO RAISE THE PIPE FROM FIRM CONTACT WITH ITS FOUNDATION WHEN COMPACTION UNDER THE PIPE HAUNCHES.
PLACE A MINIMUM DEPTH OF 2 FEET OF COMPACTED BACKFILL OVER THE PIPE SPILLWAY BEFORE CROSSING IT WITH CONSTRUCTION EQUIPMENT. ANCHOR THE RISER IN PLACE BY CONCRETE OR OTHER SATISFACTORY
MEANS TO PREVENT FLOTATION. IN NO CASE SHOULD THE PIPE CONDUIT BE INSTALLED BY CUTTING A TRENCH THROUGH THE DAM AFTER THE EMBANKMENT IS COMPLETE.
5. EMERGENCY SPILLWAYS -INSTALL THE EMERGENCY SPILLWAY IN UNDISTURBED SOIL. THE ACHIEVEMENT OF PLANNED ELEVATIONS, GRADE, DESIGN WIDTH, AND ENTRANCE AND EXIT CHANNEL SLOPES ARE CRITICAL TO
THE SUCCESSFUL OPERATION OF THE EMERGENCY SPILLWAY. INSTALL NAG S75 EROSION CONTROL MATTING STABILIZATION IMMEDIATELY AFTER THE SPILLWAY IS CONSTRUCTED.
6. INLETS -DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE DIVERSIONS WITH OUTLET PROTECTION TO DIVERT SEDIMENT -LADEN WATER TO THE UPPER END OF THE POOL AREA TO IMPROVE
BASIN TRAP EFFICIENCY (REFERENCES: RUNOFF CONTROL MEASURES AND OUTLET PROTECTION).
7. EROSION CONTROL -CONSTRUCT THE STRUCTURE SO THAT THE DISTURBED AREA IS MINIMIZED. DIVERT SURFACE WATER AWAY FROM BARE AREAS. COMPLETE THE EMBANKMENT BEFORE THE AREA IS CLEARED.
STABILIZE THE EMERGENCY SPILLWAY EMBANKMENT AND ALL OTHER DISTURBED AREAS ABOVE THE CREST OF THE PRINCIPAL SPILLWAY IMMEDIATELY AFTER CONSTRUCTION.
8. INSTALL POROUS BAFFLES AS SPECIFIED IN PRACTICE 6.65, POROUS BAFFLES, IF WET POND IS TO BE USED TEMPORARILY AS A SEDIMENT BASIN.
9. EMBANKMENT STABILIZATION - ALL EMBANKMENTS SHALL BE STABILIZED IMMEDIATELY WITH EXCELSIOR CURLEX 1 EROSION CONTROL MATTING (OR APPROVED EQUAL).
�61"o �MAMR�����
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GRAPHIC SCALE
30 0 15 30 60
1 INCH = 30 FEET
THE ISAACS f
GROUP, P.C.
ENGINEERING &
ND SURVEYING
NO. C-1069 �+
1
Digitally signed by
Anthony B. Cowan,
P.E.
Date: 2021.09.15
17:49:06-04'00'
1. ZONES 1 AND 2 NEED THE APPROPRIATE HERBACEOUS PLANTS AT THE RATE OF
0.5 PLANTS PER SQUARE FOOT OF AREA IN EACH ZONE. (24" O.C.)
P:\Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Design Drawings\Current\13ASE\16157-B-BMP.dwg, 9/14/2021 3:17:25 PM, DWG To PDF.pc3

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DA=13.32AC
V14B J i '11 V A� A / CB7N / - /
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CB I I I DA=0.32 AC DA=0.22
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DA=0.34 AC I
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STORM DRAINAGE SCHEDULE
STORM NETWORK-1 TO BMP #1 STORM DRAINAGE TABLE
STRUCTURE
STRUCTURE
TC/RE
(DESIGN)
STRUCTURE
TC/RE
(AS -BUILT)
DIAMETER
INCHES
(DESIGN)
DIAMETER
INCHES
(AS -BUILT
INVERT IN
(DESIGN)
INVERT IN
(AS -BUILT)
INVERT OUT
(DESIGN)
PIPE LENGTH
(DESIGN)
PIPE LENGTH
(AS -BUILT)
SLOPE
(DESIGN)
SLOPE
(AS -BOIL I
CB 4D
716.11
15 RCP
(4D) INV OUT=712.32
24.50
CB 4C
716.10
15 RCP
(4D) INV IN=712.08
(4C) INV OUT=711.88
149.90
(4D) 1.00%
CB 413
712.55
15 RCP
(4C) INV IN=708.28
(46) INV OUT=708.08
150.57
(4C) 2.40%
CB 4A
709.21
15 RCP
(4B) INV IN=705.07
(5A) INV IN=705.07
(4A) INV OUT=704.84
140.72
(4B) 2.00%
(5A) 2.00%
CB 5A
709.20
15 RCP
(5A) INV OUT=705.56
24.48
CB 1F
708.70
24 RCP
(1G) INV IN=704.77
(2A) INV IN=704.52
(1F) INV OUT=704.02
152.91
(1G) 1.00%
(2A) 0.80%
CB 1G
708.57
15 RCP
(1G) INV OUT=705.02
25.08
FES 2A
708.33
24 RCP
(2A) INV OUT=706.00
184.06
CB 1C
707.56
30 RCP
(1D) INV IN=698.62
(4A) INV IN=703.25
(6A) INV IN=703.25
(1C) INV OUT=698.12
25.67
(1D) 1.00%
(4A) 1.13%
(6A) 2.01%
CB 1B
707.56
30 RCP
(1C) INV IN=697.97
(113) INV OUT=697.77
123.55
(1C) 0.60%
CB 1E
707.18
24 RCP
(1F) INV IN=702.79
(1E) INV OUT=702.59
109.19
(1F) 0.80%
CB 1D
706.24
24 RCP
(1E) INV IN=701.50
(3A) INV IN=702.50
(1D) INV OUT=700.09
147.22
(1E) 1.00%
(3A) 1.00%
CB 3A
706.14
15 RCP
(3A) INV OUT=702.75
25.07
FES 6A
705.99
18 RCP
(6A) INV OUT=704.20
47.55
FES 1 A
699.71
(1 B) INV IN=696.84
(1 B) 0.75%
STORM NETWORK-2 TO BMP #2 STORM DRAINAGE TABLE
STRUCTURE
STRUCTURE
TC/RE
(DESIGN)
STRUCTURE
TC/RE
(ASBUILT)
DIAMETER
INCHES
(DESIGN)
DIAMETER
INCHES
(AS -BUILT)
INVERT IN
(DESIGN)
INVERT IN
'AS -BUILT
INVERT OUT
(DESIGN)
PIPE LENGTH
(DESIGN)
PIPE LENGTH
(AS -BUILT)
SLOPE
(DESIGN)
SLOPE
(AS -BUILT)
CB 7P
715.04
15 RCP
(7P) INV OUT=711.28
24.50
CB 7N
715.04
15 RCP
(7P) INV IN=710.79
(7N) INV OUT=710.59
103.23
(7P) 2.00%
CB 7M
712.49
18 RCP
(7N) INV IN=708.63
(7M) INV OUT=708.38
111.82
(7N) 1.90%
CB 7L
711.36
24 RCP
(7M) INV IN=707.48
(9A) INV IN=707.34
(8A) INV IN=707.34
(7L) INV OUT=706.84
140.53
(7M) 0.80%
(9A) 1.24%
(8A) 0.70%
CB 9A
711.36
15 RCP
(9A) INV OUT=707.63
24.51
DI 8A
711.09
18 RCP
(8A) INV OUT=708.38
150.15
CB 11C
710.83
18 RCP
(11D) INV IN=707.27
(11C) INV OUT=707.07
24.51
(11D) 3.00%
CB 11B
710.83
24 RCP
(11C) INV IN=706.84
(12A) INV IN=706.84
(11B) INV OUT=706.64
135.25
(11C) 1.00%
(12A) 2.51%
CB 7K
709.74
24 RCP
(7L) INV IN=706.00
(7K) INV OUT=705.50
85.07
(7L) 0.60%
FES 11D
709.52
15 RCP
(11D) INV OUT=708.00
24.38
FES 12A
709.47
18 RCP
(12A) INV OUT=707.68
32.10
CB 11A
708.80
24 RCP
(11B) INV IN=705.03
(11A) INV OUT=703.80
104.30
(11B) 1.20%
CB 7D
708.14
36 RCP
(7E) INV IN=698.76
(7D) INV OUT=698.26
300.36
(7E) 1.20%
CB 7J
708.06
30 RCP
(7K) INV IN=702.64
(7J) INV OUT=702.14
96.65
(7K) 3.36%
CB 7C
707.91
36 RCP
(7D) INV IN=696.76
(7C) INV OUT=696.56
179.01
(7D) 0.50%
CB 7F
706.63
30 RCP
(7G) INV IN=700.22
(7F) INV OUT=700.02
24.50
(7G) 0.60%
CB 7E
706.63
30 RCP
(7F) INV IN=699.77
(11A) INV IN=702.24
(7E) INV OUT=699.57
67.94
(7F) 1.00%
(11A) 1.50%
CB 10B
706.59
15 RCP
(106) INV OUT=702.91
8.00
CB 7H
706.58
30 RCP
(7J) INV IN=701.56
(7H) INV OUT=701.36
8.00
(7J) 0.60%
CB 7G
706.56
30 RCP
(7H) INV IN=701.31
(10A) INV IN=702.01
(7G) INV OUT=701.01
131.93
(7H) 0.60%
(10A) 2.01%
CB 10A
706.56
18 RCP
(106) INV IN=702.75
(10A) INV OUT=702.50
24.32
(1013) 2.00%
DI 76
697.00
36 RCP
(7C) INV IN=689.81
(713) INV OUT=689.71
42.86
(7C) 3.81%
FES 7A
692.92
(713) INV IN=689.50
(713) 0.50%
STORM NETWORK-3 BYPASS STORM DRAINAGE TABLE
STRUCTURE
STRUCTURE
TC/RE
(DESIGN)
STRUCTURE
TC/RE
(ASBUILT)
DIAMETER
INCHES
(DESIGN)
DIAMETER
INCHES
(ASBUILT)
INVERT IN
(DESIGN)
NVERT IN
(AS -BUILT)
INVERT OUT
(DESIGN)
PIPE LENGTH
(DESIGN)
/PE LENGTH
(AS -BUILT)
SLOPE
(DESIGN)
SLOPE
(AS -BUILT)
JB 17C
717.86
24 RCP
(17D) INV IN=709.25
(17C) INV OUT=709.05
220.73
(17D) 4.09%
FES 17D
715.29
24 RCP
(17D) INV OUT=712.95
92.36
JB 17B
715.27
24 RCP
(17C) INV IN=707.73
(1713) INV OUT=705.83
66.22
(17C) 0.60%
JB 16C
713.34
36 RCP
(16D) INV IN=707.55
(16C) INV OUT=702.87
360.53
(16D) 2.20%
HW 16D
712.54
36 RCP
(16D) INV OUT=708.00
20.51
JB 16B
711.38
36 RCP
(16C) INV IN=701.08
(166) INV OUT=700.88
95.32
(16C) 0.50%
EX. FES1
707.27
15
(EX. 15) INV OUT=705.90
20.32
FES 17A
707.17
(176) INV IN=704.84
(17B) 1.50%
EX. FES2
707.03
(EX. 15) INV IN=705.66
(EX. 15) 1.18%
HW 14B
706.02
30 RCP
(1413) INV OUT=702.47
78.82
HW 14A
705.49
(1413) INV IN=702.00
(1413) 0.60%
HW 15B
703.90
36 RCP
(1513) INV OUT=698.16
85.99
FES 16A
703.87
(1613) INV IN=700.45
(1613) 0.45%
HW 15A
701.40i
i
(1513) INV IN=694.83
(156) 3.87%
Digitally signed by Anthony
B. Cowan, P.E.
�lcJ Date: 2021.09.15
17:36:55-04'00'
11 '1'17�f ��� GRAPHIC SCALE
� �aFESS/0/ti�� 120 0 60 120 240
THE ISAACS �� �� 4z
GROUP, P.C. f ENGINEERING & SEAL
1 INCH = 120 FEET
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LEGEND
EXIST. R/W
— OHP — EXISTING OVERHEAD POWER
= = = = = = EXISTING STORM DRAINAGE PIPE
EXISTING CREEK
Q EXISTING SANITARY MANHOLE
I EXISTING FIRE HYDRANT
SS EXISTING SEWER LINE
W EXISTING WATER LINE
EXISTING TREE LINE
- - ELEv. - - EXIST. CONTOUR
• - EXIST. STREAM TOP OF BANK
EXIST. SOIL TYPE
-- PROP. R/W
PROP. STORM DRAINAGE PIPE
PROP. BUFFER
DRAINAGE AREA
M'+""""" M PROP. TIC (SHEET FLOW)
�� � PROP. TIC (UNPAVED SHALLOW CONCENTRATED FLOW)
Aw I � I jW PROP. TC (CHANNEL FLOW)
— ELEV_ — PROP. CONTOUR
PROP. 100 FT SIX MILE CREEK STREAM BUFFER
PROP. SIDEWALK
/
f THE ISAACS
' 't ` Q`F- '
GROUP, P.C.
__
S
ENGINEERING &
SEA L
AND SURVEYING
O� � 026462
N0. C-1069
`� '
Digitally signed by
FD
�Anthony B. Cowan, P.E.
as't Date: 2021.09.15
18:09:47-04'00'
P:\Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Design Drawings\Current\BASE\16157-B-BMP.dwg, C6.1-PRE, 9/15/2021 6:09:20 PM, bcowan, 1:1

BALLANTYNE CO MO S PKWY �c�� \ / \ \ - - �' \ \ \ \ ( I \ \ \ \ \ \ I I I I I I
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yo \\\ \" \ \ \ I ------ -\I- 150' SHEET FLOW \------/ /' --) \ \ \\ \
o Ei KEEERO - w --\ �20, \\ \\ \ \ \ // -' \-_ �� 0 1.0096 \ // I \
---- �\ \
ARBOR w -\ ' \� \\ \\ \\ \\ \\ ( // /'' /� \�� \ \�� ---' \\ \\\\\\,�o \ / -J �' ////////�' //
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WY 84 I I A V A A\ V I A\\\ \ V v v\ v v-- �/ .--., / �. / A 1 1 \ V A \ I I / / // / / // l/ I o 1 I I/ (
�o I 1 \ � I V A V A V A \ V A v \� --/ / / i/' / N \ \ 1 V A V A V A I I I // / / // / // I I \v \ //
�� I 1 \ \ \ \ \ / / / / \ \ \ \ \ I / / / / / I I ` \ \
RO o\ I I l ) I I \ \ \ \ \ \ \ \ \ \ �� �� / / ''•.1 �"' _/ \ \ \ 1 \ \ \ \ I / - / / / ( \ \ \ \\ _ 1
REA o / / / I \ \ \ \ \ \ \\ \\_-- // I 1'' � \ \ \ \ \ \ \ \ \ \ \ I / / / / / / / 1 \ �\ l II )
o, / / / A V A \ V A v v v v 725� A. / \ \ \ A I I V A V v Av I I l / // ,� // / / / / v v- v v) / / /'
�% / / / ) V A AV A V A V v v -/ /' ('••. v A \ \ v_/ I / / / v I I I / /
/ / / / I 1 \ \ � 15D�SHEET FLOW- %11 / 11'--.,.. � \--- \\ \\ � J \ \\ \\ I 1 I // / --�/ �/ / // �/ / ////// /l/ �/
�a / / / / / I I 1 I \ \ \\ \ 01.5OWL / / \-/ \\ \\ / / /
/ / / / I I \ I --- /�/ /- \ I I �.... \ \ \ / \ \ \ I I I ( / // /� / (I� / '/ //
/////
VICINITY MAP: N.T.S. ,/ / / / / / / I I I "I _ / \ / \ \ \ \ / \ \ \ ,\_ I I I I / / / i
/ r I /-/// // / / /
/ / / I I )IB-POST DEV 4B BYPASS\ I I ' • .. \ \ - \ \ \ - _ _ - I 6 I / / / / //
I I I I I I I 1 I AREA=8.711 AC. ) \ I J / X \ \ / / \ \ \ 1 1 I I / �1� _ - - - _ / I / / / / / / / / /
'• \ \ \ / I l I / / / / l
Proposed BMP Summary- _ :�:_
/ /I I I I I / / / / _1 _ - - / _ / / / ` \ \ \ \ \ \_ -_ 1 1 I I / / / r / / I ( / / / / / / / /
/ / I / / � 3'FFALLOW- - - - v 1 / / / / I I I
Proposed BMP #1 Sand Filter) / / / // // I` / / / / / - • , \ ` \\ \ \ \ \ \I I ( / I ' // I \
/ / o / / / .- CONC>ENTRATED FLOW I ( � \.. �' ' • . " � \ - \ \ I I (. ( / / ( � \ \ \ \ \ \ \
BMP #1 (Sand Filter] has been designed per the NCDEQ requirements of the contributing drainage area - / / / - \ � ", I / r I \
/ / / ' / c / ---1.93&- - - / / / \ �..•.\` \ \ J I 1 1 I 1 11 . I. I I ( l \ \ \� \ \\ \ \\ \ '
(8-75 ac.) to meet 85% TSS removal, 26% TN and 40% TP removal targets- The SHWT was established as / / r / \ _ / / - � I , I
\ \' '' • I I I I I I I � � � \ \ \ \
required to establish the minimum vertical separations as outlined by the NCDEQ requirements. BMP #1 meets I / / / B-POST DEV 4 (BYPASS) \ \ \ \ \ I I / I' I 1 \ \ \ \ \ \ \\ \ "
I / / / AREA 4A &4B I \\ .. 1 , J I I I \ \ \ \ \ �� \� \\ \\
\ / // EXIST. IMPERVIOUS (CN-98) - 0.689 AC. l\ � ' • � ' • • . \ \ I I I o I I I I y / • / \ \ \ \\ \
• The control and treatment of the difference in the stormwater runoff from the pre -development merit and post- \ I ! / / / CLASS B(CeB2), OPEN SPACE, GOOD (CN=61)=8.021 AC. 1,19T SHALLOW / \ 1 I \ I I I I I 1 1 _\\ \
P P P \/ f / J. I I I /: \\\
develop merit conditions far the on ear, 24fiaur storm. \ \ I / CLASS B(CeB2), WOODED, GOOD (CN=55)=1.863 AC. CONCENTRATED FLOW / \ / / \ I I I I I 1 \ / : I \ \\ \
P Y \ / \ - I I 1 I I \ - \\\
• Removal of an 85 percent average annual amount of Total Suspended Solids (85% TSS removal), 25% S � \ \ I I, -� I CLASS C(HeB), OPEN SPACE, GOOD (CN=74)=0.819 AC. O 1•3OX \ / ( I \ 1 1 I I I \ 1 \ / \ . - \ ` \ \ \ \\
/ ) � '•. I I I 1 r \\ \\\\
\ / I / CLASS C(HeB), WOODED, GOOD (CN=70)=2.185 AC. \ I 1 \ \ / \
TN (min) and 40% TP (min) removals \ \ 1 / I I I I \ 1 \ \ 1 r �' r "I \ \\\\
I I AREA=13.577 AC. I / B-POST DEV 3C (BYPASS) - - _ '\ � I I 1 \ 1 \ \ / � \
• Draw down the treatment volume no faster than 48 hours, but no slower than 120 hours. \ \ \ ,'I� I I \ CN=64 / ` / ( �\ ''•. I I I 1 \ \ \ \ \ \ \ 11 - / o\ \
I AREA=13.258 AC. \ I 1\ \ \ � \ \ \
• Discharge the storage volume at a rate equal or less than the pre -development \ \ / \ I I I \ \ - Tc=31.46 Min. / � - / / / \ \ `. ' •.\ . \ \ \ \ \ \ \ \ \ \ \ - - - � \ \ \\
discharge rate farthe one-year. 24-hour storm \� / \ \ I I \ I /' / _ I / - / / N \ \ \ \ \ \ \ \ \ \ \ \ r �:\ : I \ - - - \ \ \ \ \\
• Meet design of 5tormwater Management Measures set forth in 15A NCAC 02H .1008. / 1 I I I I 1 \I \ \ - - / / I i I / 1 \ I I\ \ 1 / \ i \ \ \ \ \ \\ \ \\\\\\ \ \ ' \.4- ` _ - - - - - � \ I \� \
• The post developed discharge rate at the property boundary is less than or equal to the pre development / I I J I \ � - - I� / \ \ \ \ 1 /• . / \ j Iit, \ \ \ \ \ \ \ \ \ \ -J \ I \ \
rate for the {1,2,10,25,50 & 100} one, two, ten, twentyfive, fifty and one hundred year storm events. / I I I I 1 / / ` J / - j / \ \ \ - 1 1 / ' / ,. '' \ \ \\ \ \ \ \ \ \ \ \ \ - - . - - I I \ \
/ / I \ -/' / \ 1 ( / I ( I \ \ i . I .-J �' Met A a \ __ - " /
BMP #2 (Wet Pond) has been designed per the NCDEQ requirements of the contributing drainage area / / / I I / / - \ � \ \ I \ \ ( \ \ \ \ \ I /. ' I . '', y % \-- - - _ . - - \ \ \ ( I I /
16.488 ac. to meet 85°� T55 removal, 25% TN and 40% TP removal targets. The SHWT was established as - / - \ C y \ ✓ - \ /L' N �4(\- - , \ r 1- - - - - � \ /
required to establish the minimum vertical separations as outlined by the NCDEQ requirements. BMP #2 meets I / '�' / / \ \ N ) 1 / \' \ \ I / •' 1 I•' / J!, \\ \� \ \ _ _ _ --, , • - - - - - \ "I \ \ 1 / / /
I�\ \ \ \ ) 1 /\\ r / I \\\\ \ �_> \ \ \\\ \ \ I I l/ /
❑r exceeds the following requirements: �/ / I I / - \ \ \ - \ / -
1 � \ / 11 / \ \ I \ \ �o� 1\tv
��� �\ / /. / \,�A / . �\ \ \ \ ---- / �.- �� \ \ \ \ \ \ \ \ ( ) /■ The control and treatment of the difference in the stormwater runoff from the pre- development and post- I r \ \ \ _ / 1'1 I � \� \ / / \ '., \ \ \ \ \ \ \ \ / /
-.0
development conditions for the one-year. 24-hour storm. \ / / � > `�- - - \ � \ \ \ \ � I //- / � \ \ \ \ / / ' / - \ \ \ \'' \ 1 \ - - 1/ � \ \ \ \
/ / \ Q� / \ - / JI \ \ \ \ \ \ \ \ 1
Removal of an 85 percent average annual amount of Total Suspended Solids (85% TSS removal). 25% / \ ` / / - < \ \_� 0� \ ` - / /// I I\ J"' \ \ \ \ j / �/ /'� ` ) \\ /� �� \ - \ \\ `\ \\\` \\�� oyJIt/rj III/\ \ \ \ \\ \ \ \ \ \\ \ \ \ \ \ 1 \ I
TN (min} and 4010 TP (min} removals \ / / - _ \ \ �'� I J ��� \ /�- / \ N - \ \ \ \ \ \ \ \ \ \ \ \
• Draw dawn the treatment volume no faster than 48 hours, but no slower than 120 hours. / \ \ - / / _ \ v 111 - - / � \ / - / n- \ \ \• ` \ \ \
• Discharge the storage volume at a rate equal or less than the pre -development - - - - - _ - / \ \ \-,----/ \\ - � - 1 / / 1 \ 1\\ \ / /.// / / \\ \ \ \ r.\ \ \ \ \ \ \ \ \ \ \ \ \ \
dischar a rate for the one- ear, 24-hour storm - _ - - '- �,� / / - 1 / \\ \ `\ fi I \ \ \ \ \ \
• Meet design of Stvrmwater Management Measures set forth in 15A NCAC 02H A 008, _ - - - \ - - / - - � - - � \ � � \ \ ` / /j a - - — = = z � = _ ` r` L � \ / �•� 1 / / r, � � \ \\ I � \ \ � \ \ \ . \� � ; r y \ 1 \\ \\ \ \\ \ ' \ \ \ � \ \ \ \ \ o\
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/ — — — —
I
- EXIST. R/W
OHP — EXISTING OVERHEAD POWER
= = = = = = EXISTING STORM DRAINAGE PIPE
EXISTING CREEK
(3 EXISTING SANITARY MANHOLE
� EXISTING FIRE HYDRANT
SS EXISTING SEWER LINE
W EXISTING WATER LINE
EXISTING TREE LINE
-- ELEv. -- EXIST. CONTOUR
• - EXIST. STREAM TOP OF BANK
EXIST. SOIL TYPE
-- PROP. R/W
PROP. STORM DRAINAGE PIPE
PROP. BUFFER
DRAINAGE AREA
/+1+1+1+1+1+1+10 PROP. TC (SHEET FLOW)
PROP. TC (UNPAVED SHALLOW CONCENTRATED FLOW)
r � r Aw PROP. TC (CHANNEL FLOW)
ELEV. PROP. CONTOUR
PROP. 100 FT SIX MILE CREEK STREAM BUFFER
PROP. SIDEWALK
Proiect Narrative
Protect Description
The project site is located in the Town of Waddington, Union County N.C. and is an approximately 50 acre parcel
along Weddington-Matthews Road (S.R. 1344), The proposed project consists of thirtyfive (35) single family
residential units, driveway access road and two (2) BMP's designed in accordance with Town of Waddington,
NCDEQ and NCDOT requirements. The project area drains to unknown tributary that eventually flows to Sixmile
Creek and is subject to the site specific Water Quality Management requirements prescribed by the N.C. Division
of Environmental Quality (NCDEQ).
NCDEQ requirements that have been met in the design of this project include the control and treatment of the
difference in the stormwater runoff from the pre -development and post -development conditions for the one-year,
24-hour storm, with structural stormwater controls that promote infiltration of flows and groundwater recharge, if
practicable based upon soil conditions.
The rainfall amounts used in the analysis of this project were obtained from current data from NOAA
Structural stormwater controls have been provided to meet the following minimum requirements:
a. Remove an 85 percent average annual amount of Total Suspended Solids
b. Draw down the treatment volume no faster than 48 hours, but no slower than 120 hours, for detention
ponds.
c_ Discharge the storage volume at a rate equal or less than the pre -development discharge rate for the
one-year 24-hour storm.
d- Meet design of Stormwater Management Measures set forth in 15A NCAC 02H _1008-
Additional stormwater management measures have been provided for this project as required by Town of
Waddington to include the following:
a. in accordance with Town of Weddington , the post developed discharge rate at the property boundary
is less than or equal to the pre development rate for the (1,2,10,25,50 & 100) one, two, ten,
twentyfive, fifty and one hundred year storm events.
Natural Resources Inventory
The parcel is covered in approximately 65% woods and 35% grass fields. Wetlands and Environmental Planning
Group has performed a wetland and riparian buffer delineation and as a result identified two jurisdictional
wetland, one along the east side and one on the west portion of the property and also identified two jurisdictional
streams that bisect the property. No Wetland impact will be made as part of this project.
Existing on -site slopes range from 2 to 20 percent on average and existing soil types on site are Cecil
(Hydrologic Group B) and Helena (Hydrologic group C). Soil and Fares" Services of the Carolinas Summit has
performed on -site geotechnical testing to establish hydraulic conductivity of on -site soils for suitability for
infiltration devices along with the vertical location of Seasonal High Water Table at the location of the proposed
BMP 1 & 2.
Existina and Proposed Drainage Patterns
Proposed drainage patterns to the proposed on -site BMP are maintaining existing drainage patterns to the
maximum extent practicable as need to create a balanced distribution of storm water flaw thru BMP 1 and BMP 2
in a consistent manner with existing flows.
BUILT UPON AREA NOTE:
PROPOSED BUILT UPON AREA (BUA) FOR EACH POST -DEVELOPED DRAINAGE
AREA CONTRIBUTING FLOW TO PROPOSED BMP's BASED UPON PROPOSED
ROADWAYS BUA FOR ROADWAY CONSTRUCTION PHASE AND A CONSERVATIVE
ESTIMATE OF 7,000 S.F. BUA PER RESIDENTIAL LOT AT FINAL BUILD -OUT.
(TOTAL OF 35 PROPOSED LOTS)
r�ie*" OAO ,, e
'� %.
THE ISAACS f
z GROUP, P.C. f
S ENGINEERING &
ND SURVEYING O�
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Date: 2021.09.15
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F THE ISAACS
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Digitally signed by
Anthony B. Cowan,
OZ47 FD-�P.E.
Date: 2017.12.11
08:50:07-05'00'
P:\Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Design Drawings\Current\DATA\16157-D-STM.dwg, C7.0, 12/9/2017 10:02:34 AM, rrovillos, 1:1

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p PROP. 23.62 LF OF
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696
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694
STORM PIPE RUN 9 (ft.
HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND AT CL—----- - - - - - —
PROPOSED GROUND
10—YR HYDRAULIC GRADELINE
100—YR HYDRAULIC GRADELINE——— — — — — ——
� �
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O O
r- r-
STORM PIPE RUN 10 (ft
HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND AT CL—----- - - - - - —
PROPOSED GROUND
10—YR HYDRAULIC GRADELINE
100—YR HYDRAULIC GRADELINE---------
1M
Digitally signed by
Anthony B. Cowan, P.E.
Date: 2018.01.18
12:33:49-05'00'
1 +00 2+00
STORM PIPE RUN 11 ft.
HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND AT CL------------
PROPOSED GROUND
10—YR HYDRAULIC GRADELINE — — — — — —
100—YR HYDRAULIC GRADELINE
GRAPHIC SCALE
40 0 20 40 80
1 INCH = 40 FEET
NO. BY DATE REVISION
1 RER 09/18/17 REVISED PER COMMENTS
2 RER 12/11/17 REVISED PER COMMENTS
3 RER 1 /17/18 REVISED PER NCDOT COMMENTS
3+00
716
714
712
-710
708
706
704
702
-700
698
696
-694
4+00
Project:
WEDDINGTON GLEN
WEDDINGTON, NORTH CAROLINA
Title:
STORM PROFILE
File #: 16157-D-STM.DWG
Date: 03/23/17
Project Egr: ABC
][SAACS 0
� O
Design By ABC
Drawn By. RER
CIVIL ENGINEERING DESIGN AND SURVEYING C
u
Scale: 1"=40'
8720 RED OAK BOULEVARD, SUITE 420
CHARLOTTE, N.C. 28217
C _I
�•
PHONE [phone] FAX [phone]
P:\Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineenng\Design Drawings\Current\DATA\16157-D-STM.dwg, C7.1, 1/17/2018 1:52:18 PM, rrovillos, 1:1

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PROP. 11'Lx 'Wx18" D
—/ (n
CLASS B RIP RAP APRON
1+00 —0+50
HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND AT CL------ - - - - - -
PROPOSED GROUND
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100-YR HYDRAULIC GRADELINE
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718
716
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HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND AT CL------------
PROPOSED GROUND
10-YR HYDRAULIC GRADELINE
100-YR HYDRAULIC GRADELINE
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NCDOT STD.
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PROP. 85.99
LF OF
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® 3.87%
PROP.
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CLASS B RIP RAP APRON
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HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND AT CL------ - - - - - -
PROPOSED GROUND
10-YR HYDRAULIC GRADELINE - - - - - -
100-YR HYDRAULIC GRADELINE---------
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PROP.
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---
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PROP. 20.51 LF OF
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PROP. 95.32 LF OF 36" RCP
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PROP. 13'Lx8'Wx18"D
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EXISTING GROUND AT CL------------
PROPOSED GROUND
10-YR HYDRAULIC GRADELINE
100-YR HYDRAULIC GRADELINE
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100-YR HYDRAULIC GRADELINE- - - - - - - - -
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HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND AT CL------ - - - - - -
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PROP. 219.08 LF
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PROP. 156.05
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PROP.
11'Lx8'W
18"D
CLASS
B RIP RAP
APRON
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Digitally signed by
Anthony B. Cowan,
67t,-- P.E.
Date: 2018.01.18
12:33:26-05'00'
{GROUP, P.C. f ± Q
ENGINEERING & _ SEAL
AND SURVEYING 462
NO. C-1069 �
All;
STORM PIPE RUN 17 (ft.
HORIZONTAL SCALE: 40 FEET PER INCH
EXISTING GROUND AT CL------------
PROPOSED GROUND
10—YR HYDRAULIC GRADELINE —
100—YR HYDRAULIC GRADELINE---------
GRAPHIC SCALE
40 0 20 40 80
1 INCH = 40 FEET
P:\Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Design Drawings\Current\DATA\16157-D-STM.dwg, C7.2, 1/17/2018 3:42:17 PM, rrovillos, 1:1

MATCHLINE - (SEE SHEET C8.1 FOR CONTINUATION)
DETENTION OUTLET WEIR
\\ \\ \ \\ 71�
\ \ \ \\X \ I iR 6' \WSS„ /tom /., t - f �� \ _ / _ _ \\ \` �E :< < t/// / / I / / \ ` r�r \ ��� \\\\I�4" CONCRETE SLAB WITH EL. 697.90 DURING USE AS
\ ^` �k �_� o i i ��\ \ -, u / , / / 1 P��R 8 LFf OF 1.5" AA \ �� \ POP. 36" RCP DP.,GRAVEL L AN \ II MH FRAME & COVER SEDIMENT BASIN
\ \ \ \ / R P RA IIt`I / �< �✓ �L_ 'Lt kVX D I I / 7 H. 40 SOLID PVC ARREL \V /- - i / a \� YT \ \ \\ I
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69 � I^ \ � - � / � � I I / /OR ARM" \ � /� it ` \ - - / / � - \ i \ - / / 1\ \\ II TOP OF DAM
E o - / i / 1 ELEV.=700.00
E \ \ 1 1 4'-0" x 8" RECTANGULAR WEIR
1
1 1 I lv \ \\ I / (� - \ - PROP. POI BAF /
II 1 I I I 1 •, % / _ -�\\\ \ \�/ �/ E�X Y. dl NT ASj / S _�L,;- ��Es�N. 15P 11111 1\\ ---------------
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(MCLDS STD. 30.19) - \ - - / / I.E. OUT 71 45 \ 11
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ATE ORM DR S I L D / 1 \ / i 1 (NCDOT STD. 840.45)
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P P. I� H F TAR BER \ V _ if�S P PHASE 1 r / i / -�:IST. 5" DPE 4. 0'
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( / _ -_ E EfA j .) ��ER6SION N�OL MEASURE � �- // / I/1 \� /L .( )-
/ � l E IN -710. 2/ 1
1 1 - I.E. 0 T =71 20 /
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ELV.=700.00 I // \ �( ) - IDE I \ \ \ / (I / - RI #AP A N _ ' / / / _ / - - Q 1 D�Iv 1 \ I I
' / v PROP. LIMITS" OF
g EM GE 7 L1f �Y \ \\ I I �� �i / � / 6 /
/
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II
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-- - - - - - - - -
---
-- - - - -- GROUND AT STRUCTURE
014PM /-6
PROP. SKIMMER CONNECTION
rTO BE REMOVED
P. EXCELSI UPON CONVERSION TO BMP
\E �25i DE IAAP
�MATTING PWAY
7--
i -
\V.= 0 \ / \ PLUG UNDERDRAIN PIPE __ FLOW
(SEE DE IL S E \ / I \=x / / \ \ \ \ I I I /\ / ,��o / ♦ J I T\ _ OUTLET PIPE
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10 \ \ I \\1 1 ( PR FR I / PROP. JB 166 Tom- �� \ \ / ( �� \
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LEGEND
I SKIMMER SEDIMENT BASIN1#2 j // I �` y ELEV- -- EXISTING CONTOUR
PROP. BOTTOM OF BASIN-El-704.00 \ PROP. ORANGE TREE /
/ \ / \ STORAGE MEASURED TO ELEV. =70 00 �A\ \ PROTECTION FENCE I i ELEV PROPOSED CONTOUR
- - - - - - POP. KIMMER SEDIMENT i >0 1 I 1 _ / P \ / \ \ Q \ S )
ROP. 4,126 C.F. OF STORAGE REQ'D \ \ ` 7 / \ /1 �3 - - EXIST. ROAD RIGHT OF WAY
I' • _ - - / / A UN 1 I �_ \ 6,550 C.F. OF STORAGE PROVIDED \
S-T(� GE ME�URED TO ELE r -I- ° \ - \ J
629 S.F. OF SURFACE AREA REQ'D - \ / / 1 DRAINAGE AREA
�;9 C.E. �F STORAGE - � I I I ( l �' � _ - \ � �`� \I, �' \
S T.� 9. Z - i -_ _ - _ I \ v' \ \ I 5,731 S.F. OF S I A EA PR VI ED \ 1 \I /
2J \ / r� LIMITS OF DISTURBANCE
- f 17,6 7 S. OF 51j1EACE AREA REQ'D \ - J` \�XI / U/C E 1 \ \ J \ \ \ \ \ �� PROP. POROUS BAFFLE � l / � /
9,3 0 S.F. OF MCLDS STD. 30.19 \ / PROP. TEMP. \ \
( ) \ �\ �' \ ♦ //SILT DITCH (TYP.) /\ / I y\ \• �^^ EXISTING TREE LINE
/ \ (MCLDS STD.30.05) / \
>7 \ \ _ ( \ - ROPE ATTACHED �" \ 1Ir \ ( ROCK CHECK DAM OR WATTLE
o� / ) TO SLIMMER FOR
MAINTAINENC \ \ , / \ _ , iX x x PROPOSED SILT FENCE (LDS 507.1)
I / / / I y / / I I 1 OP 1HW 156 \ • 5 \ PROP. 2.0" DIA. \ I / / \ 10 �o
\ / �� i / �\ \ / o PROPOSED TEMP. HIGH HAZARD
-FQIRCLOTH SKIMMER
1 \ \ \ SILT FENCE (LDS 508.1)
_ I � _ _ p _ _ / I \\\ � EN EG A \ � � W/ 1.60'� ORIFICE I / / � � � PROP. LIMITS �F �
• OR APP OVED EQU L / / DISTURBANCE TYP. -�¢
SEE TREAD IN \ I VAV - N AL I / � �� � - \\ T v
tS ( �) / ( )� \\ \ - PROP. ORANGE TREE PROTECTION FENCE
SHEs - - T I \ / ' ( I \ \\ \ \ •\ \ _ o / ^ / / / \ - \��,� �o PROPOSED BAFFLE
ISTURPANCE ( 03 r" \\ I I// ���-�- _----,��-''� / _
P PROP. I�F �X ST SE ME B LN 1 \G I -TD-TD PROP. TEMP. DIVERSION DITCH
\ /
V \I II I \ \\ PI IMP I\ T BE EM ED ND T /V,
ND I
EE ASEZ?UNEE B KFI LED NC AL p \ll \ I
THIS SHEET) T M fI�{AI
I I� TAIL D \ \ \
EV DEMOL S I V -� 50.00' V 1 •\ I PROP. IL F 1.
PROP. ILIMt�S OF I I �� \ V I \ \ I \ P OP, 08 0 IA. A . DIA SCH. 40LID
DISTURBAGg (TYP.) i I \� \ o / SC 0 �C PIP \�\• \G� PVC BARREL
1 \\ G� „ARM" \ \ I
TOP OF �AM I 20' WID� RIP AP �
PROP. STORM DRAINAGE PIPE
- - - -� -�PROPOSED DROP INLET
Q
---122- �• � � EXIST. STRUCTURE TO BE DEMOLISHED
/ l
ELEV �708.00 \ • �� 1 - - - -
\ \\ � I V I I � � � A V/ � EMERGENCY SP LWAY � 1 I I l / � � �
,PRE-DEV. D.A.=5.40 ac. I A I V A V v v / I / V \ \ \ \ jTOP ELEV=706. �V I PROP. /TEMP. / /
\ m I POST-DEV. D.A.=8.75 aC. I V V A / V AV v 4 g" / \ \\ V\ G \ \ V A I SILT DITCHI(TYP.) /
/ '`• \ �\ 1 I 1 I / / / EXIST. STRUCT 11�S
TO BE -DEM I ,HEM
/\ I 1 I / - gl1/S r V / \• �� v
I - v v CAS AP / / �� \ V \ 1 1 I II MCL S STd.30.0 // /
I � I / \ DIST. AREA=7.20 ac. -` q \ \ \ \ cos I-, I \ �\ \ G 1 \ �� 11 \I I q / / /
I z / SKIMMER BASIN #1 \ \ \ P�.O�. HIGH HAZARD \ \ 2 \
v I \ c - - v v \ / v \ vv v % / �• I I I I / / /
z \ v v \ TEMP. SILT FENCE V v v
5 -�v �� / A
/ �A v�
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\ v �_ / _ i' \ \ \ �\ I `� I I I I I I / / / _ PROP. ORANGE TREE\• v
S TH SIDE TO PRE _ I- - \ \ '� :PROP. LIM S F
m o CLEAN -WATER FROM 1 V A / _/ AV A I I I I / / ` - / V
/ PROP. TEMP V I v \ t \\ DI RBANCE PROTECTION FENCE \�
o \ I ENTERING BASIN.\\� (
/ / v �o \ - - SIL\T FENCE TYP.)
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JAMES JONES AND
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-\- �\ I \ \ - �% I I• / _ - \ EXIST. BLDG. \ \ \ L - - - - - \ \\ \ �� SILT DITCH (TY'\.) \ \ I \ 1 / \
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� \ J j.•', �' I �>26_ --� \ \\ \\ \\ \ �� \, I - f---- \ \ \ IST / � \� � \ � �\ \ I \ � \ \ \ /` / � / � / / / / ,
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STD.30.11 A I - - 1 \� \ V v v I A \ \ I 1 A\- - •\ - - - - - - v \ _ SILT FEYP. A ���� 026462
) S o.06A�1 vv ,�•� (��
\ \ Nr-
E 2" RCP r�� $IL DITCH (TY ���
\ I � •-� � •_._• __.'r_------- \\\ \ � \ LE.(IiV')1=721.11P \I I/ I\ \ -�\ °�/ �\ \ + f �� ��
) THE ISAA S C
- \ -_ t M% S STD.30.0 + GROUP, P.C. f
i.E.(0UT�720.65 1 \
1- I-_' � ••.'.'•1•• .` /' i - \ \\ \� �\\ I \\ \\ \\ I \ I \ 1/ I \\__�----� ENGINEERING & z�
- � m� • • . • ./'.' ` \ \ \ � � _SURVEYING 0+
\ d�0 dri�'I� •• --�'.y i \ -,• \ \I \ ; \ \ 1 ` ` ' ' - NOTES: Q NO. C-1069 Digitally signed by
_ ---=�1.�� Q ` Anthony B. Cowan,
, T \
r, r- 1 ANOFF Y -SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUSCOME T j ��4 C�-�--0 E
_ P, > WEDDIN6TON-MATTWS AD
-/ \
\ dH0_ - - sT. 12" RCP - POOP.- PROP. GRAV'ELAN \ I \ I \ \
RIP RAP FILTER BER
< X \
EXIST. 12"IRCP
I.E.(IN)=7 4.32 \ \ E
O / - -' / F- - \ \ \ \ \ i.E.(OUT)=723.91 \ \ \
4%,
I \
FROM A SITE WITH APPROVED EROSION CONTROL PLAN, A SITE REGULATED UNDER
`�^� Date: 2021.10.15
MINING ACT OF 1971, OR A LANDFILL REGULATED BY THE DIVISION OF SOLID WASTE111
MANAGEMENT. TRASH/DEBRIS FROM DEMOLITION ACTIVITIES OR GENERATED BY ANY
12:08:55-04'00'
ACTIVITIES ON SITE MUST BE DISPOSED OF AT A FACILITY REGULATED BY THE
DIVISION OF SOLID WASTE MANAGEMENT OR PER DIVISION OF SOLID WASTE
MANAGEMENT OR DIVISION OF WATER RESOURCES RULES AND REGULATIONS.
GRAPHIC SCALE
Project:
2. APPROVAL BY A REPRESENTATIVE OF THE TOWN OF WEDDINGTON WILL BE
WEDDINGTON
GLEN
REQUIRED PRIOR TO REMOVAL OF EROSION CONTROL MEASURES AND/OR
50 0 25 50 100
CONVERSION OF THE SEDIMENT BASINS) TO POST CONSTRUCTION STORMWATER
WEDDINGTON, NORTH CAROLINA
BMPs. THE BASINS SHOULD NOT BE CONVERTED UNTIL AFTER HOME CONSTRUCTION
Title:
IS COMPLETE.
3. HOMEBUILDER IS REQUIRED TO PREPARE A SEPARATE EROSION AND SEDIMENT
1 INCH = 50 FEET
PHASE
1 EROSION
CONTROL
CONTROL PLAN FOR APPROVAL PRIOR TO ANY HOUSE CONSTRUCTION.
NO.
BY
DATE
REVISION
4. HOMEOWNERS ® 1217 AND 1213 BROMLEY DRIVE SHALL NOTIFIED IN WRITING
NOT LESS THAN TWO WEEKS BEFORE PROPOSED OF SEWER LINES
1
19/18/17
REVISED PER COMMENTS
0
File : 16157-B-EC.DWG
#
Date: 06 28 17
Project E r 9 ABC
CONSTRUCTION
ON THEIR PROPERTIES.
5. ALL ECD'S IN DE EASEMENT SHALL BE REMOVED UPON COMPLETION OF PROJECT
2
RER
12 11 17
REVISED PER COMMENTS
AAC
Design n By. ABC
9
3
MTA
1/ 24/ 18
REV. PER DUKE ENERGY COMMENT
H O
Drawn By. RER
& SHALL NOT RESTRICT INGRESS EGRESS
7 l \' - \ \ 1 I
I I
/
INSET A
4
RER
3/29/21
CHANGED ALL REF. FR. NCI TO TOWN OF WEDDINGT
CIVIL ENGINEERING DESIGN AND SURVEYING C
Scale: 1"=50'
�- 7
5
RER
4/16/21
REVISED PER COMMENTS
8720 RED OAK BOULEVARD, SUITE 420
6
OTH
09/14/21
REVISED PER WETLANDS PERMITTING
CHARLOTTE, N.C. 28217
C8.0
7
OTH
10/15/21
RELOCATED TRAIL ESMT
PHONE [phone] FAX [phone]
P:\Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Design Drawings\Current\BASE\16157-B-EC.dwg, C8.0, 10/15/2021 12:07:01 PM, bcowan, 1:1

00.
I /i\-✓I� \ I /I' \ /� ��/i' I PROP. Llly� S OF
I
_
�lll , - - '�� DISTURB E
J PROP. SILT -FENCE
(/ _ - - I \ �\ \ \ \ \ / •� - i OUTL Y�OTECTION (
��� , y`% E\' / 3' 16. 8/ �/ / - - - -� : - \\ \ \ \ 1 I �\ I'\\ �•� \ \ I \ Ir �/ / /`•�'�'�•� - - - -�) \\ // II (/ 11 / /
PROP. GRAVEL �ND I
FILTER TERM V 1 \ \ V
v \ \ \ I V A D.A.=0.97 AC. VI \ \
1 / VA V A \ \ V A V l / --- - N ON
V v
EXISTING RAVEL\ \ \ \ I l 1 PROPOSED BORROW/TOP SOIL DISPOSAL AREA
RIvL\WAY
PROP. SKIMMER SEDIMENT BASIN
TOP OF DAM ELEV
\ I �/ / / // / J I' I I / �\ - - - _ _ _ _ \ - •�( \ \ ��� \ \ STORAGE MEASURED TO ELEV.=703.50
�'�v v v pia- V
BOTTOM OF BASIN ELEV.=701.00
\`690 - - - }\ _ \ \\ �\ \ \ ` \\ 4,678 C.F. OF STORAGE REQ'D \\ \ \� \ \ 9 \ LEGEND
\ \ \ \ \ \ \ 9,810 C.F. OF STORAGE PROVIDED \ l \ \ o� \
\ \ 1 \ \ \ \ \ ELEV- - - EXISTING CONTOUR
4,868 S.F. OF SURFACE AREA PROVIDED _ - - - \
ELEV- PROPOSED CONTOUR
19' WIDE 1F'�RAP � � � I
� 4,827 S.F. OF SURFACE AREA REQ'D
EMERGENCY SPILLWAY '� �\ \ D.A.=0.34 AC. ` \
\ , , I �)( i \ \ I \• \ \ \ I \ \ I� \ _ TOP_ELfl�=692.50_\ `\ _ _ _ J - - \ \ \ \ \ N IN \ /\ \ -- EXIST. ROAD RIGHT OF WAY
TO BE REMOVED AND BACKFILLED V A>>o
1P(9ROP. SILT- FENCE
NQ_
,\8
� v
DRAINAGE AREAONCE ALL UTLET PROJECT ON \
STORM DRAINS ARE INSTALLED g��)_ �r LIMITS OF DISTUR
BANC
E
o� EXISTING TREE LINE
R EL PROP. ORANGE TREE
N OF DAM' 15' WIDE EMERGENCY
PROTECTION FENCE(TYP.) ROCK CHECK DAM OR WATTLE
I ) ILI D I ELV.=694.001 - - -/ - - - - `�O• - V GRAVEL RIP RAP
( \ ( ,I� (E QE ILA EE \ I I \ ���r EMERGENCY SPILLWAY V A \ V \
\ \ \ \ 6 X PROPOSED SILT FENCE
TOP ELEV.=703.50 PRO -8-LF OF V \
1694 V�� -TDB �TD•--� C _ r -�-- -�\ _ �� \�- \ \ \ \A \ V A v v \ \ \ v ���osvv�� ���� 1.5_" DIA SCH: 40--
1 II � I\ \
\ \
\ --� PROPOSED TEMP. HIGH HAZARD0 TL
C S A -SOLID PVC
MSMPROP. EXCELSIOR CURLEX BARREL -OR- -ARMSILT FENCE
PROP. ORANGE TREE PROTECTION
FENCES2 T MATTING ON SLOPES-
TAI SPROP. /3.0"_DIA. 1 s 1 . (STABILIZED WITHIN 7-DAYS)
� FAI SLOTH/ StMMER % \ _ � v \ V A A \ I'
\
�o PROPOSED BAFFLEP(SEE SHT. C9.4)
v � \ 1 1 I • ��� v \
(OR AEPROYED
I
Bi
1 8" ORIFICE OPENING
I / �
I /
6" GATE VALVE
N I I /
42" RCP i --
_ OUTLET PIPE j
I.E. OUT= 683.90 i
X/o_ ----\ GROUND ELEV.
INSTALL STORM PIPE I(29
AS PART OF "SE 1-
\\\
/ ��i
EROSION CONTROL MEASb(RE � � �
II PROP. SKIMMER SEDIMENT BASIN 5 \ I / / 1 1 \ \ ��, - \ I 1 /INSTALL OF IF STORM PIPE / / / \ / / r /
� � SEE STREAM CROSIIN�G
\ \ \ \ IMI P OP. BOTTOM OF BASIN ELEV. =684.00 �/V / A I A A \ \ \ \ �� 1 I �� ( / POND SIDE VIEW NORTH SIDE
\ \PR \ V1( Tb I / v \ I A \ \ t �� / ����� SEET C8.4� �, 1 / 1 AS PART OF PH�SE
STORAGE MEASURED TO ELEV. =689.50 vv / I I v \ 7- I \ V /
A BORE D A 1� - - - - EROSION CONTROL MMMASURE / / PROP. JB 17C. PRECAST CONCRETE RISER
\ 13,050 C.F. OF STORAGE REQ'D / vv
V�ld I Ct �Ll� I / v �•� � A , \V V ' \\ rV / / / RIM=717.86
99,255 C.F. OF STORAGE PROVIDED / / / / � �� I � � I � / 1 \ V A A \ I � � �� � \ f , � - � � v / / / / � � W/ MANHOLE RING AND COVER
A V l I 23,439 S.F. OF SURFACE AREA REQ'D / v l \ \ \ V \ \ \ +�� A \ \ - - ( 1 \I / i / / / / / l (SEE DETAIL SHEET)
\ \ \ ( iv I /
\ \ \ �125,270 S.F. OF SURFACE AREA PROVIDED / � /�/ L/ I A \ \ \ \ \ \ \ \ V A � \ � � � � \ I PROP. GRAVEL AND �`� \� � / � i / GQ � � / /
\ 1 1 �v 1 1 \ V A V A \ V A � ��►•� �� I 1 �� RIP RAP FILTER BERM , / \\ / �� �D�' i ��0� / TEMP. 5' SPILLWAY (E,W&S)
I III J I \ I L PROP. HIGH HAZARD /, J \ \ \ j� �
V 1 I ? v/ I fff \ \ \ \ \ \ i P
I 1 � TEMP. SILT FENCE \ / I \
\ I I ( ( ) / /vv / TO BE BLOCKED UPON
\ 11 I I I I I fl SEE DETAIL SHT. (/ \ \\ \ \ \\ V A\ I �0 i o� i / 5 FT. WIDE SPILLWAY(NORTH) 5>-0>, O E BLOCKED
EL. 692.50
, \ / v�vv I \ \ \ \ \ / BMP CONVERSION
PROP. POROUS //v// /\ I\\ \ \\ \ \ \ \\ \ \\ PROP. LI ITS OF \ ��` /- % �� - �� 1 // / PROP. SKIMMER
\ I I A/ I• /: BAFFLE V A \ \ \ i
\. A \ V \ - `� l r� /
/ \ \ \ DI�TUREiANCE TYP. / 'I' ` A / 2.0 WIDE WEIR
MCLDS STD. 30.19 \ \ � % � /
) \ \ \ I \ \ \ \ \ \ \ \ �� ) / \\ \ I Op / / PROP IMITS OF / ( EL. 690.65
/DISTURBANCE (TYP. � / I
\ I I I III I t I .i I ► I V ` i I / 1 I A A \ \ \ \ \ \ V PROP. TEMP. �T i r /' I I/ RC / // / / 5'
SI-LT--DITCH (TYP.) �` T��\\ I I o ' / ��LL-� / I
� / / 8" ORIFICE OPENING
(MCLDS-STD.30.05) - T �� i
INSTALL PROPOSED S\WALE
PROP. IMMER SE9.)MENT BASIN 3 /�i B/T FES 174 & 24"I RCP \ 7 I ( ;I /
PROP.\ OTTO \OF BASIN ELEV= 702.50 - AND/PROVIdE NAG(S75 i 1 I I\� PROP. JB 17B
= o� i _ - \�TTTING IMM DIA ELY PROP. FES 17A / RIM=715.27
STORA�� MEASURED TO ELEV. 705.Q0_ -71 i _ UPON COUPLE ON / I I ( { 1 I 6" GATE VALVE
E015 C.F. OF STORAGE REQ'D -J- I I \ I I I ( o
15,589 `C.F. OF STORAGE P PROVIDED
7,��4 S.F.REQ'D_
�OF SURFACE AREA
10i157 S.F. OF SUR-FACE AREA PROVIDED-
_ \\�1\\\\\\ \ �\\\ \\I \\\ \ \ \ \ \ \ 1 \ 1 I I\ I hII \\ \I \ \ \ I �/ I �FE `� k \l`. � �` ,`� Et •� ^t< +�\ I`L f/ -1 / \ \\ \ \ \ \ 1TR'-AA4 eUpF\l /( I SILT DITICH (T/ II
FLOW
PROP. SKIMMER CONNECTIONCLDS Sr.30.0\ URING SEDIMENT BASIN PHASE OUTLET PIPE
`
42" RCP
� � 42" RCP
TDB- b�q BASIN BOTTOM
=LSO" / i i \I I I I \ \ I \ \ I L- - - - - OUTLET PIPE
/ I J \ ELEV = 684.00
AIRCLOTH SKIfv1MER
� � REINFORCED CONCRETE FOOTING
- \ o w/ r.9" QR�I 1 \ \
/ U, / 1 / I I \ \ \ 1 I (SEE DETAIL C5.1)
-TOP 4F DAM- V (OUt AP IkOV D
\ \ I \ I \ \ \ EL�EV�707.00 \- R PE TTA HED / / 1 / \ \ - \ 1
SKIMMER FOR HIbPE SOUTH, EAST & WEST SIDE VIEW
\ � \� \ / / \ / w \ Iv}AINTA'INEN / /� I I \ \\ E. =711. \
\ 1 1 \ v\ IS NG EJ ND i ROP EX L RR� \ I \ \ \ \ A \ _
Al/ IJ` < tt�` 1` \` ` �r << \ QP LE.(OUT-ZO.64 - \ NOTE: FOR ELEVATIONS, CONSTRUCTION DETAILS/SPECIFICATIONS
TAIZ� WIT IN D S� �� 50 - o / / / I I I v v v� �v > ON THE BMP 2 OUTLET STRUCTURE, PIPE AND EMBANKMENT,
EE E s T `� / I PRE-DEV. D.A.=7.34 ac. I ) \ ` \ \ I \ SEE SHEET C5.1
I I ► I `\ \ \\ \ \ \ �� \ \ \ I <` - :� ` ` ` - - STI P ALA DIST. AREA=3.84 ac. I \ ` \,�,5 P_
\� �\ \ \ SKIMMER BASIN 2 AND BMP #2 OUTLET STRUCTURE
SKIMMER BASIN #3 \ - �F`XIST. 15" HDPE
PROP. ORANGE TREE �� \ \ \ LE.(rN) =i7l1.19 ORIFICE AND WEIR DETAIL
PROTECTION FENCE(TYP.) I SEDIMENT BASIN PHASE
�. CHLINE E E'E 0 F T _ t= f / I \ _ ,
_ - ( ) E ` y E / / - - - - - i - A \ P OP. 36" RCP
X D PR 8 L OF 1.5" DIA \ �- - i OP. GRAY LAN o A C
\ \ v I I ;^• 40 SOLID PVC ARREL \,- / �� RRr RAP FILTER B M
� . A �'
_ , _ , THE ISAACS j Q f
POROIPS BAFFL i \ / + f + <
• t y / u Id IA�/ -� !l/ � AV v V • � / / / � • �i EXIT. 1� P -�-
h L _� R�P. /SI FE CE / ll1\ \� / - - - - / J.�(IN)�711.t \ I + f SEAL
\� r R 0 A \ (MCLDS STD i30.19 / j j •y : / - , / z�- 026462_
1 I ) / E.(OUT)-71 Q45
OU ET / 11 \ � \ � / I � - ��:f: ➢ 1 I - 1 \ ENGINEERING &
Ab ��- / II \� y AC LL CE LL / I \ \ l / I / I �n ND SURVEYING
_ �111/ \ -�- 2OP W 1ADS I f7� NO C-1069 + f +
I' (SL $ 3 .06 I ) - \ ORM DR S I L D / I r / i
03
OFI. �EIvIP.
F NCEOP.)
f
U \ 11J1 I I\
/°
(V�HIyE V10�LC T �L
\P�� RI�DIa\\\
E.(IN 703.5 I / I I \ �� A fTD--TD PROP. TEMP. DIVERSION DITCH
-`\ v_ PROP. STORM DRAINAGE PIPE
-- \ PROP. 6'LX4'WX18"D \\ \ (EXIST.V 15 CIMP
V CLASS B RIP RAP - \.E.(IN)k7o3. 5 1 I I <
\ PROPOSED DROP INLET
lE_(OUT)-70i 24 I I / II I A\ \
_ I I PROP. 2.0" DIA.
I \/\
1r\\V - TEMP. 5' W
EIRPRO HIG HAZARD
_ PRO-. LI-TS @F, TEMP. SILT-Ff_NCE FIRLOH KIMMER 5.0WEIR EL. 691.83
-\ (SEE S`T. Q9.3) 1C5'-0" TO BE BLOCKED
� �ISTU &BAN�� TYP.(OR APPR0 EDEQUAL) UPON BMP
\ CONVERSIONO.0' WIDE WEIRi
% \ V I / X\V
EL . 690.65
RCP ROPE ATTACHED
.
\
\\\ \ A \ \\ AA' I( • ;1Y1/( PRO 2'Lx2 .5C' LAx30" I ) vik/ II I \ \ \ \ V I I I I( I / / / / / 11 - - -- \_ _\ - - - \_
AA\ \ V SKIMMER
IM ROR
SILTD1TC_(TYP.) MAINE
"1 \ PRO\P. FES 17D MCLDS STD.30.05)
SS 2 /
/
o RIP AP A RON / / \ V / I I I �
l 1 I ( �// ai r- V \ ) I / I I / ,-_ A _- v �� A• \ �O 1 VA j A A\ �\ V / I.�
P�20 I I 1 . ' LE)I I I I/ / - - - - -
I
� \F �E IP. V A \vl � • \ � v I '� to ��/ A V / / co � A � / �I
\ 1 > ) •� PROP. 14 LF OF - -
\ 1 1 1111� V I 5.0" DIA SCH. 40 �v \ V / ( I (/� < /,��� - _ - PROP. ORANGE TREE(
_ <` \ A SOLID PVC BARREL j I I A I y I I l/ (-
I � ' I /p \ 1 � PROTEC'TWN FENCE TYP.
\ io EXIST. 15" H�PE
I 1 1 III 1 I /Ll OR "ARM" vv / A / \ V I I / _ Xo8- - - - -
I I I I I I � •\ V .-� Y� ,�., I •
1 I I II 1 ! ROPE ATTACHED MI //\\ I \ \ / \ \ \ 1 I i I - - - 5 - \ �� \E `t ` �' <t O �\ LE.(IN��7o5-90'
I I III V A A TO SKIMMER FOR j / A / I I - 9- __ A i
1 I III I \ \\ I \\ I MAINTAINENCE / I \ -I I // \ \ � 11 I I � I I/ /- �-' � `.tee \ �f'O' J \ ��\E.(ouT)=70\6
Co �\
Ri
quired Ground Stabi
ization 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
/ \ _ -- r Rfv1/ / / I �� �r� NGINE
P. F� H F TER BER � \ \ � _ - �b1�F,4iC OE:F3TTE 0 PIPE , _ � � � � �' � �
r S P PH y E 1 / i E/XIST.�5" �DPE /
E EfA S ) ERtSSION N f 01_ M ASURE - / E.(IN)=71o.QQz / �T
RO 1 x8'w 18 _ 1 / / / _ I //LE.(o�T)=T1Ei2s /. GRAVEL ���
RI #ASS N _ / / - SOP „/ // - VI ( I DVIV
/ Digitally signed by
PROP LIMITS' OF \ \
DISTUR,BANC/E/(TYP.) /� 1 s Anthony B. Cowan,
F 16 _ �- v v v P.E.
.E. 00.5,-)'70� - 7 NOTES: \ Date:2021.09.15
17:34:02-04'00'
1. ANY OFF -SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME
NOTE: FROM A SITE WITH APPROVED EROSION CONTROL PLAN, A SITE REGULATED UNDER
MINING ACT OF 1971, OR A LANDFILL REGULATED BY THE DIVISION OF SOLID WASTE
Project:
EXISTING DRIVEWAY TO HELMS PROPERTY MANAGEMENT. TRASH/DEBRIS FROM DEMOLITION ACTIVITIES OR GENERATED BY ANY
TO REMAIN OPEN AT ALL TIMES. ACTIVITIES ON SITE MUST BE DISPOSED OF AT A FACILITY REGULATED BY THE
DIVISION OF SOLID WASTE MANAGEMENT OR PER DIVISION OF SOLID WASTE
MANAGEMENT OR DIVISION OF WATER RESOURCES RULES AND REGULATIONS.
50
GRAPHIC SCALE
0 25 50 100
W E D D I N G T 0 N GLEN
WEDDINGTON, NORTH CAROLINA
Title:
2. APPROVAL BY A REPRESENTATIVE OF THE TOWN OF WEDDINGTON WILL BE nmmmn
I
REQUIRED PRIOR TO REMOVAL OF EROSION CONTROL MEASURES AND/OR
1 INCH = 50 FEET
P H AS E 1 EROSION
CONTROL
CONVERSION OF THE SEDIMENT BASINS) TO POST CONSTRUCTION STORMWATER
BMPs. THE BASINS SHOULD NOT BE CONVERTED UNTIL AFTER HOME CONSTRUCTION
IS COMPLETE.
NO.
BY
DATE
REVISION
0
File #: 16157-B-EC.DWG
Date: 06/28/17
Project Egr: ABC
= I S A A C S
H- 0
Design By. ABC
g
3. HOMEBUILDER IS REQUIRED TO PREPARE A SEPARATE EROSION AND SEDIMENT 1 RER 9 18 17 REVISED PER COMMENTS
CONTROL PLAN FOR APPROVAL PRIOR TO ANY HOUSE CONSTRUCTION. / /
4. HOMEOWNERS ® 1217 AND 1213 BROMLEY DRIVE SHALL NOTIFIED IN WRITING 2 RER 12/11/17 REVISED PER COMMENTS
Drawn By. RER
NOT LESS THAN TWO WEEKS BEFORE PROPOSED CONSTRUCTION OF SEWER LINES
ON THEIR PROPERTIES.
5. ALL ECD'S IN DE EASEMENT SHALL BE REMOVED UPON COMPLETION OF PROJECT
& SHALL NOT RESTRICT INGRESS/EGRESS
I IL 11 "& ]# ]�
3
4
5
RER 1/17/18
MTA 1/24/18
RER 4/16/21
2
REVISED PER NCDOT COMMENTS
REV. PER DUKE ENERGY COMMENTS
CHANGED ALL REF. FR. NCDENR TO TOWN OF WEDDINGTONI
CIVIL ENGINEERING DESIGN AND SURVEYING
Scale: 1"-50'
8720
PHONE 704
RED OAK BOULEVARD, SUITE 420
CHARLOTTE, N.C. 28217
527-3440 FAX [phone]
C8• _I
P:\Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Design Drawings\Current\BASE\16157-B-EC.dwg, C8.1, 9/15/2021 5:28:36 PM, bcowan, 1:1

MATCHLINE - (SEE SHEET C8.3 FOR CONTINUATION) 4" CONCRETE SLAB WITH DETENTION OUTLET WEIR
\ \ \ \ i• \ `°� O t \ \ �� 4 - _ - = MH FRAME & COVER EL. 698.00 DURING USE AS
\ 1 \ I /�.. / = - - - - </ / / \ _ �""r - 1 ELEV.=699.00 SEDIMENT BASIN
\ \ \ R 6' \w 18" rE <` t� �E \ - - - �` �- E <`z I / _--- \ P1 \\\\ 1 II
36" RCP Op GRAVEL AN \ I ( )
_ 1 SEE DETAIL SHEET TOP OF DAM
\\ / ELEV_=700.00
\ \ \ / I � R P RP, 11 `I / kit �< �✓ ,% < � E � E � \L = __69 � i \ \ \ _ - - � � � Q`Ps 6''�t �ldX D I I � 40 SQLID AR L � i a �\ � \ \1 I
- ` R RAP FILTER B M \ 0 4'-0" x 8" RECTANGULAR WEIR
"ARM" \ : �'%'- - - / / - ( EX1I_i i / \I� \ 11\ OPENING ON ALL 4-SIDES - - - - - - - - -
P. POROI�S BAIL /� • / - E(INy711.1k / 11 \\ 111 INV.=698.00 RECAST CONCRETE RISER
\ l / i 5� / - ooOMCL STD. 30.19 ✓' ! _ / �' \ I
PR EAR ` _ E ST. EL Nb 1 \� I / �69 / AC LL CE LL / 1 _ - - ➢ 1 \ \ \\ 1 ( )
( ) � � . i LE.(ouT)=71 45 \ 1\ NCDOT STD. 840.45
/ 1
� / / / i' / � / � OP. I W 1�D I \\\\ rl\\ 4.0'
_ ii i /
\LOT 3 / _ I \
_A OEF8T7E 0 i I h IA\ ALL SIDES o0
, �\ -� \ TE T C j ,J \ l H F TAR BER - \ _ - - / - / / / J \
/ / I• \ (S 9 TR C RO // I I 14�S P PHIS \ / EXIST. / s" OPE ti
/ I l I D AIL ON HT. - V I 1 1V Egg E E/fA S ) / Cam( j N NJ OL MEASURE - / i.E.(iN�=71o.•2 /
E S - 1 1 1 \ )) \ / RO . 1 x8'w 18" - / ' i / i _ I /LE.(o T)-71q.zo/ I I 5.0'
�TVP OF DAM ASS E
/_ I / I IS . GRAVEL,_ \ I
/i PRO B FC \ \ / / \ \ \ I
ELF/.=700.00 I � - \ \ \ I
� 0 IDE I A� \ \ / - RI #AP
_ �/
PROP LIMITS OF
I / \ /7 ' \/ \\ / / // _-- T E V.' \ \\ l I\ / boo - i OP' RB /( ) \ / GROUND AT STRUCTURE
I PJ OP. 8 LF �F 2.0 ` / - \ P� i / DISTU ANC/F TYP. 1 I\ I I
//� / �\ / s98- tJ �1 \ \ I I I I 1 �' � J �. --- � ------ - - - --- - -------- ------------------
I I / H. 0 SOLI PV / _ _ I \ \ ) I I i' ' �O - i - \ \ \ \ \ I PROP. SKIMMER CONNECTION
0' l A OI� �A�M� - �� / 705 ° - - �- ��o - - - V A I / ) ill TO BE REMOVED
goo \ \\ \ I / / �� E.- (S0. 5� �- 1 I / \ r UPON CONVERSION TO BMP
_ _ \ / ( ,, n
X i / • /j / / I - -' \ \ \ I \ I _ 25i IDE IPA AP ti - 1 1\ PLUG UNDERDRAIN PIPE FLOW
i - MAT/ING N S PE // / / - _• • / \ \\ 1 ( I I I I I - i / l I
• \ \ I / / / E PSG CY WAY �'o ,,i _ i \ 1 - OUTLET PIPE ('3 PILIZED WITHI 7- Y i / 702 \ I I I / ,�
\ (SEE DE IL S E \ I// I / ' ! / / \ ` \ I\ I I /\ \ / / / _ 1�0 / \ T\ _ - \ -\\ UNDERDRAIN PIPE
H ZA i - � 1 \ ` \ ) 1 \\\ INV. 691.31
T T F // ` \ \ \\ CONCRETE ANTI -FLOTATION
210' ORIFICE DEVICE SEE DETAIL
AP / / - - - \ \ \ \
/ OR ROVES EQktA� \ (/ I / o - \ \
� � PROP. INLET
XlB E SE / PROTECTION (TYP.) .� \ BMP#1 (SAND FILTER) OUTLET STRUCTURE W/ MOFIFICATION
I i TO SKIMMER FOR 1 I I s I 1 F IM ERV US E co
o / / \ \\
III \ \ (MODIFIED FOR USE AS SEDIMENT BASIN OUTLET)
/ MATNIA EPiGE- - - - - - - -' - - � I \ 1 I \ \ 1 111 / / � A\RO Nip \ (MOLDS STD. 30.09) / \ /
-705 1- LOT5 I'' \ \1\\\ 1 PR 9 FRS I / PROP. JB 16B / T[>fDf,Tp� \ / ( \ �� I \�
T--
P_706CE RIM=/11.38 LEGEND
TT
G S y 08 LOT 6 \ �\ ELEV- - - EXISTING CONTOUR
_ ( j _ _ - E.".LED ITHI 03. 7p4'�05, /
M ► - D Ai E 7 C` PR P. S IM E SDI E�J AS;N 2 /
1 I LOT 4 � - ����` � p1 • O2� � • 1 � P .ORANGE TREE / ELEV PROPOSED CONTOUR
\ \ ROP. BOTTOM OF BASIt��LEV. 704.00 \ 2 PROTECTION FENCE I /
P OP. KIMMER SEDIMEN B IN #1 li � ��� ��� 1 I '.: 70q. / \ _=iy '1` � TORAGE MEASURED TO ELEV. =7��00 \ S J 8
EXIST. ROAD RIGHT OF WAY
RAP ER _ rKOP. OTTOM QF BASifV L _694.00 - - ° ° M 8 i \ � 6,550 C.F. OF STORAGE P OVIDED / / / \ - 71
STCjAGE ME�URED TO EL &,\ - - DRAINAGE AREA
9 -C-F. � STORAGE R D I I I / 629 S.F. OF SURFACE AREA D y \ LIMITS OF DISTURBANCE
(�E� TAI S T./ 9. , i - - - - - �' \ - \ 5 731 S.F. OF SURFACE AR ROVIDED / \I / -
_�� 22, 4 C.F. OF STOR 4GE PR IDES - \ 706 6, >( LOT 15 / (/
\ } 4 / / `� "'� EXISTING TREE LINE
1 �7,6 7 S.E OF SSJREACE AREA REQ'D �` 06 \ �O / / PROP. TEMP. \
� ^ / \ I / 706 ?� ,� 7 \ PROP. POROUS L-€ \ �
9,3 0 S.F. OF SURFAZE�.� I� ` I 1 I �'o `\ \ ♦/SILT DITCH (TYP.) /`� / ROCK CHECK DAM OR WATTLE
(MCLDS STD.30.05) •\ /
_ I / �/ ( \ - , E ATTACHED �. \ I/� �• / X PROPOSED SILT FENCE LDS 507.1
TO -SKIMMER FOR ( )
�� PROPOSED TEMP. HIGH HAZARD
HW 1'_ \ 4 \ PROP. 2.0" DIA. \ I / // / / , \ '\_/ ro SILT FENCE (LDS 508.1)
--F-IIRCLOTH SKIMMER / 714 /
_ \ \ _ -� PROP. ORANGE TREE PROTECTION FENCE
W/ 1.E;0" ORIFICE I / � � PROP. LIMITS �F > /
1 (OR APPROVED EQUAL) / // / / �` DISTURBANCE (TYP.) J/ �o PROPOSED BAFFLE
TD-TD PROP. TEMP. DIVERSION DITCH
F d l
� ( \ o •.� \ � � � � I / / �- LOT � � v
-
\ I PROP. STORM DRAINAGE PIPE
1 / \ EE AND SE�U€�1SE B KFI LED NC AL o°- \ll / - - , _ �� /
PRE-DEV. D.A.=5.17 ac. / � / � � � -- _ � r
710 I / I \ \ THIS SHEET) I I TAL D \ ' - \ I I POST-DEV. D.A.=5.10 ac.
PROPOSED DROP INLET
50.00'
-PROR. ILIM,�TS OF I \\ I l\ \\ �I \ P OR 08 0 IA. \ \`•\ PVCSBARI�EOLID DIST. AREA=2.29 ac. // / / / �' �_ _ �•/
ISTURBAIJGE (TYP.) \ \ SKIMMER BASIN #2 / / 18 - - - - -722- /
/ SC 0 VC PIP G
I \� \ \ s \ \ / - _ /
I I I o � TOP OFi AM \ / 20' WIDE RIP AP
ELEV 708.00 � '\/ �o MERGEN\CY SP LWAY � \ I � I I / / / /
\\\ ELEV-706. LOB
SI
\ _ CL�AS AP / \ / ,F / 1 \ \ 1 I I I CL IS STD 30.0�) / / 0 * _ _ - / \, \ - / �• _ ,
I \ -�25fO--- - _
I . I �• I I I I �'• �:
x 1 • -+ / SKIMMER BASIN #1 I � ' I' / \ '\\\ G / _/ s I 1 I / / /
\ 1 \ z _ \ \ \ \ \ \ \ °6 \ \\ \ P HIGH HAZARD \ \ \ \ x �17 I I I 1 I 1 / l / i fir` f�
z I \ \ \ I i TEMP. SILT FENCE
LOT 9
1 � \\ �g �1 I`TCH WTHPBEDRM ON N ( /� I `- --\ \\ \\ \\ \ \ I ,� -`-_� \� \ / \\ I\ 1 11 11 II I I � I / / I / i7 �� �-_'-__ \-� i� •�. � ���
TH SIDE TO PREVENT \ \ - - i \\ \ \ �•
I \ I I vPROP. ORANGE -TR€�
'� f�ROP. LIM S F I I I I / / � -`V t• �
CLEAN WW�TER FROM 1 1\ \\ I I I 1
ENTERING BASIN. ^PROP TE'M?` i��\\ ( / I I I I \ / - / 1 - \�• \ \
DI RBANCE I I / \I N � \ _ f - �.,, ` �1y�. v PROTECTION FENCE �•
o - _ _ / / SIL\T FENCE (TYP.) I / \ \ \ I 1 I / / / /�
T I SILT DITCH (TYP.) I LOT 2 `� (MCLLDS STD.3b-06A) //I\�\ // \ /1 i I I I I I I I / / / ryD ,� �\ •� - �� �� /'
,u \ (MCLDS STD.30.05) I ^�o - _ _ - l \\ I I
� \\ �\\ / � / I I I I I I I I I I I 1 1 I / / / '/ `-- _ ` /�• / ©`� ��
`710-\ \ --� I �' I�� / I / I I I I I / I I I / / /� I LOT 1' //
_
\��,\J/ l \ I I \��\\\\ \ / LOT110 II I \\- -� \ 1 \�-'ram# \ / i �•�\1
\� PI TEMP.
S)L\T DITC41 TYP.)
(MCLDS ST$.3Q.05) z- ��_ _ - _ -----_ I�-
V I c) \ 1 / - ' PROP. INLET I \- - - - - _ bLT FENCE R) V A II I\ v PROP. LIMI OF
_ I A A V© •\ I I A V A o
�f�OTECTION-(TYP.) \ -_` \ 1
\ \ (MCLDS STD. 30.09 - - (tuICLDS STD.30.06A \ 1 \ \ \ DISTURBANCE (T ) \ / / /�
-LOT
\ I \ 1 - - _ 1 _ \ \ .\ \ I '` I \ \\ \ LOT 1140*
/
L /
_ I
PROP. 100%L 8 PI TREE/
\- --_ 1
PRO TION FENCE - �� --__ I _ �� -\��� I ��� ` `�\\\\ O \•\•` \ \ \ \ \ \ \�_ \ \ ��\\ // /
\ \ - \ TAMP CONS �NT
., ] \ / T / (MCLDS/ST
zz �
\ \ \I \ I / � 718 I � �o ----� �` y \ I 11 I � � )� \ \`'�' \\ r� `1\� \ \ \� \ \ \ I \ �/ / / / / /• J/�// �
PLOP. RANIGE ITR / / /
�\ PRO CTION FEN
\ \ \\ I �/ / I•'. I \ / - \--722_ /O.% to
-
EXIST. BLDG. I� i -- \ 72
L� \�\--- `�\ \ \ IL f ITCH (TY // // �`SS�• �\ \
� I I / ' • �,�• '.' • • I I `_ `\ `� �� \� \� \ -' - � \ - \\ � �\\ \\1 �\ DD�STD.30.0 N \ // ' / � � . � I
I _
I � f \
\�� 1 \\_V� I I // ��•' 722
EXIST. BLDG. \ I �� �� ( t/ / \,\ \ \ �\ \ \ / / I/•' / / / / I \1
--- ��� �� v vv vv v I \EXIST. BLDG. A \ / !\�``.\ V A \ -/ ` A��� ��� CA �
�728- / A \ �� V A 20- V A I / I �S \� V A \ - - 1`- r` S �/
�v - -� ::'�> .r. �� \�/ vv `v emsv v `v I ` �� �__ v vv v AI I A - �\ ��--� V " . 1 I ) v� �- j. c�oFE
_ 9
� • )', � I � ti \ \ \ � A `. I -� THE ISAACS f
\ �', •�' �28 - ROP.'100'L X 18'W 1\ / \ \ \\ \ \ \ \ ` _ _ i \ \� I I /I I\ \ //�i \' \ \ \ PROP. MP \- I GROUP, P.C. �_ �_ SEAL
r: I \ \ \ / I I _ \• \ \ SILT FEN E TYP. I �n
\�� :f:T • •y MP CONST. ENTRANCE. �1 \ 1 \ \ \ I �� `\ I \ \ \\ I I \` \\ (TYP.) I ENDINSURVEYING
Z026462
CLDS STD.30.11A)-(1v1CLD3 S 0.06A�I �\ N0. C-1069
\ �`FNGINE��
� • ••.•'� • ••�•. 'l i � \� I � A � � \ V A � � � I � PROP. TEM1P. A v \ f \
N, - - i /• / I / \ \ \ \ � � \ \ � \ ` I EXIST. 12" RCP - \ \•\$IL DITCH (TYP) \
I.E.(I�I)721.11 / - A /\��
Q _ �' //- V A \ - - I A 1 vI LE.(ouTk�zo.s5 \ A I I - _ - , A'`. (MiSL�S STD.30.0
/ Digitally sI ne b
cn�� d�0 dr�o 1' _ j+ \ / ; \ Anthony B. Cowan, P.E.
r• r' - _ _ _ 7 _ O_ - - _'�'� \ \ ® Date: 2021.10.15
---- - �.L. - ��' J•• •,�.;o' ��_ - - - �- - .�/- --- -* � \ NOTES:
.�. ..-�::�. •' _ ...... ...... �_- _ ,- _-_- __--- _I ��. \ \ 12:09:24-04'00'
�.
r - - • _ - - - - X�x - \ dH0 - 1. ANY OFF -SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME
725 ' \ ' dHq dHO dH0 FROM A SITE WITH APPROVED EROSION CONTROL PLAN, A SITE REGULATED UNDER
_- y- I - MANAGEMENT. OFTRASH/DEBRIS FROM DEMOLITION DACTIVITIES DORSGENERATED LI BYNANY AP CA J W E D D I N G T O N GLEN
H Project:
- - - - G+ . .--� _ -� / -� _' ' = - - _ . _. - \ - r - - _ _ - - _ - ACTIVITIES ON SITE MUST BE DISPOSED OF AT A FACILITY REGULATED BY THE GRAPHIC SCALE
-",' _' � �- ' ' .r.•r-.. ..-�.•�.• 50 0 25 50 100
. . . . . .- -- - DIVISION F WASTE AG IS 0 W _ - j_ G ` - - _ _ _ - ► _ �__- - . . . . . . . DI ON 0 SOLID AST MANAGEMENT OR PER DIVISION F SOLID WASTE WEDDINGTON, NORTH CAROLINA
- - _ _ - _ _ _ _ _ _ _ _ _- - - \ ` - _ _ _ - _ _ _ - - - WEDD4NGTON-MATTHEWS ROAQ-------_ _ Z MANAGEMENT OR DIVISION OF WATER RESOURCES RULES AND REGULATIONS.
�x�r�== / ` \ \ O\ - \ - - - . - - �- • • _ SR #1344 - - - - 2. APPROVAL BY A REPRESENTATIVE OF THE TOWN OF WEDDINGTON WILL BE ,Title:
_ _ _
P�-- 2 1 INCH = 50 FEET PHASE 2 EROSION CONTROL
\ _ X x�-x_ " REQUIRED PRIOR TO REMOVAL OF EROSION CONTROL MEASURES Al
'-EXIST. 12" RcR I f- �''�
PROP. GRAVEL -AN �\ ------ CONVERSION OF THE SEDIMENT BASINS TO POST CONSTRUCTION STORMWATER
, RIP RAP FILTER BER I - - . - - ( )
/ _ BMPs. THE BASINS SHOULD NOT BE CONVERTED UNTIL AFTER HOME CONSTRUCTION
EXIST. 12" RCP I \ - - - - _ = = r rs�s�= - - _ _ _ �` _ _ _ _ IS COMPLETE. NO. BY DATE REVISION 0 File #: 16157-B-EC.DWG Date: 03/23/17 Project Egr: ABC
LE.(IN)=� 4.32 \ \ EXIST. 12'\HOPE - �1r>Ir== 3. HOMEBUILDER IS REQUIRED TO PREPARE A SEPARATE EROSION AND SEDIMENT
I -% - ` \ \ LE.(IN)=7 2.54 - / - �-'�� x�x�xar�rx 1 RER 9/18/17 REVISED PER COMMENTS Design B ABC
o / �- \ \ I LE.(ouT)=� 3.91 \ CONTROL PLAN FOR APPROVAL PRIOR TO ANY HOUSE CONSTRUCTION. = I AAC g
, / / / \ \ I \ \ LE.(ouT)=7i.9a / 2 RER 12 11 17 REVISED PER COMMENTS H O Drawn B .
4. HOMEOWNERS ® 1217 AND 1213 BROMLEY DRIVE SHALL NOTIFIED IN WRITING / / y RER
� NOT LESS THAN TWO WEEKS BEFORE PROPOSED CONSTRUCTION OF SEWER LINES 3 MTA 1 /24/18 REV. PER DUKE ENERGY COMMENT CIVIL ENGINEERING DESIGN AND SURVEYING C
CI� Scale: 1°=50'
_ _ - \ I \ I \ „ „ ON THEIR PROPERTIES.
/ - / - - \ 1 I INSET A 4 RER 4 16 21 REVISED PER COMMENTS •
- - - - _ / _ _ _ - - - - ` I I \ 5. ALL ECD'S IN DE EASEMENT SHALL BE REMOVED UPON COMPLETION OF PROJECT / / 8720 RED OAK BOULEVARD, SUITE 420
I- - - - - - - 7 / I S AL OT R ST ICT INGR SS EGRESS 5 OTH 09/14/21 REVISED PER WETLANDS PERMITTING CHARLOTTE, N.C. 28217
6 OTH 10 15 21 RELOCATED TRAIL ESMT PHONE [phone] FAX [phone]
P:\Active Projects\Hopper CommunitiesMeddington Matthews Rd Dev 16157\Engineering\Design Drawings\Current\BASE\16157-B-EC.dwg, C8.2, 10/15/2021 12:07:40 PM, bcowan, 1:1

R
quired Ground Stabi
ization 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
e�� \_�i 1 I` \\ �\ \ \ \ \ \ \�c95_ \ \ \ \ j/ l l L/• / / <
� QW V\ �Y/v J/� �// '��C� � / �\\ \~ V I�/�-(\\ 11\\1\�•I/ /��� ) . '/ I III!IJ/EI(l\\v/�)\ � /' \/rA'\/ I/ �/) / I.\I�\/ vA\/3\/A\lv l% V\A\/I / /olt'' \ g 1(\10 \\//J/ 1( \( Ad\\ v11�I 6IlIi . i 1 I( /I I )\I 8//\ I( 1/ I/I / /II I I II /I I/v / \, - I\ / /11�'//I / / /•1I� \ / \ \�IiI I _�, �\J •�\ _\\ -I) / I I\/ /1_ -�v- \ _ \ /-- \\\ / \_- � �� \ \_- �\` � \_-\\\ V _.- -_T -` -A-_-\ --�_\-v `_ -v- \-- �� �v v �a\ _`\� .v \ \� _
\ k ��v`_` \ - \- V \ _\ AA\\ /v A\\ c I\\v�vE\\kE \� \t\ \\ \\y_ \\ \<\ v --\\ \'/ \ -VvI _ / •VI\�\(\� ( \ \o� \�"A- �. �I/ ,� __� I\E-\. -� 1�\) A � / � I_ -" I I II \\\ u\)\ �Ic�v\/I i \/(_' \ /v\I� ✓\��A\il I�J�1,,\jV \�\�; \ �; 1\\ \\i\\\'V�vv"� \ \ \ •v\�I \�A \ \ \ \\ '\\\�/\ \\\v 1I'\ 1 � v\\y \�v \\ \\A\ \ \\ \�\k \ I\\\ a \V�� \ v\A\� \A\ \
�,/v \, \ �v \\\ /\ /A \v V \ v \ \I\ �/�\ A• \ A �'2/ I/ \\ \
`` _ �- • �- '- �'-/- % O�_U/T? �_ Y�ROTECTION _ -L - - -- PROP.
RO'P. LINTSI � OF
DISTURBAN E
PROP. SILT -FENCE (TYP.)\RP RAP FILTER ERM v\
PROP. GRAVEL �ND
D.A.=0.97 AC.
I
\\ \ \ PROPOSED BORROW/TOP SOIL DISPOSAL AREA
EXISTING GRAVEL\
PROP. SKIMMER SEDIMENT BASIN #4
TOP OF DAM ELEV.=705.00
��\ \ STORAGE MEASURED TO ELEV.=703.50
BOTTOM OF BASIN ELEV.=701.00
`690 4,678 C.F. OF STORAGE REQD v /
/\
\ \ A vv \
v
/
LEGEND
9,810 C.F. OF STORAGE PROVIDED ELEV--
-- -
-
\
\\ \
\ \
v/
v
\
�
\/VAI V /v\\\ \\/\\ /\\ \1\ /VV/ I A� \\I / I/ \ \I\ Av l \ / \I \V / V I \I Vs \\ 1\�I o � A1\ I A �_I\ \ V\/v �A(-/ /� I1/ � I�.Ii', I•��I:I /) �I;�(IIIti)(II\)/1 1 ( / \V/ - \ i?�I/() /I/��-/)/lIv/ v� I)/ I 1 \/( /V \ I I/ L I P/V I\IiI r \t \ I ,\ \\III ! / Vi/\(II\ \ / \ 1A\\E \ J II\ • lI \1I1N.'RI (lTA\\( A / G 'I � •l \�S�\ 7\ OV- S�0V ML/ V \/ O M/IS\AT/�,Y\FL /\hST i) 1\ E4 Cv)P\C51I4 \R. \ I/tEs \, IA I \IIA ( \\ \\ // 1 I\ III \ 1 1 I\V VI\ \! \ I( I1 1 \ \I!I \ \)(/\ / 1 /! ! /II! // I�//II/ \ 1 I/ �.II I \`A \�z\= \z \9\ ' I I V� /II / \\ QA;A�T`O�P��\ s-I__6�g _ 4- \ A_ V- I 6c\-P_sr-_� \�\\`'_,y -\ac_c , - rZ6_` - - ` _ /_ - 1 ` _-_ / /'_ ,_- /-_ - - �- _ /-1i- /_,/. -I\_� r- -- ,--- _ __ - --�-- -�v -(���_\`v _ _\_ \\ \1� __ \ -_A ,v --\\ v\\ v\\ \ \�\V�V \\\0\\_ A\_•\ _ \ _V \ \v \V- A -v \�-\ A \� _ vv\ Av \>\�oo\ \A\'� \ v\�v'\ \ v�\ "• Yv\ �`�A-S\. s LDOAAPY.ES�S))`v�' \ \\ \v ` \ A �v\ � ( o s \v� �\ ���\ \� \ � vl���1\ - II I\I
\j\
A\ -\
\ \�
\
\>\
\
\\
,
EXISTING CONTOUR
19' WIDE 1RAP 4,827 S.F. OF SURFACE AREA REQD'
EMERGENCY SPILLWAY LE\- PROPOSED CONTOUR
__ELEV:^692.50 D.A.=0.34 AC. EXIST. ROAD RIGHT OF WAYSEDIMENT BASIN
TO BE REMOVED AND BACKFILLED >>0 DRAINAGE AREAONCE ALL PROP. S1tT-FENCE
UTLET PROE6T�STORM DRAINS ARE INSTALLED N LIMITS OF DISTURBANCE
\ EXISTING TREE LINE
R E EL R PROP. ORANGE TREE
PROTECTON FENOE(TYP.) ROCK CHECK DAM OR WATTLETOP OF DAM15' WIDE EMERGENCY
ILI I E=6\94.001 GRAVEL RIP RAP,,,,,
EMERGENCY SPILLWAT( \ OE EE �V �.LF PROPOSED SILT FENCETOP ELEV.=703.50 PRO
PD RARE 0041.5" DIA SCH PROPOSED TEMP. HIGH HAZARD
7D�RCD^
OLLP sE: FARM C NS CT SILT FENCEI BEOf �2RM" I LOT 23
PROP. EXCELSIOR CPROP. ORANGE TREE PROTECTION
FENCESUT S UC MATTING ON
PROP.� (STABILIZED WITHIN 7
FAOLOTHSKfwMER ��PROPOSED BAFFLESEE SHT
N/ 2.5"/ORIF�E- E(OR �PROj-ED UAL o fTDfTD PROP. TEMP. DIVERSION DITCH
/ PRE-DEV. D.A.=5.43 ac. I. E(OU�)=703.�2
POST-DEV. D.A.=16.09 ac. LET 24 PROP. STORM DRAINAGE PIPE
PROP. 6LX4WX18D 5" qMP
DIST. AREA=7.25 ac. CLASS B RIP RAP 5
)=70�24 PROPOSED DROP INLET
SKIMMER BASIN #5 / - - _ _ \ \ \ PROS HIG HAZARD - ) \ o� PROP. 2.0 DIA. I / I TEMP. 5' WEIR
- - - - \ t O \ FAIRCLOTH KIMMER
\ - \ / I 5.0' WEIR
TEMP. SILK NCE ` - 0 3 W 1.60" IFICE I
PROP. LIMITS � � f ' \ TO BE 16LOCKED
�Q,ISTURBANC, (TY .) \ \ (SEE SHT. C�9.3) "\ _ _ �0 �\ / \ UPON BMP
\ - Ott (OR APPRO ED EQUAL' I \ \ 5'-0"
�O> \ . \ I M f \ \ / \ / - ) CONVERSION
LOT28 \ \ I/�\ ;L / 1 2.0' WIDE WEIR
EL. 690.65�
- (- - - \\\ \V � \o \�A \A\ \ \ V\I \VI'' (• I//I/(�lI ./ CLASS 2 I /) \ I RCP II \v \A \ / / 1 /\ PROP. TEMP. ROPE
TO SKIMMER FOR
SILT DITCH_(TYP.) MAINTAINENCE
PROP. 22'Lx25.OLDS STD.
PROP.
FES 17DM0.0�
IP RAP
/
/
/
AP ON ) \ /\\.
LOT 27 \ c \ �0 \ h \ /
,� ( -
\(oil � I I � I I I /I _ A \ �
PROP. 14 LF OF 1 \ I / / -":"�, \ / \Z /
5.0" DIA SCH. 40 \ / I I ( I - - - - _ - PROP. ORANGE T EE\� p°� I �� >>o \ \ PRE-DEV. D.A.=4.44 ac. _ / 8" ORIFICE 0
\ \ \ I I SOLID PVC BARREL I \ I I \ I y I I / PROTECTION FENCE( hP _ - , O \ \
\DIST. AREA=2.60 ac.OR "ARM7()8- >o EXIST. 1 H�PE
ROPE ATTACSKIMMER BASIN #4 II IHED o
TO SKIMMER 79__L-0T 26 E.�ou�5 s
/
/
/
Z
�fl-O42"
MAINTAINENCE 2'1OUTLET
_f
/`1 / NLOT
jL/2 �= / l / / / / I.E. OUT= 68,
\TE VALVE
LTOOMR1
`GROUND ELEV.
�NLEIo F
(TYP.)I - - - - - - --
\ \ \ II \ I II I P� (MCLQqS STY. 3 r09)I
ROP. SKIMMER SEDIMENT BASIN #5 I \ 1
V A \ \ \ \ �N. � ��� (SEE STREAM CROSIING � , - \ � STAL OFFSITE' STO F�IPE-
\ \PR \ Wi4 Tb I P OP. BOTTOM OF BASIN ELEV.=684.00 / I I \ \ \ I / \ I-� / `� / EET C8.4 ' - / v\ / yAS PART OF E 1 / / / / / POND SIDE VIEW NORTH SIDE
\ B R D I KK� STORAGE MEASURED TO ELEV.=689.50 / o / I I v V A I I f \ \ I f 1 I �\ V A c/ -- PROP. JB 17C. /
\ 13,050 C.F. OF STORAGE REQ'D /� EROSION CONTROL ME SU
- - - _ PRECAST CONCRETE RISER
\ ��1d\I \�Ct IF�LIF I III 99,255 C.F. OF STORAGE PROVIDED / ` % ` \ ! \\ % 1 I\ \ \ \ \� I \ �\ \ �/ \ �i\ - / \ // / / RIM=717.86 W/ MANHOLE RING AND COVER
\ \ \ r \ l ( I I 23,439 S.F. OF SURFACE AREA REQ'D / // / ! / ( \ \ \ \ \ \ \ \ �� ��� \ \ - - - - \I / / r / // / (SEE DETAIL SHEET)
25,270 S.F. OF SURFACE AREA PROVIDED \ \ \ I \ \ /'\ \\ \\ \ \\ \ \ \ 709 h \ PROP. GRAVEL A // / �r
\ \\\ \\ \V \\1 A\\\I \\ I nII X \, I I r \% I I I I I I I II 1 I II \l IIII1I1j(jI /IIiIrII1l /AII I I 1 ) \II I \ I II\ \ `- II v I L l?Il•I '//r: PROP.
ROP.i HIGH
I HAZARD``•�•�•% \ _ ///_, �^/ I
/ /� /•/�•/ //� �//\�� �, / // // /II /
/
TEMP. FENCE /
TEMP53 PILLWAY (E,W&S
5 FT. WIDE SPILLWAY(NORTH) 5-O698
(SEE DETAILSHT0 EL. 692.50 TO B BLOCKED UPON
I - Lo�\
i PROP. POROUS gMP CONVERSION
P. L14ITS OF PROP. SKIMMER BACE (TYP.) 2.0' WIDE WEIR(MCLDS STD. NPROPIMITS OF
\POT.CTIO(TYP.) /DISTUR�E (TYP. EL. 690.65
\ (MCLDS STD. 30.09)
3� PROP. TEMP. x /
\ \ \ \ \ \ \ 1 AII\ \ v v : / �� \ / \� // • I I V A \ \ \ \ \ \ \ \ \ \ \ o\ \ I I I 1 1 \ \ \ , (` • I - I \ \\ / / 1 1 \ \ \ \ \ \ \ \ \ \ \\ \\ 1\1\ \ SIB DITCH (T_YP.) / �i / I ` A JII/ / oA/i / �T►�_ / /
I 8" ORIFICE OPENING
5'
(MDS-STD.30.05) �ET 2b
INSTALL PROPOSED S\WALE ♦ / / //
\ B/T FES 17A & 24"1 RCP
1 \ \ \ I •i ( +ice \ \ \ \ \ \ \ \ PROP. SK\IMMER S�E9t ENT BASIN #3 LOT 32 ��\ II
DROP. POTTO \OF BASIN EL&V` 702.50 - _ , I AND/PROVIDE TINGI NAGI S75 / I PROP. JB 176
1 I \ \ \\\l \ \ \ \ 1 \ \ \ \ \ \ STORA MEASURED T ELEV. 7QS.OD_ -7 0- / 0 fvrTTTING IMM DIA ELY (PROP. FES 17A / RIM=715.27 I i I
1 I \ \ \ \ \ \ \ I \ I ( 1
6,915 C.F. 0 STORAGE REQ'D / UPON COMPLE ON / I ( ( o I 6" GATE VALVE
\15,589 C.F. OF RAGE -PROVIDED
-_-- � I 1 \
I ( / V I(` I V I /
/ ) \ \ \ \ \ I \ 7,b4 S.F. SU FACE AREA REQ'D
A \ / / 10�157 S.F. OF S RF CE AREA PROVIDED
m Srf \ 1 \ \
A� 6(/ ( I I SILT DITCI \ \ \ \ FLOW
\\1\ 1\\\! \� \o\\I��\\��\/\ ;\ II\I\ \ J\I\�\ \II\ \\\\\) 1) \\ \\ \\\\ I I \ \\\ 1 \\ I\ I \ \\ \1 \\\ I\ I \ \ \ \\II I1 \\\ \ \I I\ I1 \\ I 1 1( 1I \\1 \ :I .I V\A \ \\ \\\ \ \\\ \ \ (� \/i '\ �\\ �� \`\ Ak��.\I � �\�t<t �� -�1 1C�\�.- ` JE` - / f•• •\v^•I \�t�\!` �,` ° \I ` \<\\1` �<°E` �`E1 •�tE` E
i/t\ \\.\`1/• !\ \` � \E \ \\\ j �\ \�\1 `\ \\\ I v\v v\\s9 \s v\ \\ / \ \\ / \ \ ISI(/` NC\LD-S S\0,.05A
\ �IIi1
\i
P
ROP. SKIMMER CONNECTION
-
OUTLET PIPEMLOT 33 � URING SEDIMENT BASIN PHASE
42" RCP
2" RCPM-
LOT^1�1 BASIN BOTTOOUTLET PIPE
o RCLOTH M ELEV = 684.00
o REINFORCED CONCRETE FOOTING
QU
R PE TT(SEE DETAIL C5.1)F DAvT09 QT I SOUTH, EAST & WEST SIDE VIEW
IE 12" PE
G T I711-1
NOTE: FOR ELEVATIONS, CONSTRUCTION
I.E.(OUT)- 10•64
„ \ DETAILS/SPECIFICATIONS ON THE BMP 2 OUTLET
_ Q I \ \_ \
\ \ \ \ \ \ �� _ - - Z /� 50 / / / I \� \ \ \ \ \� STRUCTURE, PIPE AND EMBANKMENT, SEE SHEET C5.1
\ \' - \ EE E S T o ) 1 � I � � \ \ 1 \ \ \ \ I tt ` \"� IA PRE-DEV. D.A.=7.34
E\T �\ \ - °t \ \ _ - STI P AL\ \ / - SQ 4�0 VC IPE / I DIST. AREA=3.84 ac. , �, I \ \ \ \ ,5 J_
t` of \ SKIMMER BASIN 2 AND BMP #2 OUTLET STRUCTURE
SKIMMER BASIN #3 ^ I r� \ - \ --E`XIST. 15" HDPE
% PROP. ORANGE TREE ^, � ` \ \ I.E.(IN)_+1.19 � ORIFICE AND WEIR DETAIL
u dEN IAA// \\ \ ��< < �t \ / \ - uoo sa TR - i �' / / \ 1 P OTEG�TION FEN (TYf�T 18 PROP. JB 16C \ \ I.E.(ou `710-64 I
h L� R�P. Isl c� RIM=713.34 SEDIMENT BASIN PHASE
OU�Efi t= �E : •e ` E / / _ _ - - - - - - �OP. GRAVEL AN o ��
.06 1.5' DIA \ - % �� \ P OP. 36" RCP �� �` �\� C S%o
SOLIDL \ / \ \ A / R� RAP FILTER B M�fR
\.' /- �.-.� vvv� v� � A VJ / 1)j/I l / \ - � /� �/ I I /OR "ARM" I %9=�..• �/ - __�i \ - / //
,/ �'���� / THE ISAACS j Q f
Ic / � 9�
\ // , - !- r / P P. POROITS BAFEL / ExIST. 1 P \ + + < f
© \ \ 7, - / E�X T. dl NT ASj \ _ � IN 711. ! f + f
1 a , / / , / o l i• _ / r - ( )� \ I s GROUP, P.C. f SEAL
\ - g r R 0 A \ (MCL STD. 30.19) �. / I.E.(OUT)-71 45
/ / \ I 1\ /�695 / ,o / AC LL CE LL / - `�': - / _ - ➢ 1 - \ ENGINEERING &
I z: 026462
\ = c m / / % / / / ND SURVEYING f +
\� / / - 1 I I ( / / / ! ECTION E: GROUND STABILIZATION D U�U ATE - ORM DR S - I L D / I \ LOT 3 % r _ / 1 I �' O+ f
�/Z�➢-5,/ / ) I / ! \
/ / OP. HW 1ADi N0. C-1069 +
OFI. TEMP. I \ \ I C \ C
51L� F N&E TYP.)
/O/ \?JHIyE MI�H� T\�,L
\\\\ rzARz$Iv�q RED\3\ \ \\ \ \ \
\ \ \
\\
�N, \ \\ \ \ \ \\ 1
I�� NCIP -A OE:F3TTE ���J FNGINE��
\ �\
S P PH / / / ST. s" DPE
( 1� 6g8 v E EfA S ) C°f2t7 i N N COL MEASURE _ -- / / .(IN)��10 2 f � j(�� Or
RO A x8'w 18 _ 1 / �� l i �j0�/ i _ I LE.(O�T)=71 .20/��''
/LOT 17 - I l/ I E;K GRAVEL
RI #AP 4 N / _ R - Digitally signed by
PROP LIMITS' OF
DISTURBANC/E/(TYP.) - / / 1 s Anthony B. Cowan,
F 1-6 7os
o� ►i / ..o � J � \ 1 P . E .
E.- 60. 5,- - _ J Date: 2021.09.15
NOTE: NOTES: Q 17:35:05-04'00'
5
EXISTING DRIVEWAY TO HELMS PROPERTY 1. ANY OFF -SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM A SITE Project:
TO REMAIN OPEN AT ALL TIMES. WITH APPROVED EROSION CONTROL PLAN, A SITE REGULATED UNDER MINING ACT OF 1971, OR A GRAPHIC SCALE N
NGTON GLEN
LANDFILL REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT. TRASH/DEBRIS FROM 50 0 25 50 100 WWEDE D D EDDII N, NORTH G LE NA
DEMOLITION ACTIVITIES OR GENERATED BY ANY ACTIVITIES ON SITE MUST BE DISPOSED OF AT A
FACILITY REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT OR PER DIVISION OF SOLID I Title:
WASTE MANAGEMENT OR DIVISION OF WATER RESOURCES RULES AND REGULATIONS. 1 INCH = 50 FEET PHASE 2 EROSION C O N T R
2. APPROVAL BY A REPRESENTATIVE OF THE TOWN OF WEDDINGTON WILL BE REQUIRED PRIOR TO
REMOVAL OF EROSION CONTROL MEASURES AND/OR CONVERSION OF THE SEDIMENT BASIN(S) TO
POST CONSTRUCTION STORMWATER BMPs. THE BASINS SHOULD NOT BE CONVERTED UNTIL AFTER NO. BY DATE REVISION O File #: 16157-B-EC.DWG Date: 06/28/17 Project Egr:
HOME CONSTRUCTION IS COMPLETE.
\ \ \ \ \ \ 3. HOMEBUILDER IS REQUIRED TO PREPARE A SEPARATE EROSION AND SEDIMENT CONTROL PLAN 1 RER 9/18/17 REVISED PER COMMENTS Desigl
I ! \ } \ \ 1 ote: After the permanent cessation of constru tion activities, any areas with temporary W S A A C S x
\ \ \ \\ \ round stabilization shall be converted to permanent round stabilization as soon as FOR APPROVAL PRIOR TO ANY HOUSE CONSTRUCTION. 2 RER 12 11 17 REVISED PER COMMENTS H
�' g p g / / O Drawr
`,o \ \ \� \ practicable but in no case longer than 90 calendar days after the last land disturbing 4. HOMEOWNERS @ 1217 AND 1213 BROMLEY DRIVE SHALL NOTIFIED IN WRITING NOT LESS THAN CIVIL ENGINEERING DESIGN AND SURVEYING C
TWO WEEKS BEFORE PROPOSED CONSTRUCTION OF SEWER LINES ON THEIR PROPERTIES. 3 RER 01/17/18 REVISED PER NCDOT COMMENTS Scale:
activity. Temporary ground stabilization shall be maintained in a manner to render the
\ I \ \ \ \ \ \, �, surface stable against accelerated erosion until permanent round stabilization is achieved. 5. ALL ECD'S IN DE EASEMENT SHALL BE REMOVED UPON COMPLETION OF PROJECT & SHALL 4 MTA 1/24/18 REV. PER DUKE ENERGY COMMENTS 8720 RED OAK BOULEVARD, SUITE 420
INSET "A" NOT RESTRICT INGRESS/EGRESS 5 RER 4/16/21 CHANGED ALL REF. FR. NCDENR TO TOWN OF WEDDING TON CHARLOTTE, N.C. 28217
6 OTH 09/15/21 REVISED PER WETLANDS PERMITTING PHONE [phone] FAX [phone]
P:\Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Design Drawings\Current\BASE\16157-B-EC.dwg, C8.3, 9/15/2021 5:31:37 PM, bcowan, 1:1

OP
, / \ I I I DI TURBANCE - / - \ �
PI r HIGH ILTER ERM I I I
1 I $ ETAIL MEET) ; \ P 0 8\X ' \DEEP
SI ING W/ \ / /
C ASS B IPR PI
PROP. JB 16B
RIM=711.38
TEMP IBL
D1 PU
ROTEC FRO \
RAFFI{
\\ PROP. SKIMMER
\ /PROP. MP �� \ \ SEDIMENT BASIN
P { .TIE LTI Th \\ \ ��' \ \ \ \AROU D PU I /' \ T \ \ NO. 2
EEC DE IL S T)AV
/ 1 \ r
H i5B
\ \ \ IA \\\ \VA \ A \ v A
\ \
PROR PERVI US DI
V (SEE OTE\
\ SE ENE HIS S1 T)
v v v v I � v I v� v •ter
1 /
I \ \ \ \ \ I I I � ° \\\I I II I \ • \ \ /
PHASE 1 EROSION CONTROL
\\\
PRO HIGH/H'AZAR - -
SI FENC 0
r( _D IL SH
r�'/ / ROP�ut OF
C;P ' 3% HI FILTEI B I I A°,- / DISTURBANCE / '�A
DETAILISHEET)/--
/
MPOR LEXIBLE\ \ /
8' 8'IX '` P QSE F R II ERVIOU�
DIKE API UND/� \ �►\ / a'. • /•
CLAS B RIP P (PF ECT F / �� PROP. JB 16B
-706 \ I I \ 17 \ ( I \ ` \ CO T. T FIC) - I RIM=711.38
/-70\
P OP. E ELSIQ CURLF 1 1 I 1 1 1
\ M TING SLOP S I I I I �� 5•. �\ I \
It TABILI D WIT M 7- )') 1 1 \ \\ �p2 p3 14 �p . �6
- - -SEE DYTAIL S E�)Aff
0�' I • '
Kj
/PROP v PROP. IN
ITCH 706 _ � • ' 'gip \ \ � ♦ �' P. SKI E
/ ( (�EE TAI HEED \ _ � • � v 1 v � v
\ \ � V _ A % ° �• v v v v v \ I ENT B SI �
37'
IJ
/ \ \ P P. IMP RVIOU DIKE / \
P�OP. EXCE�ISIOR�R X \- \ E.
N E D\\\� _ •\ \
/ MATTIN ON SL SEQUE THI SHEE
/ (STABILIZED WIITHIN 7- YI \ I / \ \ '\
(SEE DLTAIL SHE
r
PHASE 2 EROSION CONTROL
STREAM CROSSING1
SCALE: 1 "=30'
r fl/•1JL 1 L_ F\ \J 131\.J114 VtJ11I 1 f\VL
SEQUENCE THIS SHEET)
- ,.PROP. SKIMMER \ 1 I
IMENT BASIN
O \ I \ I I \
00 vv I vv v° v�
LI IT OFi
6' '� I I /DISTUR A CE
moo
E
INLET PROTECTION
(SEE DETAIL SHEET)
E
WETL
� \ E \ \E E \ �• ...,\• </ \ ' r /mow
LEGEND
ELEV- - -
EXISTING CONTOUR
ELEV —
PROPOSED CONTOUR
- -
EXIST. ROAD RIGHT OF WAY
DRAINAGE AREA
LIMITS OF DISTURBANCE
EXISTING TREE LINE
ROCK CHECK DAM OR WATTLE
X x x
PROPOSED SILT FENCE (LDS 507.1)
PROPOSED TEMP. HIGH HAZARD
SILT FENCE (LDS 508.1)
------6—
PROP. ORANGE TREE PROTECTION FENCE
0 -------0—
PROPOSED BAFFLE
—TD—TD
PROP. TEMP. DIVERSION DITCH
PROP. STORM DRAINAGE PIPE
PROPOSED DROP INLET
EXIST. STRUCTURE TO BE DEMOLISHED
CONSTRUCTION SEQUENCE FOR STREAM CROSSING:
1. A PRE —CONSTRUCTION MEETING WITH CONTRACTOR, ENGINEEER AND
TOWN OF WEDDINGTON MUST BE HELD PRIOR TO ANY CREEK CROSSING.
THIS INCL DES ILL TILI CR SSIN S AND P RMANENT CROSSING.
2. LIMIT TIME OF EXPOSURE — ALL MATERIALS AND EQUIPMENT NEE D TO
COMPLETE THE CROSSING MUST BE ON SITE PRIOR TO STARTING. WORK IN
CREEK SHALL BE PLANNED TO MINIMIZED THE NUMBER OF DAYS OF
DISTURBANCE. THE CONTRACTOR IS TO OBSERVE THE LOCAL WEATHER
FORECASTS AND NOT BEGIN WORK IN THE CREEK UNLESS AT LEAST THREE
DAYS WITHOUT RAIN IS ANTICIPATED.
3. LIMIT EXPOSED AREAS — MINIMIZE THE SIZE OF THE AREA TO BE
EXPOSED AT ANY ONE TIME. DISTURBED STREAM BANKS SHALL BE
STABILIZED WITH MATTING AT THE END OF EACH WORK DAY AND PRIOR TO
ANY RAIN EVENT.
4. CONTROL SURFACE WATER — DETERMINE THE BEST TECHNIQUE AND GAIN
APPROVAL FROM WATER QUALITY INSPECTOR OR ENGINEER. SOME EXAMPLES
INCLUDE BUT NOT LIMITED TO: PUMP AROUND, TEMPORARY PIPE AROUND,
TEMPORARY CHANNEL DIVERSION, BRIDGE MAT, ETC.
5, CONTROL SEDIMENTATION — AS SHOWN ON APPROVED PLANS.
INNOVATIVE AND ADDITIONAL MEASURES MAY BE REQUIRED BY THE TOWN OF
WEDDINGTON INSPECTOR OR ENGINEER IF NEEDED.
6. SURVEY LIMITS OF DISTURBANCE AND MARK WITH CONTINUOUS FLAGGING
— SURVEY THE LOCATION OF THE CULVERT, HEADWALLS, AND LIMITS OF
DISTURBANCE BASED ON ANY 401 /404 PERMIT(S) THAT HAVE BEEN ISSUED
FOR THE SITE. CALL THE TOWN OF WEDDINGTON INSPECTOR PRIOR TO
STARTING ANY WORK. THIS MEETING SHOULD TAKE PLACE AT LEAST 48
HOURS PRIOR TO WORKING IN THE STREAM. THE INSPECTOR WILL GIVE
INSTRUCTIONS ABOUT CONTROLLING THE SURFACE WATER AND STARTING THE
CULVERT INSTALLATION.
7. INSTALL ALL EROSION CONTROL MEASURES — MINIMIZE THE DISTURBED
AREA.
8. INFORM THE TOWN OF WEDDINGTON — NOTIFY INSPECTOR REGARDING
COMPLETION OF DEVICE INSTALLATION AND REQUEST AN INSPECTION FOR
COMPLIANCE.
9. MAINTENANCE — MAINTAIN ALL MEASURES AND DEVICES DAILY, MAKE
IMMEDIATE REPAIRS WHEN NEEDED.
IMPERVIOUS DIKE NOTES:
1. THE IMPERVIOUS DIKE SHALL NOT PERMIT SEEPAGE OF WATER INTO THE
CONSTRUCTION SITE OR CONTRIBUTE TO SILTATION OF THE STREAM. THE
IMPERVIOUS DIKE SHALL BE CONSTRUCTED OF AN ACCEPTABLE MATERIAL IN THE
LOCATION NOTED ON THESE PLANS OR AS DIRECTED BY ENGINEER.
2. ACCEPTABLE MATERIALS SHALL INCLUDE BUT NOT BE LIMITED TO SHEET
PILES, SANDBAGS, AND/OR THE PLACEMENT OF AN ACCEPTABLE SIZED STONE
LINED WITH POLYPROPYLENE OR OTHER IMPERVIOUS FABRIC.
3. EARTH MATERIAL SHALL NOT BE USED TO CONSTRUCT AN IMPERVIOUS DIKE.
4. PUMPS AND HOSES SHALL BE OF SUFFICIENT SIZE TO DEWATER THE WORK
AREA.
STREAM #1 D.A.=18.43 A.C., BASE FLOW IS APPROX. 0.029CFS =13.02 GPM *
STREAM #2 D.A.=8.71 A.C., BASE FLOW IS APPROX. 0.014 CFS = 6.28 GPM *
*ASSUMPTION - 1 CFS PER SQUARE MILE OF DRAINAGE AREA
CONSTRUCTION SEQUENCE FOR IMPERVIOUS DIKE:
1. INSTALL IMPERVIOUS DIKE UPSTREAM OF WORK AREA AS SHOWN ON
THESE PLANS OR AS DIRECTED BY ENGINEER.
� I
2. INSTALL UPSTREAM PUMP AND TEMPORARY FLEXIBLE HOSE. HOSE
OUTLET SHALL BE PLACED IN STREAM BED DOWNSTREAM OF WORK AREA, AND
SHALL BE LOCATED AT AREA WITH BEDROCK OR COBBLES SO AS TO MINIMIZE
♦\C� \� \ \ ` \ \ E �` E E I I \ >." \ \ \ \ EROSION AND SCOUR FROM OUTFLOW. IF NO SUITABLE AREA WITH NATURAL
STONES EXISTS, CONTRACTOR SHALL INSTALL STILLING BASIN AS SHOWN ON
THIS PLAN.
3. PERFORM CULVERT AND HEADWALL CONSTRUCTION IN ACCORDANCE WITH
\ I �\ \ \ . \ \ \\ E E� E �'Oo , ° p •\ \ \ THE PLANS. CONTRACTOR TO SEQUENCE CONSTRUCTION OF CULVERT AND
PROP' 3 HIG FILT BERM WALLS TO ALLOW REMOVAL OF IMPERVIOUS DIKE AND RESTORATION OF BASE
(SEE DETAI1 HEET) \ FLOW AS SOON AS POSSIBLE.
-- \ I ` _ _ ` E E E\ E / '� • 10� ° \ \ �� 4. HAND REMOVE OR VACCUUM ANY ACCUMMULATED SILT BEHIND IMPERVIOUS
\ \ \ \ , \ - E E\ • \ \ \ DIKE. DEWATER ANY IMPOUNDED WATER AND REMOVE IMPERVIOUS DIKE.
REMOVE TEMPORARY FLEXIBLE HOSE AND ANY TEMPORARY STONE AT HOSE
OUTLET IF REQUIRED.
-�\ PROP. $'X8'X3' DEEP 5. STABILIZE DISTURBED AREA WITH SEED AND INSTALLATION OF COIR FIBER
\\ STILLING BAP N W/ �\V
\\PRO CRY cos_, E �•:�� I✓� \ ° \ �� MATTING (700 GMS) PER MANUFACTURES SPECIFICATIONS. NO MATTING SHALL
CLASS B RIPRAP \ ILT ° \ \ _ BE PLACED IN CHANNEL BOTTOM.
TAIL S
\ \ \ MP Y FLEXIBLE `1 \� / �0�!
'��
\ HOS R MKRVIOUS \ 1 r �i ESS/ ti j
P Ahf}U - - - ' I ° \ 1 / THE ISAACS �f Q�O� G�9� j
/\ (PROT / GROUP, P.C. f
i \ ♦ i CdN1ST. T I > ' i ( \ �� `- / ENGINEERING & SEAL
PROP. PUMP \ \ \ // ND SURVEYING �� f 026462
AROUND PUMP �� / \V I NO. C-1069 —
I NGINE�
r.
PROP. IMPERVIOUS DIKE
PHASE 2 EROSION CONTROL (SEE NOTE AND M �� Digitally Slgn� �3�I Yt )ny
SEQUENCE THIS SHEET) B C P E
. Owan, . .
auRto
cz�L-�
Date: 2021.09.15
17:34:35-04'00'
Project:
STREAM CROSSING
GRAPHIC SCALE
WEDDINGTON GLEN
#2 30
SCALE: 1 "=30'
0
15 30 60
,
WEDDINGTON, NORTH CAROLINA
Title:
1 INCH = 30 FEET
STREAM CROSSING
NO.
BY DATE
REVISION
0
File #: 16157—B—EC.DWG
Date: 06/28/17
Project Egr: ABC
H ]IAAC O
Design By. ABC
1 RER 9 18 17 REVISED PER COMMENTS
2 RER 1 /11/17 REVISED PER COMMENTS
Drawn By. RER
3
RER 01/17/18
REVISED PER NCDOT COMMENTS
CIVIL ENGINEERING DESIGN AND SURVEYING C
0
Scale: 1"=30'
4
6
RER 4/16/21
OTH 09/10/21
CHANGED ALL REF. FR. NCDENR TO TOWN OF WEDDINGTON
REVISED PER WETLANDS PERMITTING
8720
RED OAK BOULEVARD, SUITE 420
CHARLOTTE, N.C. 28217
^
(`/'
PHONE (704)
527-3440 FAX [phone]
•
P:\Active Projects\Hopper Comm u n ities\Wedd i ngton Matthews Rd Dev 16157\Engineering\Design Drawings\Current\BASE\16157-B-EC.dwg, 9/13/2021 10:29:50 AM, DWG To PDF.pc3

PLAN OF TOP SLAB
R = Lu
d
V] ran
m a LL
�w
SECTION S-S
S"--{ E #8 "W" BARS #4 BARS „ I'
@ EQUAL SPACES
to
#4 BARS "U" 1„
SECTION R-R
#4 BAR
N
F-•�H
DOWEL
- EXPANSION JOINTS -
4'-6" i 4'-6"
STD, 840.03 FI
GRATE & HOOD
� r �
r r
PLAN
CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES
TOP
USE ON FLAT ELEV. EXPANSION JOINT
GRADES 2°s AND UNDER
_ . DEPRESSED GUTTER LINE
EXPANSION JOINT I I F-j 0
ELEVATION
NORMAL CURB AND GUTTER ON LIGHT GRACES
NORMAL GUTTER LINE
EXPANSION JOINT s+
TOP
USE ON4GLSR 2 ELEV-
DEPRESSED GUTTER LINE
1D, I 6'-Q„
EXPANSION JOINT
1'-0'r I MAX.
ELEVATION
NORMAL CURB AND GUTTER ON STEEP GRADES
MINIMUM DIMENSIONS ARD QUANTITIES FOR CONCRETE CATCH BASIN[BASED ON MIN. HEIGHT, R, WITH NO RISER]
DIMENSIONS OF BOIL AND PIPE
COVER
DIMENSION
CU,YOS. GONG. IN BOIL
DEDUCTIONS
ONE PIPE
PIPE
5PAN
WIDTH
WIDTH
SPAN
RAIN. HEIGHT
BARS-U
NO. LENGTH
BARS-V
N0, LENGTH
BARS-W
NO.
lLrNrTH
TOTAL
LDS.
TOP
SLAG
BOTTOM
SLAB
T. 77.
dP M1tNt XJXn
D
A
B
C
G
H
E
F
G.M.
R.C.
12
3'-O"
2 -2"
--
..
2'-9`
--
--
.-
--
-.
--
--
..
--
--
0.235
0.772
0.015
0.D25
15
3'-0"
2'-2"
3'-0"
0.235
0.629
0.023
0.035
Ia.
3'-0"
2 -2"
3'-3'
0.235
0.887
0.033
0-049
24"
:3'-0"
2'-2"
3'-9"
D.235
1.001
0.059
0.055
30"
3'-O"
2'-2"
T-4"
4'-3"
V-2"
4'-C"
4
V-5"
2
3'-9"
3
3'-9"
1 39
1 0.123
10.321
1.433
0,092
0.127
35"
3'-C"
2'-2"
3'-10"
4'-9"
1'-8"
4'-0"
4
1'-11"
3
3'-9"
3
3'-9"
43
1 0.161
0.358
1.714
0.132
0.175
42"
3'-O"
2' 2"
4'-5"
5'-3"
1'-5"
3'-2"
4
1'-8"
2
2'-11"
3
2'-11"
32
1 0.112
10.318
1.738
0.1B0
0.243
48"
3'-tl"
2'-2"
5'-0"
5'-9"1
2'-O"
3'-2"
4
22'-3"
3
2'-11"
3
12'-11"1
35
1 0.145
0.352
2,052
0.235
0.317
54"
3'-0"
2'-2"
5'-7"
6'•3"
2'-7"
3'-2..
4
2'-10"
5
2'-11"1
3
W-11"
1 41
1 0.180
1 D,386
2.387
0,297
6.401
A
L _
a rr "ESSION
I?
04
SECTION G-G
r�r_r�j�rr
1 s rr 2"
SECTION H-H
PLAN OF FRAME
* RISER HAS .220 CUBIC YARDS OF CONCRETE PER FOOT HEIGHT
�1112 rr
%
r 1 � F-8-H'7'
�. G
H
r-62rr
r { J
1'-7rr 1 r-7�V
PLAN OF GRATING
CAST IRON
4
c
F�--I
E
I
I
i
F ­02
PLAN OF FRAME
CAST IRON
E
jfRrr 1�$rr if$rr i s$rr
3'-33 " 2'-3 rr
jam$ rr 1r8 r r 1�$ r r 1411
3„ Mrr I 3V rr r7
2Y$rr 21,t � T
3'- 1 CU cN 2'- 13/4 " cu cv
2r-6++
SECTION E-E SECTION F-F
A
SOLID COVER SHOWN PERFORATED. PERFORATED AVAILABLE
IF SPECIFIED.
STATE USE OF SYSTEM ON COVER
(I.E.: SEWER, STORM DRAIN, ELECTRICAL)
TOP OF COVER
8 B
L- L-e��
- -I
BOTTOM OF COVER
2'-11/4"
1r-10�$r,
1 " TYPE #1
J ALTERNATE
2+-01/4_�r+ r t
r I
SECTION A -A
TYPE #2
1" R.
PLAN OF COVER
1'-11112"
.N c3
3 � " I 1'
„ I �43X4+r
SECTION B-B
MINIMUM WEIGHTS - LBS.
FRAME - 180
COVER - 120
TOTAL - 300
z
0 CIJ
4 �
r-i 5 C-7
LLJ�d HiZ
O _
w d LL-
0 0
F-
uiH-LLd_j
d d cn
r
CL 1-H
Lu
r C3
HEET 2 OF 2
840■02
Z
cn
c
LLJdr r�
O0 2
cc
Lu<Lj_
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CO H LL J
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CL
C
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r
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W
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d
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LL J d 1--r
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CC d d co
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C
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7
v
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d
o W
z cc
< LL
Lu
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Z
a �
840.54
HACK OF CURB
P� - � P� -• 4�
� P � 4� � P
m
-
°
ap.
-
PLAN
x
SECTION Y-Y
RISER HT.
VARIES
o
6" a
9
�7 A Y8
WHERE 30" TO 36" PIPE IS'USED
RISER HT.
VARIES
d A
P-
WHERE 42" TO 54" PIPE IS USED
DETAIL SHOWING METHOD
OF RISER CONSTRUCTION
SECTION X-X
1L MANHOLE
GENERAL NOTES:
USE CLASS "B" CONCRETE THROUGHOUT,
PROVIDE ALL CATCH BASINS OVER 3'-6" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WHIGH COMPLY WITH STD. DRAWING 640.66.
OPTIONAL CONSTRUCTION - NDNOLITHIC POUR. 2" KEYWAY, OR #4 BAR DOWELS AT
12" CENTERS AS DIRECTE❑ BY THE ENGINEER.
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF SDX, ADD TO SLAB
AS SHOWN ON STD. NO. 840.00.
USE TYPE "E". "F" AND "G" GRATES UNLESS OTHERWISE INDICATED.
1=4R W -O" IN HEIGHT OR LESS USE 6" WALLS AND 130TTOM SLAB. OVER
8'-O" TO 16'-0" 1N HEIGHT USE 8" WALLS AND BOTTOM SLAB. ADJUST
OUANT171ES ACCORDINGLY.
CONSTRUCT WITH PIPE CROWNS MATCHING.
GHAMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE.
SEE STD.NO. 840.03 STEPS - STD. NO.
TOP ELEVATION
4 p71 -
B
° E+i
9 -p
p8 =
6" °. C 6,.
V. ''
Q ¢
v P-
P G'
T SECTION J-J
WHERE 3D" T1 35" PIPE IS USED
SEE NOTE
PLAN
E
l 7
c
S�
D F- D
=q m as m f gX01 x
7J 4 C 1Ji ' ' LL
3.54 (,
FOR MANHOLE COVER 3 FRAME #4 BARS "A"
OPTIONAL SPAC€D 6
C. TO C.
BRICK MAY BE USED
TO ADJUST FRAME &
COVER TO SURFACE
ELEVATION MAX. 1'
J .
- 1 OUTLET PIPE
G
-
SECTION x-x
SECTION Y-Y
6" E OR F 1 T"
SECTION
C-C OR D-O
STEPS - STD. NO. 840.66
Z
C] W
H"-10{='�0.
LL -j
ocoom
Lu<dLL=
F-0 QcD
H
Cf} H- LL d J
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(LC3
tZ ~
Lu
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A
LL
°
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- -
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m CL
3-4
CL
D
-
13
Q'
OCE
H
°-'
Lo
G
¢,
0
EI_
Ly
Lu
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cn
W
WHERE 42" TO 54" PIPE I5 USED
}
Z {`1
T
z
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a
5
cr
T. J1 A
m
;'❑1 8
r� -gr.-
PLAN 1SHEFET 1 OF 2
840.02
GENERAL NOTES:
CHAMFER ALL EXPOSED CORNERS 1".
USE CLASS "B" CONCRETE THROUGHOUT.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR. 2" KEYWAY, OR
44 BAR DOWELS AT 12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS TO CONSTRUCT THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BASE SLAB OF BOX,
ADD TO BASE AS SHOWN ON STANDARD NO. 840.00.
PROVIDE ALL JUNCTION BOXES OVER 3'4 " IN DEPTH WITH STEPS
12"DIN CENTERS IN ACCORDANCE WITH STD. NO. 84D.63.
ADJUST THE STEEL, CONCRETE AND BRICK MASONRY QUANTITIES
TO INCLUDE THE ADDITION OF THE MANHOLE (I.E. DIAGONAL BARS
SHORTENED AROUND OPENING IN TOP SLAB, ADDITIONAL VARIABLE
HEIGHT BRICK MASONRY, OPENING IN TOP SLAB.)
MAX. DEPTH OF THIS STRUCTURE FROM TOP OF BOTTOM SLRB TO TOP
ELEVATION IS 12 FEET.
T #4 BA
7
r
DIMENSIONS AND QUANTITIES FOR CONCRETE JUNCTION BOXES
DIMENSIONS OF 601E AND PIPE
REINFORCEMENT
BARS "A"
TOP SLAB
DIMENSIONS
CUBIC YARDS
IN BOX
TOTAL QUANTITIES
BOX AND SLABS
DEDUCTIONS FOR ONE
PIPE CU.YDS.
PIPE
SPAN
WIDTH
HEIGHT
❑
A
B
H
NO.
LENGTH
E
F
TOP
SLAB
BOTTOM
SLAB
WALL+
FT, OF HT,
LOS.
REINF
CU. YDS.
MIN. "H"
C.S.
R. C.
12"
2'-0"
2'-0,,
2'-3"
12
2'-9"
3'-0"
3'-0"
0.167
D.167
0.185
22
0.750
0.015
0.024
15''
2'-3"
2'-3"
2'-6"
12
3'-0"
3'-3"
3'-3"
0.196
0.196
G.204
24
0.902
'D.023
0.036
1B"
2'-6"
2'-6"
2'-9"
14
V-3"
3'-6"
3'-6"
0.227
0.227
0.222
30
1.D65
0.033
0.049
24"
3'-O"
3'-O"
3•-3"
16
3'-9"
4'-0"
4'-0"
0.296
0.296
0.259
40
1.434
0.059
0.055
3'-6"
3 -9"
18
4'-3"
4'-6"
4'-6"
0-375
G.375
0.296
51
1.RSO
0-092
0.127
36"
4'-0"
4'-10"
4'-3"
20
4'-9'
5'-0"
5'-0"
0.463
1 0.463
0.333
1 54
2.341
1 0.132
0.178
42
4'-&"
4'-5"
4'-9"
22
5'-3"
5'-6"
5'-6"
0.560
0.560
D.370
77
2.078
0.180
0.243
48"
5'-4"
5'-4"
5'-3"
26
5`-3"
6'-4"
6'-4"
0.743
0.743
G.407
111
3.623
0.235
0.317
54"
5'-10"
5'-f0"
5--9"
2S
6'-7"
W-10"
6'-10''
0.865
0.885
0.444
126
4.283
0.297
0.401
60"
6'-6"
6'-6"
6.'•3"
30
7'-3"
7'-B"
7'-6"
1.042
1.042
0.481
145
-3.090
0.367
0.495
66
7'-1"
7'-1"
fi'-9"
32
7'-10"
E1%1"
8'-1"
1.210
1.210
0.513
169
1 5.917
0.444
0.589
Z
cn
FH�C c
LL -j CL
00 2
Lu < LL _
1 0-0 00
H
C1iF-LLd J
d [lJ
� 1-H
CL
C
Lu C3
r O
LL --.
C3 ca Lu
0 W
v z r-1
� J �
cm
d
z
� W 0
cc
WCJ
=
H r
z
¢ 0
L)
840.31
GENERAL NOTES:
Z
''
THIS PRECAST BOX MAY BE U$FD FOR THE FOLLOWING STANDARDS:
❑.
840.04, 840.05, B40.14, 840.15, 840.31, 840.32, 840.34,
840.35, 840.36 AND 840.41.
d
h
_
=
* INSTALL AND PAY FOR PRECAST DRAINAGE STRUCTURES IN ACCORDANCE
INSTALLSECTION
O CD
CLR.{TYP)
VIEWS
WITH NCDOT STANDARD SPECIFICATION SECTION 840.
O 4 _
ill MIN.
USE 4000 PSI MINIMUM COMPRESSIVE STRENGTH CONCRETE.
EL
o CLR. (TYPI
OPTIONAL
JOINT DETAILS
USE ASTM A615 GRADE 60 REINFORCING STEEL. USE ASTM A1064
Lu<
¢
WELDED WIRE FABRIC (WWF) .
Q O
v 4x4 W4x1Rt4
WWF (LAP
#5 REBARS @ 12"
* LIMIT MAXIMUM DEPTH TO TOP OF BOTTOM SLAB TO 15'-U".
r-
co _ LL z LLJ
WWF 6" ON-
CENTERS {HORIZ.
PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH OSHA STANDARD
v TO FABRIC)
Y. VERT.)
1926.704.
O [i]M
�
(USE WITH
* ORIENT STRUCTURES SO THAT CDRNERS WILL NOT BE CUT DR MODIFIED
•�
4' X 4' & LARGER
UNLESS ALLOWED BY DETAIL IN PLANS.
(L r-1
DRAINAGE STRUCTURES
' PRECAST ALL ELEMENTS TO MEET ASTM C913.
X L C3
TYPICAL) - 'L' BARS WITH
FRAME AND GRATE HEIGHT MAY BE ADJUSTED WITH CONCRETE
t7
1'-6'' LEGS OR BRICK IN ACCORDANCE WITH STANDARD 840.25.
FLAN VIEW OF BASE
UNIT
PROVIDE PRECAST STRUCTURES OVER 4'-0" IN DEPTH WITH
STEPS 12" ON CENTERS IN ACCORDANCE WITH STD. NO. 4340.66.
6" L'
OR 6"
* WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR IF
MIN.
THE SAME MIN, AREA OF STEEL IS PROVIDED,
I
. SEAL JOINTS WITH AN APPROVED SEALANT (SEE SECTION 540 OF NCOOT
co
STANDARD SPECIFICATIONS.
44 RESARS 0
* LIMIT MAXIMUM STRUCTURE SIZE INSIDE CLEAR DIMENSIONS
-'
#4 REBARS @
::
6" CENTERS
'y
�
�
TO W-0" X 5'-0".
_
cn
6" CENTERS
'
EACH WAY
z
* THE OUTSIDE PIPE DIAMETER PLUS 2" IS THE MINIMUM STRUCTURE
LL
EACH WAY
~
SIZE OR THE OPENING REQUIRED FOR GRATE AND FRAME WHICHEVER
C�
LOOATEDIN
CENTERTHIRD
TYPICAL
PRECAST
IS GREATER.
a
OF WALL
* ROUND MANHOLE MAY BE USED IN LIEU OF SQUARE PROVIDED 2 EXTRA
�
CC
cc
RISER
SECTION
#5'S ARE PLACED ON EVERY SIDE NOT ADJACENT TO A WALL. SEE STD.
C
DWG. 840.34 FOR MANHOLE INSTALLATION.
<
a(a
PRECAST RISER PLAN C3
2 #5 BARS EACH SIDE O -cc W
OF OPENING FULL SPAN H 6" L' 6" z W
1" MIN. CLEAR MITI MIN. H m
a
1- L' 0R 'W' + 2 WALLS 1" MIN. CLR, } f�-1
STEPS z - �. LL.
* #4 REBARS C LLI LL
6" CENTERS °O 4x4 W4XW4 C? p• .�' Q
1 - 4 WWF ( LAP W44F m a' P' d
1 " I• 6" ONTO FABRIC} o S° D ' 4' . �' p':• Q
2 45 BARS 0 .A' a ❑• `� •.�.
- - - - - - OPENING 1 " #f5 REBARS 12 r'
- - - CLEAR (SEE NOTES) CENTERS 0 p ot• Q~,'
LOCATE OPENING AS REQUIRED TYPICAL SECT ION °" °' �' >;17-
; p
(SEE NOTES) TOP SLAB z
L' r" TYPICAL SECTION SHEET 1 OF 1
MIN' PLAN TOP SLAB MIN' OF BASE UNIT ISOMETRIC VIEW 840■46
10'-0"
10'-0"
REDDER
0000000000000000
PLAN
NOTE:
* TRANSITION FROM 2'-6" STANDARD CURB TO VALLEY CURB
AT A DRAINAGE INLET ONLY.
SEE STANDARD 10.19 FOR CROSS SECTION GEOMETRY.
APPROVED DATE: 02/2007
NOT
TO SCALE
MECKLENBURG COUNTY
CATCH BASIN FRAME
LAND DEVELOPMENT
IN VALLEY GUTTER
TD. N0. R
STANDARDS
10.29
BEGIN TRANSITION AT
AT END OF RADIUS
VARIES SEE STD. NO. 10.29
L_
FOR MORE DETAIL
2'-0" VALLEY GUTTER z
0 0 2'-6" CURB
EXPANSION JOINT
1
o z
STEEL HOOD CATCH BASIN
3'-0"
z
0
o
1 to
EXPANSION JOINT
-0 z
2'-0" VALLEY GUTTER
NOTE:
1. WHERE 2'-6" CURB AND GUTTER IS USED,
CATCH BASINS MAY BE LOCATED AT END
OF RADIUS.
2. RADIUS AT INTERSECTION MAY VARY.
APPROVED DATE: 02/2007
NOT
TO SCALE
MECKLENBURG COUNTY
LAND DEVELOPMENT
CATCH BASIN PLACEMENT AT INTERSECTIONS
STD. NO. I R
STANDARDS
10.30
BEFORE YOU DIG
STOP
CALL 1-800-632-4949
N.C. ONE -CALL CENTER
IT'S THE LAW)
CMAMRy�������� ��������A���
of E S S/off z���
9� f THE ISAACS ff
' + GROUP, P.C.
SEAL A L E A L ENGINEERING &
ND SURVEYING
++ f� NO. C-1069 �+
Digitally signed by
�(R Anthony B. Cowan, P.E.
v� Date: 2021.04.17
10:49:42-04'00'
P:\Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Design Drawings\Current\SHEETS\16157-DE.dwg, 4/17/2021 10:15:58 AM, 1:1

w
SIDEWALK IT
A 8
UTILITY STRIP
DAB ROP CURB ?' DETECTABLE 0.02 (MIN.
G (S YO, 2'-5" CURB WARNING OOYES 0,08 (MAX ,1 0,02 (NORM,)
�& GUTTER SHOW,NI, �0.04 (NORM.)
ISOMETRIC VIEW
PAY LIMITS FOR CURB RAMP
NOTES:
T. DETECTABLE WARNING DOMES WILL COVER 2'-0` LENGTH AKO FULL YEIOTH OF THE
RAMP FLOOR AS SHOWN ON THE DETAILS.
2. DETECTABLE YEARNING DOMES WILL CONTRAST VISIBILITY WITH ADJOINING SURFACE, EITHER L1GHT-014-DARN,
OR DARK -ON -LIGHT SEQUENCE COVERING THE ENTIRE RAMP,
RAMP WIDTH AREA IS VARIABLE
BASE DIAMETER
z0.9'R TO 1,40 %
TOP DIAMETER OF 140 LESS
THAN 655% OF THE BABE
DIAMETER
0 o (D a o
D.9" TO .6 0 1.6" TO
1.4 'r� IN 2,4'
.ti "'�I�......e.. ..:c
DETECTABLE WARNING DOMES
H'
A
WrA+9"
x
B
5:
0.0'
5.8,
5.8'
5.0' •
7'
0.0'
7.8,
7. 3'
6. 5',
8`
0.0'
S.8'
7.3'
6.5'•"
5'
2.6`
7,8:
7. a'
5.0'
5'
2.5'
8.3`
S. 1'
4. B'
5'
3,O'
9.8'
a.3'
4.4,
5•
3. 5'
9.3•
8.4'
4. V
S`
4 . or
9.8'
8.6'
1. 8,
5"
4.5,
10.3'
8.7'
3.4'
5'
5.0'
10 . B'
S . 9'
3. 1
6 - DISTANCE FROM FRONT EDGE 4F SIDEWALK
TO BACK POINT OF 12:1 (8.33%) $LOPE.
BACK OF SIDEWALK DROP REDUIRED FOR ALL
SIDEWALK SLOPES.
*• BACK OF SIDEWALK DROP REQUIRED FOR
SIDEWALK SLOPES 0.04.
L x
SECTION B-B
SIDEWALK 5' MIN 4' MIN TOP OF
EDEVAT Ib GURB CURB URg
TRANSITION DROP TRANSITION
CDRB
VARIABLE SLOPES NO'I
TO EXCEED 10:1
SECTION A -A
4' MIN
z
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H }
H <
LL _j
z:
W z LL _
c Q
r=�zL1J
{1}~LL0-1
Oo"<
� H �
1CL
C3
L
SIDEWALK
CC
'ANSIGN .JOINT
0
iE STD. 646.0i}
LL
NOTE: A PORTION 9T ONE 4R BOTH RAMPSLLI
MAY EXTEND OUTSIDE THE RETURN.
�
H
F-0
,a
r
EXPANSION JOINT
a
SEC NOI L I ':.
1 4B. , h
Q
N
LANOINC6
w
<
EXPANSION JOINT
En
(SEE STD. 846.01)
cc
d
m
SIDEWALK
z
cf
LLI
4' X 4' CLEAR SPACE
-
}
Q
MLrST ALL WITHIN
GRCS-'WALK LIMITS,
0
(SEE NOTE 10)
-
2' MIN, QVRB
BETWEEN RAMPS
1
SEE NOTE 1
SEE NOTES
(4' MIN, FLOOR WIDTH)
848.05
z
NOTES:
cry
1.
CONSTRUCT THE RAMP SURFACE TO BE STABLE, FIRM, AND SLIP RESISTANT. CONSTRUCT THE CURB RAMP TYPE AS SHOWN IN THE PAVEMENT MARKINNG
<
PLANS OR AS DIRECTED BY THE ENGINEER.
4
0
2,
LOCATE GURB RAMPS AND PLACE PE❑ESTRIAN CROSSWALK MARKINGS AS SHOWN IN THE PAVEMENT MARKING PLANS. WHEN FIELD ADJUSTMENTS REQUIRE
LL_J
MOVING CURB RAMPS OR MARKINGS A$ SHOWN, CONTACT THE SIGNING ANR DELINEATION UNIT OR LOCATE AS DIRECTED BY THE ENGINEER,
�[O =
Z F
3.
COORDINATE THE CURB RAMP AND THE PEDESTR)AN CROSSWALK MARKING$ $0 A 4'X4' CLEAR SPACE AT THE BASE OF THE CURS RAMP WILL FALL
=
WITHIN THE PEDESTRIAN CROSSWALK LINES.
�I-I
h
`�.ccUJ
r L
4.
SET BACK ❑ISTANCE FROM INSIDE CROSSWALK MARKING TO NEAREST EDGE OF TRAVEL LANE IS 41 MINIMUM.
0 "co Q
cr_
H
S.
REFER TO THE PAVEMENT MARKING PLANS FOR STOP BAR LOCATIONS AT SIGNALIZED INTERSECTIONS. IF A PAVEMENT MARKING PLAN IS NOT
PROVIDED, CONTACT THE SIGNAL DESIGN SECTION FOR THE STOP BAR LOCATIONS OR LOCATE AS DIRECTED BY THE ENGINEER.
w o
a
6.
TERMINATE PARKING A MINIMUM OF 20' BACK OF A PEDESTRIAN CROSSWALK.
7.
CONSTRUCT GURB RAMPS A MINIMUM OF 4' WIDE.
8.
CONSTRUCT THE RUNNING SLOPE OF THE RAMP 8.33% MAXIMUM.
9.
ALLOWABLE CROSS SLOPE ON SIDEWALKS AND CURB RAMPS WILL BE 2% MAXIMUM.
10.
CONSTRUCT THE SIDE FLARE SLOPE A MAXIMUM OF 10% MEASURED ALONG THE CURB LINE.
O
LL
11.
CONSTRUCT THE COUNTER SLOPE OF THE GUTTER OR STREET AT THE BASE OF THE CURB RAMP A MAXIMUM OF 596 AND MAINTAIN A
0
SMOOTH TRANSITION.
rw
12.
CONSTRUCT LANDINGS FOR SIDEWALK A MINIMUM OF 4'x4' WITH A MAXIMUM SLOPE OF 29 IN ANY DIRECTION, CONSTRUCT LANDINGS FOR
d 0
MEDIAN ISLAND$ A MINIMUM OF 5'x5' WITH A MAXIMUM SLOPE OF 2% IN ANY ❑IRECTION.
cc
13.
TO USE A MEDIAN ISLAND AS A PEDESTRIAN REFUGE AREA, MEDIAN ISLANDS WILL BE A MINIMUM OF 6' WIDE. CONSTRUCT MEDIAN ISLANDS
Q CC w
TO PROVIDE PASSAGE OVER OR THROUGHT THE ISLAND.
in z
14.
SMALL CHANNELIZATION ISLANDS THAT CAN NOT PROVIDE A 5'X5' LANDING AT THE TOP OF A RAMPS, WILL BE CUT THROUGH LEVEL WITH
z
THE SURFACE STREET,
co C]
15.
CURB RAMPS WITH RETURNED CURBS MAY BE USED ONLY WHERE PEDESTRIANS WOULD NOT NORMALLY WALK ACROSS THE RAMP. THE ADJACENT SURFACE
IS PLANTING OR OTHER NON -WALKING SURFACE OR THE SIDE APPROACH I5 SUBSTANTIALLY OBSTRUCTED.
}
<
16.
PLACE A 1z" EXPANSION JOINT WHERE THE CONCRETE CURB RAMP JOINS THE CURB AS SHOWN IN ROADWAY STANDARD DRAWING 848.01
d
Q
17.
PLACE ALL PEDESTRIAN PUSH BUTTON ACTUATORS AND CROSSING SIGNALS AS SHOWN IN THE PLANS OR AS SHOWN IN THE MUTCD.
cc
18.
CURB RAMPS THROUGH MEDIAN ISLANDS, SINGLE RAMPS AT DUAL CROSSWALKS OR LIMITED R/W SITUATIONS, WILL BE HANDLED BY SPECIAL DETAILS.
CONTACT THE CONTRACT STANDARDS AND DEVELOPMENT UNIT FOR THE DETAILS OR FOR A SPECIAL DESIGN.
w1 (FT,)
H2
H1 H1
w
I.C.(TYP.j lc
.�R TO CHART
FOR BAR SIZE
ELEVATION
PLAN
1 `-D"
P.)
HART
F0R-6AR SIZE
SIDE
648.05
O cn
I--1
r <
NOTES:
<r�
* THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING
H OC
STANDARDS: 838.01, 838.11, 838.21, 838.27, 338-33,
LL __16L H
838.39, 838.51, 838.57, 838.63 AND 838.69.
* INSTALL PRECAST ENDWALLS WITH WINGS AND PAY
LU Q d LL. _
FOR IN AGCORDANCE WITH SPECIFICATION SECTION 838.
CC C'3
* USE 4000 PSI CONCRETE.
F- = ~ z w
* PROVIDE ALL REINFORCING STEEL WHIGH MEETS ASTM A615
co r L O J
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING
o[~fj <
TO ASTM A185 WITH 2" MIN. CLEARANGE.
1
" PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
H
OSHA STANDARD 19245.704.
w In
* PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY
t�
CONTRACTOR
* ALL ELEMENTS PRECAST TO MEET ASTM C913.
* WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
* CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1",
Lu
ROTE: THE MINIMUM BAR SI2E SHALL BE ,#5 BARS
AT 8" CTS,THE CONTRACTOR WILL HAVE THE DPTION
J i4
TO INCREASE THIS BAR SIZE AS NEEDED.
u- < o
ENDWALL DIMENSIONS
FT.
MINIMUM
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN,/MAX.
MIN,/MAX,
PIPE DIA.
BAR SIZE
H1{FT.}
H2(FT,)
ID (FT.)
W1
w2
1.0
05 @ 8"
1.25/2.00
2.00/0.75
1.2511.75
3.0013.75
5.50/6.00
1.25
#5 @ 8"
1.25/2.00
3.00/3.75
1.25/2.00
3.50/3.75
6.5016.75
1.50
#5 @ 8"
1.25/2.00
3.00/4.25
1.50/2.50
3.5013.75
6.5016.75
2.0
#5 @ 8"
1.50/2.50
4.DO/4.75
1.75/2.50
4.0014.25
7.50/8.25
2.5
#5 @ 8"
2.50/3.50
4.0016.00
2.00/3.00
4.5015.50
10.00/11,50
3.0
#5 @ 8"
3.00/3.50
5.00/6.00
2.75/3.60
5.2515.75
11,50/11,75
3.5
#5 @ 8"
3.2514.50
6.00/6.75
3.25/3.50
6.0016.75
12.00/13.25
4.0
#5 @ 8"
3.50/4.50
6.50/7.00
3.25/3.50
6.5016.75
13.00/13.25
4.5
#5 @ 8"
4.00/5.00
6.50/8.50
3.25/4.00
7.0019.25
13.50/15.75
5.0
#5 @ 8"
4.50/5.00
7.0018.50
3.2514.00
7.2519.25
13.75/15.75
5.5
#5 @ 8"
4.50/5.00
7.5018.50
3.25/4.00
7.2519.25
14.00/15.75
6.0
05 @ 8"
4.50/5.00
7.50/8.50
3.25/4.00
7.7519.25
14.75/16.75
BIC
d W a
W IL
CU
� W I�
0 0
cr
p
(/} 0 -
N
� � r
W
¢ (..I)z
Q W f-4
=
IL =
0
W
llll
1
I1 1111
-
IlII
I! I I
SEE NOTE 4
SIDEWALK
•SIDEWALK
SEE
Y
-
_ _ _
•----
NOTE 12
a
- - - --
-
SEE
H
4'-C" (TYP]
NOTE 3
STOP LINE -
- -
�D c¢1
SEE NOTE 10
- - -
-SIDEWALK -
- - - - - -
DETAIL SHOWING TYPICAL LOCATION OF CURB RAMPS.
PEDESTRIAN CRO$SWALK$ AND PTOP LINES FOR TEE INTERSECTIONS
IIII
I II II I�
Q
SIDEWALK
SEE
SEE NOTE 10
STOP LINE
81`DE WA_Uhi
�� sl�EwxLK
NOTE 12
4'-O" (TYP)
rS I1)ELVALK
SEE NOTE 4
16
DETAIL SHOWING TYPICAL LOCATION OF CURB
RAMPS: PEDESTRIAN CROSSWALKS AND STQP LINES
ROADWAY
PLAN SYMBOL
CR
PROPOSED CURB RAMP W/ LANDING
FOR PROPOSED
PROPOSED OR FUTURE SIDEWALK
CURB RAMP
ALLOWABLE. LOCATIONS
DUAL RAMP RADII ........... ANY
0 C/3
LLJ�H
oQcn2
W << LL _
d 0 cr_ 0 H
z L1J
cnrLL. 0-1
cc o0"<
� H �
CL H
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LL W
H �
cr co
Q
� � 0
c co
z �.
LIJ
(n
IL
Q CL
HOE EDT 2 O/F� r3
PAVEMENT cn
6" 2 0, 1/g" kAD. << 9,. $" RAD. 2" R D. PAVEMENT fig" RAD SURFACE < <
" RAD. - 1/8" RAD. 1 � RAD. SURFACE :z
c7cc
3" RAD.8„ RAD. to- _ � Q _
1.
D ' ---L Z
O3
. R'p ❑'Q - '�Ip' Tr •°' T 13i$'f RAD.
L2 fi' 13 " RAD. V-D1 .v..� o-;•.v o��cc
2` 6" CURB AND GUTTER V-GEE CURB AND GUTTER 8F' rCL
8" X 12" OR 18" 9" X 12" OR 18" , w
a
CONCRETE CURB CONCRETE CURB
4'-0" PROPOSED
2'-0" EDGE OF
PAVEMENT 2" RAD. 2'-0"
o.a. 4; 8" 2'-4" MIN. %g" RADIUS 14lj "I 1` O" 1' 0"
:6t]
.12
❑. p. p, p 57 .','.37.:0.:'.'. 17LL Lu
Q QL=
` per 111 ': �'•,v.: t7::• .-.;p LL Lu �.
EXPRESSWAY GUTTER SHOULDER BERM GUTTER = � Lu
8 X B MEDIAN CURB VALLEY GUTTER
CL �
SECTION VIEW OF CURBS OR CURBS AND GLITTERS
CC 0:
FILL " x 1" DEEP < ca
GENERAL NOTES: GROOVED OR SAWN z � Ir
-PLACE CONTRACTION JOINTS AT 10' INTERVALS, EXCEPT THAT JOINT WITH JOINT W
A 15' SPACING MAY BE USED WHEN A MACHINE IS USED OR WHEN
SATISFACTORY SUPPORT FOR THE FACE FORM CAN BE OBTAINED SEALER ,JOINT SEALER � W �
WITHOUT THE USE OF TEMPLATES AT 10' INTERVALS. 1 1/8" RAD• GUTTER } G
-JOINT SPACING MAY BE ALTERED IF REQUIRED BY THE ENGINEER. a. VS RAD. PAVEMENT SURFACE
-CONTRACTION JOINTS MAY BE INSTALLED WITH THE USE OF SURFACE
TEMPLATES OR FORMED BY OTHER APPROVED METHODS. v•' v-' e `
o o b • - ... '.o � U
CONSTRUCT NON -TEMPLATE FORMED JOINTS A MIN. OF 11/2 DEEP. .o-.', a'. •' '.a . ; ¢'.. '.0 ° ' ° a' 4.' n~, a . a ': �: D "ti er
-FILL ALL CONSTRUCTION JOINTS, EXCEPT IN 8"x6" MEDIAN GURB, b,:q b .ti,= q.: ° 4 °
WITH JOINT FILLER AND SEALER. PROPOSED
-SPACE EXPANSION JOINTS AT 90' INTERVALS AND ADJAGENT TO CURB & GUTTER PROP. 1/2" � JOINT FILLER
ALL RIGID OBJECTS. JOINT PAVEMENT
LONGITUDINAL JOINT TRANSVERSE EXPANSION JOINT
IN CURB AND GUTTER
SECTION VIEW OF JOINTS SHEET 1 DF 3
1846.01
SLOPE AS INDICATED ON PLANS
PLACE GROOVE OR
BELL END OF PIPE 9 /
TO FACE OF WALL s r�
S
I I \ i
PIPE JL k4-BARS
�-
PLAN 1 r
FOOTING
(IF CONST, JOINT IS USED) DOWEL
G END ELEVATION BAR-;'Xll
I 1
L DOWEL
OPTIONAL CONSTRUCTION JOINT
ELEVATION
DOWELS IN ENDWALL WITH REYNFDRCED CONCHETE PIPE
PIPE
SINGLE PIPE
DOUBLE PIPE
LOC.
CIA.
15"
18
24''
30"
36"
42
413"
15"
18"
24"
30"
36"
42"
4$"
BARS
11 x„
,.x..
„x,.
„xi.
„A..
`x`
Y*
"X"
5.a
'X`
`x"
,.x"
''x"
i'x"
"x„
Y*
x11 ,.
Y*
G
OTY.
2
2
3
3
4
4
2
5
2
2
2
a
3
4
4
2
5
2
M
OTY.
-
-
-
-
-
-
1
1
2
2
2
2
3
❑
OTY.
2
2
3
3
4
4
5
2
2
3
3
4
4
5
TOTAL LBS.
9
9
14
1 14
19
1 55
1 65
121
12
1 19
1 19
23
1 77
92
DIMENSIONS AND CONCRETE QUANTITIES
USINQ CONCRETE PIPE
COMMON ❑IMENSI❑NS
SINGLE PTPE
DOUBLE PIPE
❑
H
B
G
T
8
L
YD}
M
L
YD5
is"
3'-3"
1'-8"
2'-9"
214"
9't"
5'-6"
0.7
2'-2"
7'-B"
1.0
16"
T-7"
V-10"
3'-2"
2%"
10"
6'-4"
1.0
2'-7"
6'-11"
1.3
24"
4'-2"
2'-l"
4'-0"
3"
10"
8'-0..
1.5
3'-5"
ll'-5"
2.0
30"
5'-0"
2'-B"
77
41q"
11
9'-2"
2.3
4'-3"
13'-5"
3.1
36"
5'-6"
2'-$"
1 '-S"
43A1"
1 11112"
1V-0"
3.4
5'-D°
1G'-O"
4.5
42"
W-2"
3•-1"
E'-4"
514,E
IIti„
12'-$:�
4.5
5'-10"
1 1B'-6"
5.D
4e
B'-g..
3'_5"
7, 2„
5 4'
111,2,2
14,-4"
6.4 1
6'-8"
21'-D"
0.0
z
Oa to
F-I }
H = CD
�
LL _J CL I�
o0V_
LII<dL_
1r013
_ ~ z W
i!}rL0_j
0 UJ <
� H
CL
L H
Lu C3
W
J
s qF Er.
O W �
� LL m W �
D
W J
LL
LL.
o J W Lv
J CL
CL
W
cr)co
ui
0 L = LO
T
c)
W RAD. +
r 11 s- !r
■ V2- RAO
3' RAD.
E - hl
r-a-
2'--8" CURB & GUTTER
3 7'
I
I OW
ISl tli'C AS RF04ARlO
I�RR+A+r A4A�L_;LLI�l�
LEVEL 721
AOCKJI 'TAl40US 1-V2A
SECTION AA
FIGURP 7
WAAhWI RICAI CULL -DE -SAC WMi
CURB L GUTTER
1 4w 1
RMi
� I
Rw
35" _ 45
SLDP'L
NOTES:
1. CONTRACTION JOINTS SHALL 6E PROVIDED AT 10' INTERVALS
(15' FOR MACHINE INSTALLED CURB). JOINTS SHALL RE SAWCUl
OF A MINIMUM OF 2" DEEP,
2. PROVIDE 1/2- EXPANSION JONNTS AT 90' INTERVALS AND Al
ALL STRUCTURES.
3. 6' COMPACTED ABC IS REQUIRED UNDER ALL CURB AND
GUTTER.
DATE: SEPTEMBER 2014 SCAL.B NTS TOWN OF WEDDNGTON
REvUONs STANDARD DETAU
2'-0' VV�ALLEy TYPE)
L-�7/�pI 1�1 ER WEDOINGTON. N.C.
`ROLLED 1 1 PE) ROADWAY STD. N0.
R 104
BEFORE YOU DIG
STOP
CALL 1-800-632-4949
N.C. ONE -CALL CENTER
PCMAMRyo41
��������
OR-�OF ESS/Oti 1
THE ISAACS f
SEAL GROUP, P.C.
ENGINEERING &
026462
ND SURVEYING-os
N0. C-1069
FtiG I WEy Al
Digitally signed by
Anthony B. Cowan, P.E.
Date: 2021.04.17
10:50:08-04'00'
HEET I OFF 1
838.80
'5EF SHEET 3
HEET I OF 3
838.01
P:\Active Projects\Hopper Communities\weddington Matthews Rd Dev 16157\Engineering\Design Drawings\Current\SHEETS\16157-DE.dwg, 4/17/2021 10:18:06 AM, 1:1

BACK OF WALK
GENERAL NOTES:
1. A GROOVE JOINT 1" DEEP WITH 1/8" RADII SHALL BE REQUIRED FRONT OF WALK (1.6" TO 2.4")
IN THE CONCRETE SIDEWALK AT 5'
a INTERVALS. ONE 1/2EXP. JOINT m� m� m� EXP. JOINT
"
EXPANSION JOINT WILL BE REQUIRED AT 45' INTERVALS NOT TO SIDEWALK---_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4 EXCEED 50' AND MATCHING EXPANSION/CONSTRUCTION JOINT IN W W W W W W BACK OF GUTTER 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4" ADJACENT CURB. A SEALED 1 /2" EXPANSION JOINT WILL BE PLANTING STRIP +�_W W W Y;;;;;;;; A W W W GUTTER LIP O O O O O O O O O O O O O O O O O O O O O O O
REQUIRED WHERE THE SIDEWALK JOINS ANY RIGID STRUCTURE. SLOPE "A" 12:1 O O
• 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2. SIDEWALK AT DRIVEWAY ENTRANCES TO BE 6" THICK. SLOPE "B" 1 /4"/FT O O O O O O O O O O O O O O O O O O O O O O O
(1.6" TO 2.4")
3. WIDTH OF SIDEWALK ON THOROUGHFARE STREETS SHALL BE A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
CONTINUE JOINT AT 2 -3 4'-0" 2'-3 O O
MINIMUM OF 5'. BACK OF GUTTER FLOWLINE O O O O O O O O O O O O O O O O O O O O O O O N
GROOVE JOINT IN SIDEWALK 4. WIDTH OF SIDEWALKS ON NON -THOROUGHFARE STREETS SHALL NOTE: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
BE A MINIMUM OF 5'. TRUNCATED DOMES COLORED 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
PARALLEL PER STD. NO. 10.358
5. SIDEWALK TO BE POURED TO END OF RADIUS AT INTERSECTING PLAN VIEW- O O O O O O O O O O O O O O O O O O O O O O O 00 00 Op Op
STREETS. RAMP WITH PLANTING STRIP 00000000000000000000000
BACK OF WALK
1/8" RADIUS 6. CONCRETE COMPRESSIVE STRENGTH SHALL BE 3600 PSI. IN 28 DAYS. O O O O O O O O O O O O O O O O O O O O O O O
7. ZONING CONDITIONS MAY REQUIRE ADDITIONAL WIDTH SIDEWALKS CONTINUE JOINT AT
BACK OF GUTTER O O O O
WHICH SHALL SUPERSEDE THESE STANDARD DIMENSIONS SHOWN.
FRONT OF WALK
A. •° 1/8" TO 1/4" PLANTING SIDEWALK_ 4'-0" MIN. (VARIES WITH WIDTH OF RAMP)
STRIP -",,-,
TRIP W EXP. JOINT m m m r
EXP. JOINT BACK OF GUTTER TRUNCATED DOME PLAN VIEW
4" W W W W W W W W TRUNCATED DOME SPACING
NOTES:
1 2" EXPANSION JOINT W W r r y r r 1. ALL DETECTABLE WARNING DEVICES USED IN NEW CONSTRUCTION SHALL BE OF A RIDGID PRECAST OR EMBEDDED
/ A . • • • • . • . A * J PRODUCT APPROVED BY THE COUNTY ENGINEER. RETRO FIT MATS WILL ONLY BE ALLOWED ON EXISTING RAMPS
w GUTTER LIP WITH PRIOR APPROVAL OF THE COUNTY ENGINEER FOR MATERIAL TYPE AND INSTALLATION (IE. RESURFACING).
2. WIDTH OF DETECTABLE WARNING AREA SHALL BE A MINIMUM OF 4 FEET AND VARY WITH WIDTH OF RAMP.
JOINT FILLER U 3. LENGTH OF DETECTABLE WARNING AREA SHALL BE 2 FEET REGARDLESS OF SECTION WIDTH.
o FLOWLINE"
1/2" �U) 5. DETECTABLE WARNING DOMESHALL BE4. DErECTABLE WARNING AREA CAN BE UALG ALIGNED ARE S SQUARE GRID ED IN A BIN THEPREDOMINANTDIRECTION OF
TRANSVERSE EXPANSION m N PROPOSED CURB & GUTTER OF TRAVEL TO PERMIT WHEELS TO ROLL BETWEEN DOMES. 0do
2"
2 -3" 4'-0" 2 -3" NOTE: 6. DECTECTABLE WARNING AREA SHALL BE COLORED BLACK IN ALL LOCATIONS.
JOINT IN SIDEWALK DIMENSIONS AT BACK OF GUTTER TRUNCATED DOMES COLORED 7. IF PAVERS ARE TO BE USED, PAVERS SHALL BE 6" THICK AND CAST FROM 5000 psi CONCRETE. 0 y
PROPOSED 4" CONCRETE SIDEWALK
PER STD. NO. ES C 8. MATS ARE TO BE RIGID WITH TURN DOWN EDGES EMBEDDED IN CONCRETE TO ELIMINATE TRIP HAZARD.
DWG
SHEET TITLE
SPECIAL REQUIREMENTS AND NOTES
838.45
NOTES FOR REINFORCED CONCRETE ENDWALL STANDARD DRAWINGS
OTE 1 SEE MCLDS 20.17 FOR SPLASH PAD
838.21 THRU 838.40
838.51
REINFORCED BRICK ENDWALL FOR SINGLE 54 PIPE 90' SKEW
EE MCLDS 20.17 FOR SPLASH PAD
1EE
838.52
REINFORCED BRICK ENDWALL FOR DOUBLE & TRIPLE 54" PIPES 90• SKEW
EE MCLDS 20.17 FOR SPLASH PAD
838.57
REINFORCED BRICK ENDWALL FOR SINGLE 60" PIPE 90' SKEW
EE MCLDS 20.17 FOR SPLASH PAD
838.58
REINFORCED BRICK ENDWALL FOR DOUBLE & TRIPLE 60" PIPES 90' SKEW
MCLDS 20.17 FOR SPLASH PAD
838.63
REINFORCED BRICK ENDWALL FOR SINGLE 66" PIPE 90' SKEW
EE MCLDS 20.17 FOR SPLASH PAD
838.64
REINFORCED BRICK ENDWALL FOR DOUBLE & TRIPLE 66" PIPES 90' SKEW
EE MCLDS 20.17 FOR SPLASH PAD
838.69
REINFORCED BRICK ENDWALL FOR SINGLE 72" PIPE 90• SKEW
EE MCLDS 20.17 FOR SPLASH PAD
838.70
REINFORCED BRICK ENDWALL FOR DOUBLE & TRIPLE 72" PIPES 90, SKEW
EE MCLDS 20.17 FOR SPLASH PAD
838.75
NOTES FOR REINFORCED BRICK ENDWALL STANDARD DRAWINGS 838.51 THRU 838.70
EE MCLDS 20.17 FOR SPLASH PAD
838.80
PRECAST CONCRETE ENDWALLS FOR SINGLE 12" THRU 72" PIPE 90, SKEW
840.00
CONCRETE BASE PAD FOR DRAINAGE STRUCTURES
840.01
BRICK CATCH BASIN 12" THRU 54" PIPE
840.02
CONCRETE CATCH BASIN 12" THRU 54" PIPE
840.03
FRAME GRATES AND HOOD FOR USE ON STANDARD BASIN 12" THRU 54" PIPE
TYPE F AND G GRATES ARE OPTIONAL WITHIN THE TOWN LIMITS
840.04
CONCRETE OPEN THROAT CATCH BASIN 12" THRU 48" PIPE
NOTE 1 - OPENINGS PERMITTED IN 4 SIDES OUTSIDE OF STREET R W
MANHOLE RING AND COVER REQUIRED IN TOP SLAB SEE STD. 840.54
840.05
BRICK OPEN THROAT CATCH BASIN 12" THRU 48" PIPE
OPENINGS PERMITTED IN 4 SIDES OUTSIDE OF STREET R W
MANHOLE RING AND COVER REQUIRED IN TOP SLAB SEE STD. 840.54
840.14
1 CONCRETE DROP INLET 12" THRU 30" PIPE
NOTE 1
840.15
BRICK DROP INLET 12" THRU 30" PIPE
840.16
DROP INLET FRAME AND GRATES FOR USE WITH STANDARD DWGS. 840.14 & 840.15
840.17
CONCRETE GRATED DROP INLET TYPE "A" 12" THRU 72" PIPE
NOTE 1
840.18
CONCRETE GRATED DROP INLET TYPE "B" 12" THRU 36" PIPE
NOTE 1
840.19
CONCRETE GRATED DROP INLET TYPE "D" 12" THRU 36" PIPE
NOTE 1
840.20
FRAMES AND WIDE SLOT FLAT GRATES
NOT FOR USE IN PEDESTRIAN AREAS
840.22
FRAMES AND WIDE SLOT SAG GRATES
NOT FOR USE IN PEDESTRIAN AREAS
840.24
FRAMES AND NARROW SLOT SAG GRATES
840.25
ANCHORAGE FOR FRAMES BRICK OR CONCRETE
840.26
BRICK GRATED DROP INLET TYPE "A" 12" THRU 72" PIPE
840.27
BRICK GRATED DROP INLET TYPE "B" 12" THRU 36" PIPE
840.28
BRICK GRATED DROP INLET TYPE "D" 12" THRU 36" PIPE
840.29
FRAMES AND NARROW SLOT FLAT GRATES
840.30
DRIVEWAY DROP INLET
TRUNCATED DOME SECTION NOTE 1: FOR ALL STRUCTURES - NCDOT REQUIRES CLASS B CONCRETE (2500PSI). THE COUNTY REQUIRES 3600 PSI CONCRETE STRENGTH 0 28 DAYS. 3600 PSI
DETAILS SHOWING EXPANSION JOINTS PLAN VIEW -DIAGONAL RAMP CONCRETE SHALL BE USED IN ALL PROJECTS.
APPROVED DATE: 02/2007 FOR CONCRETE SIDEWALK NOT TO SCALE NOT TO SCALE NOT TO SCALE APPROVED DATE: 02/2007 WITH PLANTING STRIP APPROVED DATE: 02/2007 APPROVED DATE: 02/2007
MECKLENBURG COUNTY MECKLENBURG COUNTY MECKLENBURG COUNTY TRUNCATED DOMES MECKLENBURG COUNTY NCDOT STANDARDS
LAND DEVELOPMENT CONCRETE SIDEWALKS LAND DEVELOPMENT ACCESSIBLE RAMP STANDARD LAND DEVELOPMENT LAND DEVELOPMENT APPROVED FOR USE IN MECKLENBURG COUNTY
STANDARDS STD. No. REV. STANDARDS 2'-O" VALLEY GUTTER STD. No. REV. STANDARDS PLAN AND CROSS-SECTION srD. No. REv. STANDARDS AND TOWNS, INCLUDING ETJ STD. N0. REV.
10.22 10.33A 10.35B 20.00B
NOTE: TOP OF CONCRETE CURB
TRUNCATED DOMES COLORED BACK OF CURB VARIES
PER STD. NO. 10.358 DETECTABLE WARNING 0 TO 6" 1/2" EXPANSION JOINT
BACK OF WALK SEE DETAIL 10.35E
BACK OF WALK
W .
BACK OF GUTTER a• • f2% MAX • .
BACK OF CURB (VARIABLE SLOPE NOT TO EXCEED 12:1) R6 . . . . ,.
EXP. JOINT m • •• •
11
VD VARIES a 12 4"
SIDEWALK m D FLOWLINE % ee 12:1 MATCH 6" TO 5.5' 6"
AX e fACE OF CURB 2' SIDEWALK WIDTH
` DETECTABLE WARNING
A� " SEE CURB
PLANTING STRIP e eOWLINE a "• RADIUS I DETAIL BELOW
e ,a VARIES . WCONCRETE SECTION A -A
CONTINUE JOINT AT 6'-0" 4'-0" TER LIP 2'-3" 4'-0' J.0 2'-3" . . .SIDEWALK
BACK OF CURB J.
NWALK
PLAN VIEW -PARALLEL RAMP SLOPE "A" 12:1 SECTION THROUGH FLOWLINE 9"
PLAN
WITH PLANTING STRIP SLOPE "B" 1/4"/FT-
BACK OF WALK 1/2" EXPANSION JOINT (TYP,)
SLOPE "D" 3/8"/FT EXISTING WALK 1/4" PER FOOT
CONSTRUCTION JOINT (TYP.) 7' 6
FRONT OF WALK ACCESSIBLE RAMP SLOPE NOT TO EXCEED 12:1 1 2- 1DE SLOPE (INCLUDES
DETECTABLE WARNING)
SIDEWALK m EXP. JOINT BACK OF CURB n n FLOW LINE R6"
EXP. JOINT 1 D BI D mI FACE OF CURB e ° e •e CURB DETAIL
PLANTING STRIP- I __ ty �/ y1 e• e 1 • ' :17" VARIES NOTES
FLOWLINE ee% MAX.
W � """"" � 2%"MAX """
• � ... R6" 0-5'
1 1 1. USE THIS DETAIL ONLY UNDER THE FOLLOWING CIRCUMSTANCES:
A -� , , , , , , , rA ` . ` 4'-0" 4'-0" V-5/ 6/ 5-FOOT SIDEWALKS WITH CURB RADII OF 35 FEET OR GREATER
GUTTER LIP
6-FOOT SIDEWALKS WITH CURB RADII BETWEEN 35 FT. AND 30 FT.
8-FOOT SIDEWALKS WITH CURB RADII OF 30 FEET OR LESS
VARIES
TYPICAL RAMP SECTION 0-6" 2. DIRECTIONAL RAMPS MAY BE USED WHEN AN 8-FOOT PLANTING STRIP IS
CONTINUE JOINT AT 6'_0" 6,_0• NOTE: PROVIDED. DO NOT USE THIS DETAIL IF THERE IS HARDSCAPE INSTEAD
BACK OF CURB 4'-0" TRUNCATED DOMES COLORED OF A PLANTING STRIP.
PER STD. NO. 10.35E
DIMENSIONS AT BACK OF CURB 3. ALL CONCRETE SHALL BE AT LEAST 3600 PSI.
DWG
SHEET TITLE
SPECIAL REQUIREMENTS AND NOTES
840.31
CONCRETE JUNCTION BOX WITH OPTIONAL MANHOLE 12" THRU 66" PIPE
NOTE 1 OPTIONAL MANHOLE IS REQUIRED
840.32
BRICK JUNCTION BOX 12" THRU 66" PIPE
OPTIONAL MANHOLE IS REQUIRED
840.34
TRAFFIC BEARING JUNCTION BOX FOR USE WITH PIPES 42" AND UNDER
NOTE 1 OPTIONAL MANHOLE IS REQUIRED
840.35
TRAFFIC BEARING DROP INLET FOR CAST IRON DOUBLE FRAME AND GRATES
NOTE 1 OPTIONAL MANHOLE IS REQUIRED
840.36
TRAFFIC BEARING DROP INLET FOR STEEL 840.37 DOUBLE FRAME AND GRATES
NOT FOR USE IN PEDESTRIAN AREAS
840.37
STEEL GRATE AND FRAME
NOT FOR USE IN PEDESTRIAN AREAS
840.41
SPRING BOX CONCRETE OR BRICK
NOTE 1
840.45
PRECAST DRAINAGE STRUCTURE SOLID AND WAFFLE WALL
WAFFLE WALL IS NOT PERMITTED. OPENINGS SHALL BE PRECAST
840.46
TRAFFIC BEARING PRECAST DRAINAGE STRUCTURE
840.51
BRICK MANHOLE 12" THRU 36" PIPE
840.52
PRECAST MANHOLE 4' 5' AND 6' DIAMETER 12" THRU 42" PIPE
840.53
PRECAST MANHOLE WITH MASONRY BASE 12" THRU 42" PIPE
840.54
MANHOLE FRAME AND COVER
840.66
DRAINAGE STRUCTURE STEPS
840.71
CONCRETE AND BRICK PIPE PLUG
840.72
PIPE COLLAR
850.01
CONCRETE PAVED DITCHES
852.04
METHODS FOR PLACEMENT OF DROP INLETS IN GRASSED MEDIAN USING V-6" CURB AND GUTTER
852.05
MEDIAN CURB FOR CATCH BASIN FOR USE WITH V-6" CURB AND GUTTER
852.06
METHOD OF PLACEMENT OF DROP INLETS IN CONCRETE ISLANDS
876.01
RIP RAP IN CHANNELS
876.03
DRAINAGE DITCHES WITH CLASS "A" RIP RAP
876.04
DRAINAGE DITCHES WITH CLASS "B" RIP RAP
APPROVED DATE: 02/2007 PLAN VIEW -DIAGONAL RAMP WITH PLANTING STRIP PERSPECTIVE NOTE 1: FOR ALL STRUCTURES - NCDOT REQUIRES CLASS B CONCRETE (2500PSI). THE COUNTY REQUIRES 3600 PSI CONCRETE STRENGTH 0 28 DAYS. 3600 PSI
/ NOT TO SCALE APPROVED DATE: 02/2007 NOT TO SCALE NOT TO SCALE CONCRETE SHALL BE USED IN ALL PROJECTS. APPROVED DATE: 02/2007
MECKLENBURG COUNTY ACCESSIBLE RAMP STANDARD WITH MECKLENBURG COUNTY ACCESSIBLE RAMP SECTIONS MECKLENBURG COUNTY MECKLENBURG COUNTY NCDOT STANDARDS
LAND DEVELOPMENT , „ STD. No. REV. LAND DEVELOPMENT STD. No. REV. LAND DEVELOPMENT DIRECTIONAL ACCESSIBLE RAMP SrD. No. REv. LAND DEVELOPMENT APPROVED FOR USE IN MECKLENBURG COUNTY STD. No. REV.
STANDARDS PLANTING STRIP 2 -6 CURB AND GUTTER STANDARDS 2'-0" VALLEY GUTTER STANDARDS STANDARDS AND TOWNS, INCLUDING ETJ
10.31 A 10.33E 10.40 20.000
NOTES:
BACK OF WALK 1. RAMP AND WING SLOPES SHALL NOT BE STEEPER THAN 12:1.
FACE OF CURB 5' WALK
2. GUTTER FLOW LINE AND PLAN PROFILE SHALL BE MAINTAINED THROUGH 4' PLANTING STRIP
FLOWLINE THE RAMP AREA.
3. THE SURFACE OF THE RAMP SHALL BE FLUSH WITH THE FLOWLINE OF THE
CURB AND GUTTER.
CROSSWALK
4. THE RAMP OPENING (AT THE FULLY DEPRESSED CURB) SHALL BE LOCATED 10' MI
WITHIN THE PARALLEL BOUNDARIES OF THE CROSSWALK MARKINGS. THE ROADWAY
• �' e ° • ° 4 e • RAMP CENTERUNE SHALL BE LOCATED AT THE CORNER RADIUS CENTERUNE PLAN SYMBOL
p ' e' • e UNLESS OTHERWISE DIRECTED BY THE ENGINEER. DIAGONAL CURB RAMPS ACC
SHALL HAVE A SEGMENT OF STRAIGHT CURB AT LEAST 24 INCHES LONG EE NOTE
4LOCATED ON EACH SIDE OF THE WING SLOPE AND WITHIN THE CROSSWALK FOR PROPOSED
6'-0" 4'-0' 6'-0" MARKINGS. ACCESSIBLE RAMP
5. THE WING AND RAMP SURFACES SHALL BE 3600 PSI CONCRETE WITH A 6' PLANTING STRIP
ELEVATION SIDEWALK FINISH IN ACCORDANCE WITH CURRENT EDITION NCDOT STANDARD 5' WALK r5'
SPECIFICATIONS FOR ROADS AND STRUCTURES.
6. DRAINAGE STRUCTURES, MAST ARMS, LIGHT POLES AND OTHER OBSTRUCTIONS
SHALL NOT BE PLACED IN LINE WITH RAMPS. LOCATION OF THE RAMP SHALL
TAKE PRECEDENCE OVER LOCATION OF OBSTRUCTIONS EXCEPT WHERE EXISTING
OBSTRUCTIONS ARE BEING UTILIZED IN THE NEW CONSTRUCTION.
7. AT ALL LOCATIONS, NOT LESS THAN 2 FEET OF FULL HEIGHT CURB SHALL BE
PLACED BETWEEN THE RAMPS.
a EXISTING WALK 1/4" PER FOOT 8. SEE STANDARD DRAWING 10.35B FOR DETECTABLE WARNING INSTALLATION.
ACCESSIBLE RAMP SLOPE NOT TO EXCEED 12:1
N T 5' WAL
1/4" PER FOOT N S 4' PLANTING STRIP 2' PLANTING STRIP
.. a
• � 96 EE NOTE 7
.s
C10' WALK
a ,
MIN -
FLOW LINE 1 /
`l \f EE NOTE
4'-0" OR 5'-0" WALK 4'-0" 9" 1'-9" 6
CURB GUTTER 4, 6' PLANTING STRIP
TYPICAL RAMP SECTION 5' WALK 5' WALK
EXISTING OBSTRUCTION TYPICAL LOCATION OF ACCESSIBLE
RAMPS AND PEDESTRIAN CROSSWALKS ON
DWG
SHEET TITLE
SPECIAL REQUIREMENTS AND NOTES
300.01
METHOD OF PIPE INSTALLATION - METHOD A
310.02
PARALLEL PIPE END SECTION -PRECAST CONCRETE FOR 15" TO 24" PIPE
REQUIRED IN RIGHT OF WAY WITHIN THE ETJ
310.03
CROSS PIPE END SECTION -PRECAST CONCRETE FOR 18" TO 30" PIPE
REQUIRED IN RIGHT OF WAY WITHIN THE ETJ
310.10
DRIVEWAY PIPE CONSTRUCTION USING NO SPECIAL END SECTIONS
ONLY AT LOCATIONS APPROVED BY THE COUNTY ENGINEER
815.03
PIPE UNDERDRAIN AND BLIND DRAIN
816.03
GEOCOMPOSITE SHOULDER DRAIN
838.01
CONCRETE ENDWALL FOR SINGLE AND DOUBLE PIPE CULVERTS
NOTE 1
15" THRU 48" PIPE 90' SKEW
838.02
CONCRETE ENDWALL AND SLUICE GATE 15" THRU 36" PIPE-90 SKEW
NOTE 1
838.04
CONCRETE ENDWALL FOR SINGLE AND DOUBLE PIPE CULVERTS
NOTE 1
17"X13" THRU 71"X47" PIPE ARCH 90' SKEW
838.05
CONCRETE "L" ENDWALL FOR SINGLE PIPE CULVERTS 15" THRU 48" PIPE
NOTE 1
838.06
CONCRETE "L" ENDWALL FOR SINGLE PIPE CULVERTS 17"X13" THRU 71"X47"
NOTE 1
PIPE ARCH
838.07
CONCRETE ENDWALL FOR SINGLE AND DOUBLE PIPE CULVERTS
NOTE 1
40"X31" THRU 66"X51" PIPE ARCH 90' SKEW
838.08
CONCRETE "L" ENDWALL FOR SINGLE PIPE CULVERTS 40"X31"
NOTE 1
THRU 66"X51" PIPE ARCH
838.10
CONCRETE ENDWALL FOR OUTFALL 4", 6" OR 8" PIPE
NOTE 1
838.11
BRICK ENDWALL FOR SINGLE AND DOUBLE PIPE CULVERTS
15" THRU 48" 90 SKEW
838.14
BRICK ENDWALL FOR SINGLE AND DOUBLE PIPE CULVERTS 17"X13"
THRU 71"X47" PIPE ARCH 99 SKEW
838.15
BRICK "L" ENDWALL FOR SINGLE PIPE CULVERTS 15" THRU 48" PIPE
838.16
BRICK "L" ENDWALL FOR SINGLE PIPE CULVERTS 17"X13" THRU
71 "X47" PIPE ARCH
838.17
BRICK ENDWALL FOR SINGLE AND DOUBLE PIPE CULVERTS 40"X31"
THRU 66"X51" PIPE ARCH 90' SKEW
838.18
BRICK ENDWALL FOR SINGLE PIPE CULVERTS 40"X31" THRU
66"X51" PIPE ARCH
838.20
BRICK ENDWALL FOR OUTFALL 4", 6" OR 8" PIPE
838.21
REINFORCED CONCRETE ENDWALL FOR SINGLE 54" PIPE 90' SKEW
NOTE 1 SEE MCLDS 20.17 FOR SPLASH PAD
838.22
REINFORCED CONCRETE ENDWALL FOR DOUBLE & TRIPLE 54" PIPES 90' SKEW
NOTE 1 SEE MCLDS 20.17 FOR SPLASH PAD
838.27
REINFORCED CONCRETE ENDWALL FOR SINGLE 60" PIPE 90' SKEW
NOTE 1 SEE MCLDS 20.17 FOR SPLASH PAD
838.28
REINFORCED CONCRETE ENDWALL FOR DOUBLE & TRIPLE 60" PIPES 90' SKEW
NOTE 1 SEE MCLDS 20.17 FOR SPLASH PAD
838.33
REINFORCED CONCRETE ENDWALL FOR SINGLE 66" PIPE 90• SKEW
NOTE 1 SEE MCLDS 20.17 FOR SPLASH PAD
838.34
REINFORCED CONCRETE ENDWALL FOR DOUBLE & TRIPLE 66" PIPES 90 SKEW
NOTE 1 SEE MCLDS 20.17 FOR SPLASH PAD
838.39
REINFORCED CONCRETE ENDWALL FOR SINGLE 72" PIPE 90' SKEW
NOTE 1 SEE MCLDS 20.17 FOR SPLASH PAD
838.40
REINFORCED CONCRETE ENDWALL FOR DOUBLE & TRIPLE 72" PIPES 90' SKEW
NOTE 1 SEE MCLDS 20.17 FOR SPLASH PAD
PLACEMENT FOR OBSTRUCTED CORNER RADIUS OR INTERSECTIONS
SEE NCDOT STANDARD DRAWINGS NOTE 1: FOR ALL STRUCTURES - NCDOT REQUIRES CLASS B CONCRETE (2500PSI). THE COUNTY REQUIRES 3600 PSI CONCRETE STRENGTH 0 28 DAYS. 3600 PSI
APPROVED DATE: 02/2007 NOT TO SCALE APPROVED DATE: 02/2007 CORNER RADIUS LESS THAN TEN FEET NOT TO SCALE CONCRETE SHALL BE USED IN ALL PROJECTS. APPROVED DATE: 02/2007
MECKLENBURG COUNTY ACCESSIBLE RAMP SECTIONS WITH MECKLENBURG COUNTY STANDARD PLACEMENT OF ACCESSIBLE MECKLENBURG COUNTY NCDOT STANDARDS
LAND DEVELOPMENT srLAND DEVELOPMENT RAMPS AND GENERAL NOTES D. No. REv. LAND DEVELOPMENT APPROVED FOR USE IN MECKLENBURG COUNTY
STANDARDS PLANTING STRIP 2-6" CURB AND GUTTER10. 31 E REV. 10.35A
STD. No. REV.
STANDARDS STANDARDS AND TOWNS, INCLUDING ETJ 120.00AI
BEFORE YOU DIG
STOP
CALL 1-800-632-4949
N.C. ONE -CALL CENTER
THE ISAACS f
+ GROUP,
ENGINEERING &
ND SURVEYING
fl/- N0. C-1069
SEAL
026462
NGINE
Digitally signed by
Anthony Brent
�75 C _Cowan
Date: 2017.09.20
14:19:53-04'00'
P:AActive Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineeri gVDesign Drawings\Current\SHEETSV16157-DE.dwg,C9.2, 9/19/2017 5:29:09 PM, rrovittos, I:I

NOTES:
1. CLASS OR MEDIAN SIZE OF RIPRAP AND LENGTH, WIDTH AND DEPTH OF APRON TO BE
DESIGNED BY THE ENGINEER.
2. REFER TO THE CHARLOTTE MECKLENBURG STORM WATER DESIGN MANUAL FOR RIPRAP
APRON DESIGN STANDARDS.
3. RIPRAP SHOULD EXTEND UP BOTH SIDES OF THE APRON AND AROUND THE END OF THE
PIPE OR CULVERT AT THE DISCHARGE OUTLET AT A MAXIMUM SLOPE OF 2:1 AND A
HEIGHT NOT LESS THAN TWO THIRDS THE PIPE DIAMETER OR CULVERT HEIGHT.
4. THERE SHALL BE NO OVERFLOW FROM THE END OF THE APRON TO THE SURFACE OF THE
RECEIVING CHANNEL. THE AREA TO BE PAVED OR RIPRAPPED SHALL BE UNDERCUT SO
THAT THE INVERT OF THE APRON SHALL BE AT THE SAME GRADE (FLUSH) WITH THE
SURFACE OF THE RECEIVING CHANNEL. THE APRON SHALL HAVE A CUTOFF OR TOE WALL
AT THE DOWNSTREAM END.
5. THE WIDTH OF THE END OF THE APRON SHALL BE EQUAL TO THE BOTTOM WIDTH OF THE
RECEIVING CHANNEL. MAXIMUM TAPER TO RECEIVING CHANNEL 5:1.
6. ALL SUBGRADE FOR STRUCTURE TO BE COMPACTED TO 95% OR GREATER.
7. THE PLACING OF FILL, EITHER LOOSE OR COMPACTED IN THE RECEIVING CHANNEL SHALL
NOT BE ALLOWED.
8. NO BENDS OR CURVES IN THE HORIZONTAL ALIGNMENT OF THE APRON WILL BE PERMITTED.
9. FILTER FABRIC SHALL BE INSTALLED ON COMPACTED SUBGRADE PRIOR TO PLACEMENT OF
RIP RAP.
10. ANY DISTURBED AREA FROM END OF APRON TO RECIEVING CHANNEL MUST BE STABILIZED.
USE USDA NOMOGRAPH FROM NC SEDIMENT AND EROSION CONTROL MANUAL OR CHARLOTTE
MECKLENBURG STORM WATER DESIGN MANUAL FOR DESIGN DATA.
RIP RAP SUMMARY CHART
OUTLET La W1 W2 T* H
i
' 9
NATURAL GRADE
RIP RAP
A
�I I� •
(THICKNESS)
NOTE; LAYER OF FILTER FABRIC
• d50 (see fig 8.06 aft SEDIMENT SEDIMENT AND EROSION CONTROL MANUAL" MINIMUM H=2/3 PIPE DWAEIER
dmax = 1.5 x d50 APPROVED DATE: 02/2007 SECTION B-B
T = 1.5 X dmax.
MECKLENBURG COUNT
LAND DEVELOPMENT Y(S RIP RAP APRON AT PIPE OUTFACES
OTHER THAN AT SWIM STD. N0.
STANDARDS 20.23
NOTES:
1. A MINIMUM OF 24" FROM OUTSIDE DIAMETER OF PIPE TO SIDE
OF TRENCH MUST BE ALLOWED FOR COMPACTION OF FILL
MATERIAL. BACKFILLING OF TRENCHES SHALL BE ACCOMPLISHED
IMMEDIATELY AFTER THE PIPE IS LAID. THE FILL AROUND THE
PIPE SHALL BE PLACED IN LAYERS NOT TO EXCEED 6
UNDER NO CIRCUMSTANCES SHALL WATER BE PERMITTED
TO RISE IN UNBACKFILLED TRENCHES AFTER THE PIPE HAS BEEN
PLACED. COMPACTION REQUIREMENTS SHALL BE ATTAINED BY
THE USE OF MECHANICAL TAMPS ONLY. EACH AND EVERY LAYER
OF BACKFILL SHALL BE PLACED LOOSE AND THOROUGHLY COMPACTED
INTO PLACE.
2, ALL BACKFILL MATERIAL SHALL HAVE AN IN PLACE COMPACTED DENSITY OF 95%.
3. STANDARD PROCTOR. THE FINAL 2' BELOW FINISHED GRADE SHALL BE 100%.
4. ALL TRENCHING OPERATIONS SHALL MEET OSHA STANDARDS.
5. BACKFILL MATERIAL BENEATH ROADWAY SHALL BE SELECT BACKFILL MATERIAL.
APPROVED DATE: 02/2007
MECKLENBURG COUNTY
LAND DEVELOPMENT
STANDARDS
NOT TO SCAL
250" (THICKNESS)
2.375" 2"
(g") .091" (THICKNESS) � O
O
25"
6"
ALL SIGNS SHALL BE REFLECTIVE AND MEET THE
FHWA STANDARDS OF REFLECTIVITY. SEE MUTCD
MANUAL, LATEST RELEASE, FOR SPECIFICATIONS.
APPROVED DATE: 02/2007
MECKLENBURG COUNTY
LAND DEVELOPMENT
STANDARDS
PIPE SHALL BE PLACED
ON SUITABLE MATERIAL
N OT TO
TRENCH DETAIL
FOR STORM DRAIN 120.251
E NOTES:
1. BLADES SHALL BE EXTRUDED ALUMINUM 6063T5
g- OR 6063T6 ALLOY .080" THICK. POST SHALL BE
10'-0" IN LENGTH, TUBULAR 2.375 O.D. GLOSS
GALVANIZED STEEL CONTINUOUS MILL DIPPED, WITH
0 2_1 NO RAW ENDS; OR 40, 1540 WALL ALUMINUM
(SEE DETAIL B).
PVT>3'2. CAP TO BE ALUMINUM #380 ALLOY OR EQUAL
SLOTTED FOR .25" EXTRUDED BLADE; 2.375" I.D.
0 o 1 BASE, DIE CAST AND POLISHED. CAP SHALL BE
TAPPED TO RECEIVE AND INCLUDE 3 STAINLESS
STEEL SET SCREWS FOR POST MOUNTING AND 2
STAINLESS STEEL SET SCREWS FOR BLADE MOUNTING.
SET SCREWS TO HAVE ALLEN HEADS (SEE DETAIL C).
3. BLADE SPACER BRACKET SHALL MEET SAME
SPECIFICATIONS AS THE CAP WITH 2 SCREWS TO
O
a°
EACH BLADE MOUNTING (SEE DETAIL
4. THE FACE OF ALL BLADES SHALL MEETCOVERED
WITH ENGINEERING GRADE SHEETING WITH #2290
WHITE DIE CUT LETTERS WITH REVERSED SCREENED
m 0 1.0625"
#708 TRANSPARENT GREEN. THE PRIMARY
2 5"
LETTERS SHALL BE 6" HIGH UPPER CASE, FHWA
SERIES B AND PREFIX/SUFFIX LETTERS SHALL BE
m
3" HIGH, UPPER CASE, FHWA SERIES C. BLOCK
NUMBERS SHALL BE PLACED IN THE LOWER RIGHT
O
5
Ro PVT
000 6
6"
O 7
20 (T)T 3" TYP.
3" TYP.
STREET NAME
CORNER AND SHALL BE 3" HIGH, FHWA SERIES C.
ALL MATERIALS TO BE VACUUM AND HEAT
APPLIED TO A PREPARED ALLUMINUM BLADE,
WHICH HAS BEEN CLEANED AND ALL FOREIGN
MATERIAL REMOVED (SEE DETAIL E).
LETTERS, NUMBERS AND SPACING SHALL
CONFORM TO THE STANDARD ALPHABETS FOR
HIGHWAY SIGNS, 1966 EDITION, REPRINT MAY,
1972, AND THE LATEST EDITION OF THE MANUAL
ON UNIFORM TRAFFIC CONTROL DEVICES.
ALL STREET NAME SIGNS ARE SUBJECT TO
APPROVAL BY THE COUNTY ENGINEER. BLOCK
NUMBERS SHALL BE PROVIDED ON SIGNS AND
CORRESPOND TO OFFICIALLY APPROVED
ADDRESSES.
IF THE STREET IS INTENDED TO BE PRIVATE, A
SUPPLEMENTAL PLATE IS REQUIRED. THE
SUPPLEMENTAL PLATE MAY BE EITHER ATTACHED
TO THE SIGN OR AN EXTENDED BLADE WITH
BLACK ON YELLOW SHEETING MAY BE USED. THE
SIGN SHALL HAVE BLACK LETTERS THAT SHOW
PVT TO STAND FOR PRIVATE. THE LETTERS
SHALL BE AT LEAST 3" HIGH, UPPER CASE, FHWA
SERIES C, ON ON A BACKGROUND OF YELLOW
ENGINEERING GRADE SHEETING. (SEE DETAIL F).
SIGN STD. N0. R
50.05A
ALTERMOTI- WAI I
CON[
H
PLAN
1­1
H
H:V SLOPE :_
0
a
00
SECTION 1 -6
SEE STD. 20.23 AND 20.24
I
I°
-44" I
p. ITI_ E IT!.,r =r
TABLE OF DIMENSIONS
D
T
A
B
C
E
L
H:V
WT.
12"
2-1/4"
4"
2'-0"
4'-l"
2'-0"
W-l"
3:1
730
15"
2-1/4"
6"
2'-3"
3'-10"
2'-0-
V-1"
3:1
730
18"
2-1/2"
9"
2'-3"
3'-10"
3'-0-
6'-1"
3:1
1190
24"
3"
10"
3'-8"
2'-6"
4'-0"
6'-2"
3:1
1770
30"
3-1/2"
1'-0-
4'-6"
V-8"
5'-0"
6'-2"
3:1
2380
36"
4"
V-3"
5'-3"
2'-11"
6'-0"
8'-2"
3:1
5320
42"
4-1/2"
V-9"
5'-3"
2'-11"
6'-6"
8'-2"
3:1
5920
48"
5"
2'-0"
6'-0"
2'-2"
7'-0"
8'-2"
3:1
7470
54"
5-1/2"
2'-3"
5'-6"
2'-10"
7'-6"
8'-4"
3:1
8810
60"
6"
2'-6"
5'-0"
3'-3"
8'-0"
8'-3"
3:1
11180
66"
6-1/2"
3'-0-
6'-0-
2'-3"
8'-6"
8'-3"
3:1
12530
72"
7"
3'-0"
6'-6"
V-9"
9'-0"
8'-3"
3:1
13980
GENERAL NOTES:
1. SEE FORMER NCDOT STANDARD 310.01 FOR DETAILS.
2. REINFORCEMENT SHALL CONFORM TO THE REQUIREMENTS
OF REINFORCED CONCRETE PIPE OF LIKE DIAMENTER PER
AASHTO M170, TABLE 2, WALL B.
3• ALL CONCRETE TO BE 4000 P.S.I COMPRESSIVE STRENGTH.
4. PROVIDE TONGUE OR SPIGOT JOINT AT INLET END SECTION.
5. PROVIDE GROOVE OR BELL JOINT AT OUTLET END SECTION.
6. THE DIMENSIONS FOR END SECTIONS SHALL SUBSTANTIALLY AGREE
WITH THE TABLE. MINOR VARIATIONS WILL BE PERMITTED BASED
ON THE MANUFACTURER'S STANDARD FORMS AND TEMPLATES.
7. NOT TO BE USED IN NCDOT MAINTAINED RIGHT OF WAY.
END VIEW APPROVED DATE: 02/2007
MECKLENBURG COUNTY LAND DEVELOPMENT FLARED END SECTION
STANDARDS 12" THRU 72" PIPE
MIN, 6" FRFFBOARD
-III -I -DESIGN STORM WSEL
3
_=III
I I I I Ilf-I11-III
I I I I
REQUIRED HEAD (H) I
I I I 1 I I
I
� I
I
I I
I I
I I
I
I I
I I
I I
I
APPROVED DATE: 02/2007 NOT T SCALE
MECKLENBURG COUNTY
LAND DEVELOPMENT
STANDARDS
10
.091" (THICKNESS) n 2-
LU
O
-3" rm.
3" TYP'
TOP OF BERM CONTOUR
SHOW AND LABEL ON PLAN
NOT TO S
20.23A
YARD INLET SUMMARY CHART
YARD INLET AREA (AC.) CFS HEAD H (FT.) COMMENT
GRADING AT DROP INLET
NOTES:
NOTES:
1. A MINIMUM OF 6" FROM OUTSIDE DIAMETER OF PIPE TO SIDE
OF TRENCH MUST BE ALLOWED FOR WASHED STONE. THE
METHOD OF COMPACTING BACKFILL MATERIAL IS SUBJECT TO
APPROVAL BY THE COUNTY ENGINEER. AN APPROVED FILTER
FABRIC SHALL BE PLACED AROUND STONE AND OVERLAPPED 8"
AT TOP WITHIN STREET RIGHT OF WAY. PIPE SIZE TO BE SHOWN
ON PLAN (MINIMUM 6" PIPE). PIPE TO BE SCHEDULE 20 OR 40
PERFORATED PVC.
2. OUTLET PIPE FROM SUBDRAIN SHALL BE NON -PERFORATED
UNDER PAVEMENT (INCLUDING SIDEWALKS AND DRIVEWAYS).
3. THE OUTLET PIPES SHALL BE SCHEDULE 80 UNDER ROADWAYS.
4. SEE SITE PLAN FOR SLOPE OF SUBDRAIN AND TIE IN TO
STORM DRAINAGE.
5. FILTER FABRIC SHALL BE AN APPROVED, TYPE 2 WATER
PERMEABLE, SYNTHETIC FABRIC.
6. CLEAN OUTS ARE RECOMMENDED AT ALL PIPE INTERSECTIONS
AND AT A 100' MAXIMUM SEPARATION.
7. SUBDRAIN INVERTS AT CATCH BASINS SHOULD BE INSTALLED
ABOVE THE BOTTOM TO AVOID SURCHARGE OF SUBDRAIN SYSTEM.
8. SUBDRAINS WILL TIE INTO A STANDARD DRAINAGE STRUCTURE OR
DAYLIGHT TO THE SURFACE WHERE APPROPRIATE.
APPROVED DATE: 02/2007
MECKLENBURG COUNTY
LAND DEVELOPMENT
STANDARDS
SPECIAL NOTE:
PREFABRICATED DRAINAGE MAY BE USED WITH
APPROVAL OF COUNTY ENGINEER.
SUBDRAIN DETAIL
)NE
NOT TO S
20.28
STD. &
SPEC. #
TITLE
SPECIAL REQUIREMENTS & NOTES
6.17
ROLLED EROSION CONTROL PRODUCTS
-
6.51
HARDWARE CLOTH & GRAVEL INLET PROTECTION
-
6.60
TEMPORARY SEDIMENT TRAP
WEIR TOP WIDTH 10' MIN., BOTTOM 7' MIN.
6.61
SEDIMENT BASIN
FLASH BOARD RISER NOT PERMITTED
1ST BAFFLE: RIP RAP & WASHED STONE BERM
2ND BAFFLE: STANDARD BAFFLE
6.64
SKIMMER SEDIMENT BASIN
3RD BAFFLE: HARDWARE CLOTH SURROUNDING
THE SKIMMER
THE STANDARDS & SPECIFICATIONS SHOWN ARE FROM THE "NORTH CAROLINA EROSION AND SEDIMENT
CONTROL PLANNING AND DESIGN MANUAL" (NCESCPDM) PREPARED BY NC DEPT. OF ENVIRONMENT AND
NATURAL RESOURCES (NCDENR).
MECKLENBURG COUNTY
LAND DEVELOPMENT
STD. No. REV. 20.351 STANDARDS
INSTALLATION OF STREET NAME SIGN
1 POST SHALL BE 10'-0" IN LENGTH, TUBULAR 2.375" O.D.
GLOSS GALVANIZED STEEL CONTINUOUS MILL DIPPED, WITH
Nq�O�� RAW ENDS; OR 40, 1540 WALL ALUMINUM (SEE DETAIL
2 ME FACE OF ALL BLADES SHALL BE COVERED WITH
ENGINEERING GRADE SHEETING WITH #2290 WHITE DIE CUT
LETTERS WITH REVERSED SCREENED #708 TRANSPARENT
GREEN, THE PRIMARY LETTERS SHALL BE 6" HIGH, UPPER
CASE, FHWA SERIES B AND PREFIX/SUFFIX LETTERS SHALL BE
3" HIGH, UPPER CASE, FHWA SERIES C. BLOCK NUMBERS
SHALL BE PLACED IN THE LOWER RIGHT CORNER AND SHALL
BE 3" HIGH, FHWA SERIES C. ALL MATERIALS TO VACUUM AND
HEAT APPLIED TO A PREPARED ALUMNIUM BLADE, WHICH HAS
BEEN CLEANED AND ALL FOREIGN MATERIAL REMOVED (SEE
DETAIL E).
3' LETTERS AND NUMERALS AND SPACING SHALL CONFORM
TO THE STANDARD ALPHABETS FOR HIGHWAY SIGNS,
1966 EDITION, REPRINT MAY, 1972 BY THE U.S.
DEPARTMENT OF TRANSPORTATION AND THE LATEST
EDITION AND REVISION OF THE MUTCD.
4. ALL STREET NAME SIGNS ARE SUBJECT TO APPROVAL
BY THE COUNTY ENGINEER. BLOCK NUMBERS MUST BE
PROVIDED ON SIGNS AND CORRESPOND TO OFFICIALLY
APPROVED ADDRESSES.
5. IF THE STREET IS INTENDED TO BE PRIVATE, A
SUPPLEMENTAL PLATE IS REQUIRED. THE
SUPPLEMENTAL PLATE MAY BE EITHER ATTACHED TO
THE SIGN OR AN EXTENDED BLADE WITH BLACK ON
YELLOW SHEETING MAY BE USED. THE SIGN SHALL
HAVE BLACK LETTERS THAT SHOW PVT TO STAND
FOR PRIVATE. THE LETTERS SHALL BE AT LEAST 3"
HIGH, UPPER CASE, FHWA SERIES C, ON A YELLOW
BACKGROUND (SEE DETAIL F).
E DESCRIPTION
S Note 1
APPROVED DATE: 02/2007 NOT TO SCALE
MECKLENBURG COUNTY MECKLENBURG COUNTY
LAND DEVELOPMENT STREET NAME SIGN (OPTIONAL) STD. NO. REV. LAND DEVELOPMENT
STANDARDS 150.
05E k STANDARDS
SPECIAL
EROSION CONTROL STD. NO.
REQUIREMENTS & NOTES 130.00
INTERSECTION with
SIDEWALK, CURB, and GUTTER INTERSECTION with CURB and GUTTER
3'
STREET STREET NAME MARKER
NAME MARKE STANDARD R/W
R/W AND
+ GUTTER R/W 8'-0" STANDARD
CURB & GUTTER
R/W STOP SIGN
VALLEY GUTTER
MINOR
VALLEY 0
GUTTER o MINOR I
STOP SIGN I eD
M ro
ACCESSIBLE
RAMPS
R/W + R/W R/WSTRE
+
N MEET STOP SIGN a 8'-0"
Of MARKER �
SIDEWALK 9 R/W
a 3' STREET NAME MARKER
INTERSECTION with
DITCHES, and NO CURB and GUTTER
STREET NAME NOTES
MARKER
1. TWO STREET NAME MARKERS ARE REQUIRED IF THE
R/W S" i R/W MAJOR STREET HAS 3 OR MORE LANES.
2. ANY VARIANCE FROM THIS STANDARD MUST BE
APPROVED BY THE TOWN AND/OR COUNTY.
MINOR
ITCH STREET NAME MARKER
TOP SIGN
1. ALL CONCRETE TO BE 3600 P.S.I. COMPRESSIVE STRENGTH.
R/W R/W 2. TYPE OF PIPE TO BE USED IS 1-5/8" MAX. O.D. BLACK IRON, LOW CARBON PIPE OR GALVANIZED.
APPROVED DATE: 02/2007 3. ALL JOINTS TO HAVE A 1/2" FILLET WELD AT ALL JOINTS.
4. AFTER INSTALLATION PAINT ASSMBLY WITH BLACK ALL WEATHER ENAMEL.
s APPROVED DATE: 02/2007 5. SEE DETAIL 50.04B FOR WARRANTS
NOT TO SCALE
STREET NAME SIGN INSTALLATION MECKLENBURG COUNTY
STD. NO. I REV.- LAND DEVELOPMENT TYPICAL HANDRAIL
LOCATIONS 150.061 A_ STANDARDS
LENGTH AS NECESSARY
TO GO THRU DIKE
4' MIN. � PIPE
1.5' MIN.
FLEXIBLE PIPE
TIE DOWN 10' MAX. SPACING
TIE DOWN AT END
4' (MIN) -
• AT LESS THAN 1% SLOPE
DIAMETER (D)
PROFILE
EXTEND TO EDGE OF
CONSTRUCTION
1. THE TOP OF THE EARTH DIKE OVER THE INLET PIPE AND THOSE
DIKES CARRYING WATER TO THE PIPE SHALL BE AT LEAST 1.5 FEET
HIGHER AT ALL POINTS THAN THE TOP OF THE INLET PIPE.
2. THE PIPE SHALL BE FLEXIBLE WITH WATER TIGHT CONNECTING
BANDS. FLEXIBLE PIPE SHOULD BE STAKED ON EITHER SIDE.
3. A RIP RAP APRON SHALL BE PROVIDED AT THE OUTLET, IF
EMPTYING INTO A DISTURBED AREA.
SEDIMENT PIT NOT
RIP RAP & WASHED STONE REQUIRED IF BASIN IS
FILTER BERM LOCATED DOWNSTREAM OF
(MCLDS 30.12) PIPE OUTLET. (VOLUME PER
MCLDS 30.12)
PIT
_T�II�I II -II -II-
I=11-
II-I'=11=
-TI-II-II--11-
-II=11 1
II=11=
-II=11=1
-TI=11=1
-TI-II-I
i*=- Lit-.-+:�°__-
iI-II-
-I-II-
SPECIFICATIONS:
4. THE SOIL AROUND AND UNDER THE INLET PIPE AND ENTRANCE
SECTION SHALL BE HAND TAMPED IN 4" LIFTS TO THE TOP OF
THE EARTH DIKE.
5. FOLLOW-UP INSPECTION AND ANY NEEDED MAINTENANCE SHALL
BE PERFORMED AFTER EACH STORM BY THE FINANCIALLY RESPONSIBLE
PARTY OR HIS AGENT.
6. OUTLET PIPE SHOULD BE TAKEN OVER OR THROUGH ANY SILT FENCE,
TAKING CARE NOT TO VOID THE EFFECTIVENESS OF THE SILT FENCE.
APPROVED DATE: 02/2007
NOT TO SCALE
MECKLENBURG COUNTY
LAND DEVELOPMENT FLEXIBLE PIPE SLOPE DRAIN C STD. NO. I REV.
STANDARDS 130.041,
APPROVED DATE: 02/2007
MECKLENBURG COUNTY IS
LAND DEVELOPMENT
STANDARDS
A
NOTE:
1. DITCH SHOULD HAVE LONGITUDINAL SLOPE OF 1%.
2. SILT FENCE MAY BE REQUIRED BEHIND BERM
TEMPORARY SILT DITCH
B
BEFORE YOU DIG ���
_? THE ISAACS
STO P = GROUP, P.C.
n ENGINEERING &
CALL 1-800-632-4949 NS -106 N(
NO. C069�
N.C. ONE -CALL CENTER f�.
NOT TO SCALE
30.05
NOT TO SCALE
50.04A
rr Digitally signed by
aztct4l{� Anthony Brent Cowan
Date: 2017.09.20
14:18:34-04'00'
P:AActive Projects\llopper Communities\Weddington Matthews Rd Dev 16157AEngineeringVDesign Drawings\Current\SHEETSV16157-DE.dwg, C9.3, 9/19/2017 5:29:1 I PM, rroviltos, L I

ER SEDIMENTBASIN
ESIGN CRITERIA
NAGE
F
EA
< 10 AC.
ES)
MIN.
LENGTH TO
2:1
WIDTH RATIO
MAX.
LENGTH TO
6:1
WIDTH RATIO
MIN.
1800
VOLUME
(CU. Fr.
REQUIRED
PER AC.
DISTURBED)
325
SURFACE
(SQ. FT,
AREA
PER CFS
REQUIRED
Q10)
P. a,(F 0 GENERAL NOTES:
PLAN VIEW
P 1. USE MINIMUM 12 INCH DIAMETER FIBER WATTLE.
1 2. USE 2 FT. WOODEN STAKES WITH A 2 IN. X 2 IN. NOMINAL CROSS SECTION
/ SEE INSET A 3. ONLY INSTALL WATTLE(S) TO A HEIGHT IN DITCH SO FLOW WILL NOT WASH AROUND
6' MAX. WATTLE AND SCOUR DITCH SLOPES AND AS DIRECTED.
STEEL POST STEEL POST � \ / 4. INSTALL A MINIMUM OF 2 UPSLOPE STAKES AND 4 DOWNSLOPE STAKES AT AN ANGLE
EMBANKMENT \�/y C fQ�� �� TO WEDGE WATTLE TO BOTTOM OF DITCH.
GENERAL NOTES: 5. PROVIDE STAPLES MADE OF 0.125 IN. DIAMETER STEEL WIRE FORMED INTO A U SHAPE
WASHED ST / vp
EXCELSIOR WATTLE EDGE NOT LESS THAN 12" IN LENGTH.
INFLOW i_ FILTER FABRICy ° ENE PAVEMENT 6. INSTALL STAPLES APPROXIMATELY EVERY 1 LINEAR FOOT ON BOTH SIDES OF WATTLE
STRUCTURE ��+c+ 1. SEDIMENT SHALL BE REMOVED AND TRAP ee,egeg ge eg8gevegee ° DITCH AND AT EACH END TO SECURE IT TO THE SOIL.
WOVEN FILTER FABRIC RESTORED TO ITS ORIGINAL DIMENSIONS
10' oo°" °eoe ee °° / SLOPE 7. INSTALL MATTING IN ACCORDANCE WITH SECTION 1631 OF THE NCDOT STANDARD
MIN. a FLOW WHEN THE SEDIMENT HAS ACCUMULATED TO n� ee p`�B RIPRgp° 1 SPECIFICATIONS.
NOTES: svopE A °° 0� STORAGE --A M,TTNc SLOPE 8. PRIOR TO POLYACRYLAMIDE PAM APPLICATION, OBTAIN A SOIL SAMPLE FROM PROJECT
F1U• 1/2 THE DESIGN DEPTH OF THE TRAP. o AREA (PAM)
LOCATION, AND FROM OFFSITE MATERIAL, AND ANALYZE FOR APPROPRIATE PAM
1. REFER TO o 2. REMOVED SEDIMENT SHALL BE DEPOSITED IN FLOCCULANT TO BE APPLIED TO EACH WATTLE.
NCESCPDM - o 0 9. INITIALLY APPLY 2 OUNCES OF ANIONIC OR NEUTRALLY CHARGED PAM OVER WATTLE
A SUITABLE AREA AND IN SUCH A MANNER o o ISOMETRIC VIEW WHERE WATER WILL FLOW AND 1 OUNCE ON MATTING ON EACH SIDE OF WATTLE.
SKIMMER SECTION #6.64 a ANCHOR SKIRT; THAT IT WILL NOT ERODE. o 0
AVERAGE EA
DEWATERING FOR ADDITIONAL I I I r II 4" EXCAVATE TRENCH o o REAPPLY PAM AFTER EVERY RAINFALL EVENT THAT IS EQUAL TO OR EXCEEDS 0.50 IN.
WIDTH W = DEVICE DESIGN AND COMPACT o 0
L BACKFILL 3. THE STRUCTURE SHALL BE INSPECTED BY STORAGE °
EMERGENCY SPECIFICATIONS THE FINANCIALLY RESPONSIBLE PARTY OR AREA ° \ ?. 2' UP LOPE
• AREA OF BASIN WATER L-t0 SPILLWAY REGARDINGSKIMMER SEDIMENT HIS AGENT AFTER EACH STORM EVENT AND CATCH (Mgk7 NATURAL GROUND PAM (2 pr�lul (' OZ.)
SURFACE AT TOP OF PRINCIPAL REPAIRS MADE AS NECESSARY.
BASIN
v ° eooee °000°e°
SPILLWAY MIN. BASINS. GENERAL NOTES: eege,
_ _
2. REFER TO STD. 1. FILTER FABRIC FENCE SHALL BE A MINIMUM OF 32" IN WIDTH AND SHALL HAVE A 4. CONSTRUCTION OPERATIONS SHALL BE III
-
CROSS-SECTION VIEW #30.19 FOR MINIMUM OF 6 LINE WIRES WITH 12" STAY SPACING. CARRIED OUT IN SUCH A MANNER THAT FvfBoa o
BAFFLES BAFFLE SPACING EROSION AND WATER POLLUTION ARE
AND INSTALLATION. 2. WOVEN FILTER FABRIC BE USED WHERE SILT FENCE IS TO REMAIN FOR A PERIOD OF MINIMIZED. \
W=5' MIN. MORE THAN 30 DAYS. MAINTENANCE NOTES: sMKEs sMPus
1' FREEBOARD 1 � MATTING -+
EMBANKMENT J 1 ! _ pAM (, oz>
6" MIN. INVERT ELEVATION 5. THE SEDIMENT TRAP SHALL BE REMOVED J \�!y STAKE DOWNSLOPET A NSET B raEr c
INFLOW 3. STEEL POSTS SHALL BE 5'-0" IN HEIGHT AND BE OF THE SELF -FASTENER ANGLE STEEL 1. FILTER BARRIERS SHALL BE INSPECTED BY THE FINANCIALLY RESPONSIBLE PARTY / \ CROSS SECTION
OF EMERGENCY SPILLWAY TYPE. OR HIS AGENT IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING AND THE AREA STABILIZED WHEN THE
STRUCTURE BAFFLES T=1.5' MIN. PROLONGED RAINFALL. ANY REPAIRS NEEDED SHALL BE MADE IMMEDIATELY. DRAINAGE BASIN HAS BEEN PROPERLY PLAN VIEW VEE DITCH
Z=5' MAX. 4. TURN SILT FENCE UP SLOPE AT ENDS. STABILIZED. / 1
2. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE END SEE INSET C 2' UPSLOPE
5. ORANGE SAFETY FENCE IS REQUIRED AT BACK OF SILT FENCE WHEN GRADING IS OF THE EXPECTED USABLE LIFE AND THE BARRIER STILL IS NECESSARY, THE 12" #5 WASHED 1.5' STAKE NATURAL GROUND
DEWATERING ADJACENT TO SWIM BUFFERS, STREAMS OR WETLANDS (REFER TO SWIM BUFFER FABRIC SHALL BE REPLACED PROMPTLY. 6. ON LARGER DRAINAGE AREAS RIP RAP MAY STONE WSLOPE STAKE �E
ZONE TH=2' MIN. GUIDELINES). THE COLOR ORANGE IS RESERVED FOR VISUAL IDENTIFICATION OF BE REQUIRED UNDER THE WASHED STONE. z ROUIPASRAP ¢a STAKE PAM (1 07)
EMERGENCY ENVIRONMENTALLY SENSITIVE AREAS. 3. SEDIMENT DEPOSITS SHOULD BE REMOVED WHEN DEPOSITS REACH APPROX. HALF _ _ _ xT I
FILTER FABRIC SPILLWAY THE HEIGHT OF THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN PLACE 7AFTER THE SILT FENCE IS REMOVED SHALL BE DRESSED TO CONFORM TO THE . MUST BE LOCATED AT LEAST 30' AWAY �OIy eo FLON
cn OrQ o* 1 n
I -III III III III I11
6. DRAINAGE AREA CAN NOT BE GREATER THAN 1/4 ACRE PER 100 FT OF FENCE. FROM VEHICULAR TRAFFIC, >
SEDIMENT EXISTING GRADE, PREPARED AND SEEDED. 12" MIN.
MOUND RIP -RAP ANTI -SEEP STORAGE ZONE 7. SLOPE LENGTHS CAN NOT EXCEED CRITERIA SHOWN IN TABLE 6.62A NORTH CAROLINA CATCH
AS PEDESTAL V. COLLAR NOT TO SCALE EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL. BASIN
DATA BLOCK APPROVED EQUIV.) 2' DOWN
SLOPE PAM (, oz.)
DRAINAGE DENUDED BASIN VOLUME BASIN SURFACE AREA CLEANOUT 8. DO NOT INSTALL SEDIMENT FENCE ACROSS STREAMS, DITCHES, WATERWAYS OR OTHER V-4' MATTING STAKE SEE INSET
H L T W Z SKIMMER SKIMMER AREAS OF CONCENTRATED FLOW. CROSS SECTION 2' M 6 IN.
BASIN No. AREA AREA Q.. REQUIRED I PROVIDED REQUIRED PROVIDED DEPTH H/2 (FEET) (FEET) (FEET) (FEET) (FEET) PIPE ORIFICE SECTION A -A TRAPEZOIDAL DITCH
(ACRES) (ACRES) (C.F.) (C.F.) (S.F.) (S.F.) (FT.) DIAMETER DIAMETER
2 5.17 2.29 17.32 CFS 4.12 7,204 5,629 5,658 1.00 2.0 20 1.50 5 3.5 2" 1.5" APPROVED DATE: 02 2007 APPROVED DATE: 07 2010
3 7.34 3.84 24.57 CF 6 915 15 sa9 7 sa4 101s7 1.7s 2.s 2s 1.so s 4.0 2" 1.s" NOT TO SCALE / NOT TO SCALE / NOT TO SCALE
MECKLENBURG COUNTY MECKLENBURG COUNTY MECKLENBURG COUNTY MECKLENBURG COUNTY TEMPORARY WATTLE CHECK DAM
LAND DEVELOPMENT SKIMMER SEDIMENT BASIN . NO. I REV. LAND DEVELOPMENT TEMPORARY S I ET FENCE N . Rom,. LAND DEVELOPMENT0 STONE INLET PROTECTION D. NO. I REV. LAND DEVELOPMENT D. NO. I REV.
STANDARDS 30.02A STANDARDS 130.06AI STANDARDS 30.08 STANDARDS WITH MATTING AND OPTIONAL PAM 130.1 OC
GENERAL NOTES:
ARM ASSEMBLY
1. UNIFORMLY GRADE A SHALLOW NOTES:
DEPRESSION APPROACHING THE
INLET. 1. A STABILIZED ENTRANCE PAD OF 2"-3" WASHED STONE SHALL BE LOCATED WHERE TRAFFIC WILL ENTER OR LEAVE
o "C" ENCLOSURE STEEL POST 2. DRIVE 5-FOOT STEEL POSTS 2 FEET
STEEL POST 6' MAX. THE CONSTRUCTION SITE ONTO A PUBLIC STREET.
WIRE FENCINGINI WIRE FENCING INTO THE GROUND SURROUNDING THE 2. FILTER FABRIC OR COMPACTED CRUSHER RUN STONE SHALL BE USED AS A BASE FOR THE CONSTRUCTION ENTRANCE.
z FILTER FABRIC INLET. SPACE POSTS EVENLY AROUND 4' MAX. 3. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT
/5 WASHED STONE THE PERIMETER OF THE INLET, A 19-GAUGE HARDWARE CLOTH ONTO PUBLIC STREETS OR EXISTING PAVEMENT. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL
o �+ MIN. 12" WIDE MAXIMUM OF 4 FEET APART. ( MESH OPENINGS) STONE AS CONDITIONS WARRANT AND REPAIR OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT.
WATER ENTRY UNIT WOVEN FILTER FABRIC " a m
PERSPECTIVE VIEW N ` FLOW oPE 3. SURROUND THE POSTS WITH WIRE 4. ANY SEDIMENT SPILLED, DROPPED, WASHED, OR TRACKED ONTO PUBLIC STREETS MUST BE REMOVED IMMEDIATELY.
MESH HARDWARE CLOTH. SECURE 5. WHEN APPROPRIATE, WHEELS MUST BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTERING A PUBLIC STREET. WHEN
THE WIRE MESH TO THE STEEL AND MIDDLE, WASHING IS REQUIRED, IT SHALL BE DONE IN AN AREA STABILIZED WITH CRUSHED STONE WHICH DRAINS INTO AN
PVC PEPS SCHEDULE 40 POSTS AT THE TOP, 3' APPROVED SEDIMENT BASIN SEE STD. NO. 30.118.
PVC ELBOW
PVC PIPE 4 BOTTOM. PLACING A 2-FOOT FLAP NCDOT #5 OR #57
PVC END CAP ANCHOR SKIRT; OF THE WIRE MESH UNDER THE WASHED STONE 2' 6. COUNTY MAY REQUIRE A STANDARD COMMERCIAL DRIVEWAY (STD. 10.24 & 10.25) TO
EXCAVATE TRENCH GRAVEL FOR ANCHORING IS
AND BACKFILL WITH ACCESS THE CONSTRUCTION SITE IF THE DRIVEWAY IS ON A THOROUGHFARE.
STONE RECOMMENDED.
Ir WATER SURFACE
4. PLACE CLEAN GRAVEL (NC DOT #5 � 16" MIN. too' MIN.
OR 57 STONE ON A 2:1 SLOPE PUBLIC STREET
PVC END CAP GENERAL N # )
1. FILTER FABRIC FENCE SHALL BE A MINIMUM OF 32" IN WIDTH AND SHALL HAVE A MINIMUM WITH A HEIGHT OF 16 INCHES
PVC PIPE SCHEDULE 40 OF 6 LINE WIRES WITH 12" STAY SPACING. AROUNDEVEHE WIRE, AND SMOOTH TO 2PIP
PVC PIPE EXISTING GROUND'
1/2" HOLES IN 2. WOVEN FILTER FABRIC BE USED WHERE SILT FENCE IS TO REMAIN FOR A PERIOD OF MORE
THAN 30 DAYS. 5. ONCE THE CONTRIBUTING DRAINAGE SOIL STABILIZATION FABRIC
PVC TEE UNDERSIDE ORIFICE AREA HAS BEEN STABILIZED, REMOVE NCDOT #5 OR #57 UNDER 2"-3" WASHED STONE
PVC TEE PLATE 3. STEEL POSTS SHALL BE 5'-0" IN HEIGHT AND BE OF THE SELF -FASTENER ANGLE STEEL TYPE. ACCUMULATED SEDIMENT, AND WASHED STONE
ESTABLISH FINAL GRADING
FLEXIBLE 4. WIRE FENCING SHALL BE AT LEAST #10 GAGE WITH A MINIMUM OF 6 LINE WIRES WITH 6" MAINTENANCE NOTES: ELEVATIONS. FILTERED 100' MIN.
HOSE STAY SPACING. WATER
1. FILTER BARRIERS SHALL INSPECTED THE FINANCIALLY RESPONSIBLE PARTY OR 6. COMPACT THE AREA PROPERLY AND
5. TURN SILT FENCE UP SLOPE AT ENDS. HIS AGENT IMMEDIATELY AFTER EACH RAIN
FALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REPAIRS NEEDED SHALL BE MADE IMMEDIATELY. STABILIZED IT WITH GROUNDCOVER. IOU
6. WIRE AND WASHED STONE IS REQUIRED TO BE SHOWN ON PLANS AT THE TOE OF SLOPES 4:
GREATER THAN 10 FEET VERTICAL (2:1 SLOPE) 6 2. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE END OF N
THE EXPECTED USABLE LIFE AND THE BARRIER STILL IS NECESSARY, THE FABRIC z
7. ORANGE SAFETY FENCE IS REQUIRED AT BACK OF SILT FENCE WHEN GRADING IS ADJACENT SHALL BE REPLACED PROMPTLY. f 0
TO , SEAMS OR WETLANDS (REFER TOEND VIEW FRONT VIEW COLORIORANGERIS RESERVED FOR VISUAL IDENTIFICATION OIF EN RONMENTALLYESENSTIVE 3. SEDIMENT DEPOSITS SHOULD BE REMOVED WHEN DEPOSITS REACH HALF THE HEIGHT BUFFER GUI. THE�0 m
AREAS. OF THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE SILT
FENCE IS REMOVED SHALL BE DRESSED TO CONFORM TO THE EXISTING GRADE. 0-
8. DRAINAGE AREA CAN NOT BE GREATER THAN 1/4 ACRE PER 100 FT OF FENCE. PREPARED AND SEEDED. - - - - - -¢
9. SLOPE LENGTHS CAN NOT EXCEED CRITERIA SHOWN IN TABLE 6.62A NORTH CAROLINA
SCHEMATIC OF SKIMMER TAKEN FROM PENNSYLVANIA EROSION AND SEDIMENT POLLUTION CONTROL MANUAL, MARCH 2O00. EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
10. DO NOT INSTALL SEDIMENT FENCE ACROSS STREAMS, DITCHES, WATERWAYS OR OTHER
NOT TO SCALE AREAS OF CONCENTRATED FLOW. APPROVED DATE: 02/2007
NOT TO SCALE NOT TO SCALE NOT TO SCALE
MECKLENBURG COUNTY MECKLENBURG COUNTY MECKLENBURG COUNTY MECKLENBURG COUNTY
LAND DEVELOPMENT SKIMMER LAND DEVELOPMENT HIGH HAZARD LAND DEVELOPMENT HARDWARE CLOTH AND GRAVEL LAND DEVELOPMENT STABILIZED CONSTRUCTION ENTRANCE
STANDARDS STD REv. STANDARDS TEMPORARY SILT FENCE STANDARDS INLET PROTECTION D REv. STANDARDS
30.02B 30.06B 30.09 30.11 A
NOTES: PLAN VIEW
1. REFER TO NCESCPDM SECTION #6.61 FOR
ADDITIONAL DESIGN SPECIFICATIONS REGARDING
SEDIMENT BASINS.
2. REFER TO BAFFLE DETAIL, THIS SHEET FOR SPACING
AND INSTALLATION.
3. SEE SHT 5.09-5.12 FOR CONSTRUCTION
DETAILS/SPECIFICATIONS ON THE BMP OUTLET
STRUCTURES, PIPES AND EMBANKMENTS
INFLOW
MAINTENANCE NOTES:
1. INSPECT SKIMMER SEDIMENT BASINS AT LEAST
STRUCTURE
WEEKLY AND AFTER EACH SIGNIFICANT (ONE-HALF
INCH OR GREATER) RAINFALL EVENT AND REPAIR
IMMEDIATELY. REMOVE SEDIMENT ACCUMULATES TO
ONE-HALF THE HEIGHT OF THE FIRST BAFFLE. PULL
THE SKIMMER TO ONE SIDE SO THAT THE SEDIMENT
UNDERNEATH IT CAN BE EXCAVATED. EXCAVATE
THE SEDIMENT FROM THE ENTIRE BASIN, NOT JUST
AROUND THE SKIMMER OR THE FIRST CELL. MAKE
AVERAGE AREA -
SURE VEGETATION GROWING IN THE BOTTOM OF THE
WIDTH W =
BASIN DOES NOT HOLD DOWN THE SKIMMER.
�
2. REPAIR THE BAFFLES IF THEY ARE DAMAGED.
+ AREA OF BASIN WATER
RE -ANCHOR THE BAFFLES IF WATER IS FLOWING
SURFACE AT TOP OF PRINCIPAL
UNDERNEATH OR AROUND THEM.
SPILLWAY
3. IF THE SKIMMER IS CLOGGED WITH TRASH AND
THERE IS WATER IN THE BASIN, USUALLY JERKING
ON THE ROPE WILL MAKE THE SKIMMER BOB UP AND
DOWN AND DISLODGE THE DEBRIS AND RESTORE
FLOW. IF THIS DOES NOT WORK, PULL THE SKIMMER
OVER TO THE SIDE OF THE BASIN AND REMOVER
THE DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE CROSS-SECTION VIEW
SKIMMER TO SEE IF IT IS CLOGGED; IF SO REMOVE
THE DEBRIS.
4. IF THE SKIMMER ARM OR THE PIPE IS CLOGGED, THE
ORIFICE CAN BE REMOVED AND THE OBSTRUCTION
INFLOW
CLEARED WITH A PLUMBER'S SNAKE OR BY
STRUCI
FLUSHING WITH WATER. BE SURE TO REPLACE THE
ORIFICE BEFORE REPOSITIONING THE SKIMMER.
5. CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE
AND MAKE ANY REQUIRED REPAIRS WITH THE FABRIC
THAT SPANS THE FULL WIDTH OF THE SPILLWAY.
CHECK THE EMBANKMENT SPILLWAYS, AND OUTLET
FOR EROSION DAMAGE, AND INSPECT THE
FILTER
EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE
RIC
ALL NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL
TRASH AND OTHER DEBRIS FROM THE SKIMMER AND
SEDIMENT
POOL AREAS.
STORAGE ZONE
6. FREEZING WEATHER CAN RESULT IN ICE FORMING IN
THE BASIN. SOME SPECIAL PRECAUTIONS SHOULD
BE TAKEN IN THE WINTER TO PREVENT THE SKIMMER
FROM PLUGGING WITH ICE.
nATA RI ncK
DEWATERING
ZONE `
1
BAFFLE
6" MIN. INVERT ELEVATION OF
EMERGENCY SPILLWAY
PRIMARY SPILLWAY (RISER)
H
CLASS B STONE PAD
(4'X4'X1' MIN.)
3RD BAFFLE:
HARDWARE CLOTH
SURROUNDING
SKIMMER
OUTLET STRUCTURE (TO
BE USED UPON BASIN
CONVERSION TO
PERMANENT BMP)
W
EMBANKMENT
(PER SHEETS 5.9-5.12)
�T
Z
EMER NCY SPILLWAY
SEE AIL THIS SHEET)
ANTI -SEEP COLLAR, PIPE
AND CONCRETE CRADLE PER
SHT 5.9-5.12
BASIN
DRRIEEAAGE
ACRES
DENUDEDAREA
ACRES
Q,0
SIN VOLUME
BASIN
AREA
DEPTH (FT.)
H 2
(FEET)
(FEET)
(FEET)
(FEET)
(FEET)
SKIMMER
DIAMETER
ORIFICEIR
DIAMETER
REQUIRED
CUBIC FT.
PROVIDED
CUBIC FT.(SO
REQUIREDACE
FT.(SO
PROVIDED
FT.
1
8.75
7.20
23.47 CFS
12.960
22.964
7,627
9,327
2.00
4.0
6.0
20
1.5
10
2.5"
21"
5
16.09
7.25
53.88 CFS
13,050
99,255
23,439
25,270
2.75
5.5
9.0
19
1.5
10
3.0"
2.5"
SEDIMENT BASIN WITH OUTLET STRUCTURE
...«, ..,,... 4' MAX.
WOVEN I
GENERAL NOTES:
1. SEDIMENT FILTER OUTLET AND HARDWARE CLOTH SHALL BE 16 INCHES HIGH BUT NO
TALLER THAN 18 INCHES.
2. HARDWARE CLOTH SHALL BE ANCHORED TO THE STEEL POSTS SECURELY USING
APPROPRIATE ANCHORS. HARDWARE CLOTH SHALL BE KEYED IN A MINIMUM OF 12 INCHES
IN LENGTH AND BACKFILLED PROPERLY AS SHOWN IN ABOVE DETAIL. HARDWARE CLOTH TO
BE SAME AS STD. 30.09 19 GAUGE 1/4- SPACING).
3. POSTS SHALL BE NO MORE THAN 4 FEET APART.
4. SITE OUTLETS AT ANY POINT SMALL CONCENTRATED FLOWS ARE ANTICIPATED AND AT THE
DIRECTION OF THE INSPECTOR.
5. ONE ACRE MAXIMUM DRAINAGE AREA PER OUTLET.
GENERAL NOTES:
1. CHECK DAMS MAY BE USED IN SLOPING DITCHES
iEEL POST OR CHANNELS TO SLOW VELOCITY OR TO CREATE
HARDWARE CLOTH SEDIMENT TRAPS.
WASHED STONE 2. ENSURE THAT MAXIMUM SPACING BETWEEN DAMS PLACES THE
(NCDOT /5 OR #57) TOE OF THE UPSTREAM DAM AT THE SAME ELEVATION AS THE
DOWNSTREAM DAM (SEE DIAGRAM BELOW).
FLOW
ANCHOR SKIRT;
EXCAVATE TRENCH
AND COKFILLMPACT��_iBAC=�u_lu=„ A MAXIMUM SPACING
MAINTENANCE NOTES:
1. FILTER OUTLETS SHALL BE INSPECTED BY THE FINANCIALLY RESPONSIBLE PARTY OR
HIS AGENT IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING
PROLONGED RAINFALL. ANY REPAIRS NEEDED SHALL BE MADE IMMEDIATELY.
2. THE STONE SHALL BE REPLACED PROMPTLY AFTER ANY EVENT THAT HAS CLOGGED
OR REMOVED IT.
3. SEDIMENT DEPOSITS SHOULD BE REMOVED WHEN DEPOSITS REACH HALF THE HEIGHT
OF THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE SILT
FENCE OUTLET IS REMOVED SHALL BE DRESSED TO CONFORM TO THE EXISTING
GRADE, PREPARED AND SEEDED.
CLASS B RIP
I o,00 n_+U=11�_���=1(�� =�I�- FILTER
A AND B ARE AT EQUAL ELEVATIONS
NOT TO SCALE APPROVED DATE: 02/2007
MECKLENBURG COUNTY S I ET FENCE MECKLENBURG COUNTY
LAND DEVELOPMENT STD. NO. REV. LAND DEVELOPMENT
STANDARDS OUTLET OPTION 2 130.06D STANDARDS
PLAN
11'~rt
CROSS-SECTION
TH
TEMPORARY ROCK CHECK DAM
.". ,.� e" ,.......�9 STONE
c
ER
30.1 OA
F BEFORE YOU
DIG
STO
P
CALL 1-800-632-4949
N.C. ONE -CALL CENTER
.-I- -.it , ""
THE ISAACS
GROUP, P.C. f
ENGINEERING &
ND SURVEYING
f� -
-a-
f NO. C 1069 +
�"���������A�R�offfff�f
O� �OF E S S/p� 0
+ Q 9< f
SEAL
026462 _+
G I NE
Digitally signed by
Anthony B. Cowan, P.E.
v� Date: 2021.09.15
17:33:35-04'00'
P:\Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Design Drawings\Current\SHEETS\16157-DE.dwg, 9/14/2021 3:50:51 PM, DWG To PDF.pc3

DATA BLOCK INLET 20NE 35R
NOTE:
BASIN No.
DRAINAGE
AREA
(ACRES)
DENUDED
AREA
(ACRES)
BASIN VOLUME
BASIN SURFACE AREA
CLEANOUT
DEPTH H/2
(FT)
H
(FEET)
V +V rn_ ^ ~INLET ZONE 25%
OF SURFACE AREA
INLET
AREA GENERAL NOTES:
n 2 DRIVE 5' STEEL POST AT LEAST
�\i OUTLET ZONE 4" INTO SOLID GROUND.
�OF SURFACE AREA
REQUIRED
(S.F.)
PROVIDED
(S.F.)
REQUIRED
(S.F.)
PROVIDED
(S.F.)
NO BASIN REQUIRED. CONTRACTOR TO PLACE Q
RIP RAP PROTECTION RING ONLY AT THE 2. USE STAPLES 1' APART
HORIZONTALLY AND VERTICALLY TO
LOCATIONS SHOWN. g5 WASHED STONE CLASS I RIP RAP Fj ,,. / \ ATTACH THE POROUS MATERIAL TO
'�Ll'`Q /
1' MIN. THICK x 2' HIGH (MIN) 36" PIPE DIAMETER MAX. X THE WIRE FENCE.
1 3. MINIMUM BAFFLE SPACING IS
FCO� \\\ TEMPORARY SILT DITCH X 4. THE FLOOR OF THE BASIN IN
PIPE 1 OR FLATTER
SEE DETAIL STD. 30.05 I THE OUTLET ZONE AND BERMS
° / SHOULD BE SEEDED IMMEDIATELY
SEE NOTE 1 2 AFTER THE BASIN IS CONSTRUCTED.
j / EgRTH e X 5. REFER TO NCESCPDM SECTION
f/6.65 FOR ADDITIONAL
/ I � 10' CONSTRUCTION SPECIFIATIONS.
ACCESS \ °a T `< 00 / c
VOLUME 3600 FT' PER ACRE DISTURBED TO TOP OF BERM ELEVATION. / T
SURFACE AREA REQ'D = 435 SO. FT. PER CFS 010 1 OR FLATTER x
PERSPECTIVE VIEW TEMPORARY 2 < y
SILT FENCE
ffil SEE DETAIL X
El STD. 30.06 0 4'-0" MAX. SPACING \ X X
El
#5 WASHED STONE WIRE (TYPICAL) POROUS MATERIAL
GENERAL NOTES: 3, CLASS I RIP RAP MESH (COMBINED JUTE MESH 5' STEEL POST
AND NAG C125
COCONUT LINER OR
1. GRAVEL AND RIP RAP FILTER BERM BASIN SHOULD BE USED TO riin FINISHED GRADE EQUIVALENT).
PROTECT EXISTING PIPE INVERTS THAT DRAIN 5 ACRES OR LESS. I�IT - - FLOW c
I
2. MAY BE USED AT PIPES WITH MAXIMUM DIAMETER OF 36" 8' X 6' TRENCHKFILL AND
3. DIMENSIONS SHOWN ARE THE MINIMUM ACCEPTED UNLESS OTHERWISE NOTED. JHSOW2' g;,�NOTES: COMPACTAFENCE AND
OTHERWISE NOTED. MIN. FABRIC BURIED IN
PIPE 1. DIVERSION DITCH SHOULD FLOW INTO SEDIMENT BASIN, ROCK CHECK DAM, OR SLOPE DRAIN. TRENCH
4. CLEANOUT PRIOR TO SEDIMENT REACHING HALF OF BERM 1.5'
HEIGHT. SECTION 2. REFER TO NCESCPDM TABLE 6.02A FOR SPACING OF SLOPE BREAKS. I III= b
CLEANOUT ELEVATION (SEE NOTE 4) NOT TO SCALE APPROVED DATE: 02/2007 NOT TO SCALE NOT TO SCALE
MECKLENBURG COUNTY # MECKLENBURG COUNTY MECKLENBURG COUNTY
LAND DEVELOPMENT GRAVEL AND RIP RAP FILTER BERM BASIN rD. No. R LAND DEVELOPMENT SLOPE STABILITY TD. NQ. R LAND DEVELOPMENT BAFFLE INSTALLATION STD. N0. R
STANDARDS 1,30.121 STANDARDS 30.16 STANDARDS 130.191
KEY/ANCHOR MATERIAL AT
TOP OF SLOPE.
12" MIN.
SPACING TYP.*
GENTLE SLOPES STEEP SLOPES
GENERAL NOTES:
ILTER MEDIA (SEE NOTE 2)
SILT FENCE AS NEEDED PUMP
i FLOW
�Ok
VEGETATIVE BUFFER WATER LEVEL
NOTE:
1. PRIOR TO INSTALLATION, MANUFACTURER SPECIFICATIONS OF FILTER MEDIA SHALL BE PROVIDED TO
THE EROSION CONTROL INSPECTOR FOR APPROVAL AND USE. DISCHARGE FROM FILTER MEDIA SHALL
MEET OR EXCEED THE PROVISIONS OF THE CLEAN WATER ACT.
SEEDING
MIXTURE
80 Ibs/acre of tall fesue
100 Ibs/acre tall fescue
30 Ibs/acre Sericea lespedeza
(unscarified after August 15)
10 Ibs/acre Kobe lespedeza
FALL: August 25 - October
FALL: August 25 - October 15
Late winter: February 15 - April 15
Late winter: February 15 - April 15
SEEDING
To extend spring seeding into June, add
To extend spring seeding into June, add
DATES
15 Ibs/acre hulled Bermudagrass
15 Ibs/acre hulled Bermudagrass
Overseeding of Kobe lespedeza over fall -seeded
Overseeding of Kobe lespedeza over fall -seeded
tall fescue is very effective.
tall fescue is very effective.
SEEDING
Apply lime and fertilizer per soil tests, or 4000
Apply lime and fertilizer per soil tests, or 4000
AMENDMENTS
Ibs/acre limestone and 1000 Ibs/acre 10-10-10
Ibs/acre limestone and 1000 Ibs/acre 10-10-10
fertilizer.
fertilizer.
36" MIN. SPACING TYP.* �( /
r`
1.
LAY BLANKETS LOOSELY AND
1
STAKE OR STAPLE TO MAINTAIN
/
DIRECT CONTACT WITH THE SOIL.
0
DO NOT STRETCH.
2.
* DIMENSIONS SHOWN ARE
MINIMUM, MANUFACTURED
PRODUCTS MAY HAVE ADDITIONAL
_
REQUIREMENTS THAT MUST BE
/
6„
MET.
OVERLAP
3.
SLOPE SURFACE SHALL BE FREE
/
/
IN SLICE
OF ROCKS, SOIL CLODS, STICKS,
GRASS. MAT/BLANKETS SHALL
HAVE GOOD SOIL CONTACT.
4.
THE DETAIL SHOWN IS FOR SLOPE
MATTING. FOR CHANNEL OR PIPE
OUTFALL MATTING SPECIFICATIONS,
PLEASE REFER TO NCESCPDM
STANDARD #6.17 AND
2. ENSURE THAT PUMP PRESSURE DOES NOT EXCEED FILTER MEDIA PRESSURE RATING. / I I �� Aff WATER TA MANUFACTURER'S GUIDELINES.
3. FILTER MEDIA MAY BE, BUT NOT LIMITED TO, SAND MEDIA FILTRATION DEVICES, j/
RATED FILTER FABRIC BAGS OR POLYMER BASED DEWATERING PRACTICES. SOII stabilization Shall be required on any area of a Site where land disturbing activities have /
temporarily or permanently cease according to the following schedule:
4. PUMP STRAINER SHALL NOT BE IN CONTACT WITH BOTTOM OF POND.
a) All perimeter dikes, swales, ditches, perimeter slopes steeper than 3 horizontal to 1 vertical (3:1) NON -WOVEN GEOTEXTILE FILTER CLOTH
shall be provided temporary or permanent stabilization with ground cover as soon as practicable but in FABRIC 4' ABOVE SOURCE WATER.
OW POINT any event within 7 calendar days from the last -land disturbing activity.
PAM TO BE USED WHEN
DEWATERING. SEE FLOCCULANT b) All other disturbed areas shall be provided temporary or permanent stabilization With ground cover
NOTES ON PROJECT NOTES as soon as practicable but in any event within 14 days from the last land disturbing activity.
SHEET C1.1
C) SEE ADDITIONAL REQUIREMENTS UNDER "ENHANCED EROSION CONTROL NOTES:" ON PROJECT NOTES KEY/ANCHOR MATERIAL TO TOE OF SLOPE.
APPROVED DATE: 02/2007 NOT TO SCALE SHEET C1.1• NOT TO SCALE
MECKLENBURG COUNTY MECKLENBURG COUNTY MECKLENBURG COUNTY
LAND DEVELOPMENT EROSION CONTROL DEWATERING T LAND DEVELOPMENT SEEDING SCHEDULE N LAND DEVELOPMENT EMBANKMENT MATTING DETAIL
STD. ND. REV.
STANDARDS 130.13 STANDARDS
30.17A STANDARDS 30.20
NOTES
1. INLET MAINTENANCE SHALL BE DOCUMENTED IN PROJECT LOG BOOK.
2. FILTER TYPES SHALL BE APPROVED BY THE INSPECTOR PRIOR EXISTING GRADE EXISTING GRADE
TO INSTALLATION. 4 IRON PIN �-
3. FILTER BAGS MAY BE REMOVED WHEN SITE IS STABILIZED AT TEMPORARY SEEDING FOR WARM AND COOL SEASON" I "
THE DIRECTION OF THE ENGINEER.
4. FILTER BAGS SHALL BE REMOVED PRIOR TO STREET ACCEPTANCE. •II, II II
H000 5. FILTER BAGS SHALL BE CLEANED OR REPLACED ON A REGULAR EARLY SUMMER SEASON STEEP SLOPES Ila II a
BASIS (NOT BE MORE THAN HALF FULL AT ANY TIME). II
6. FILTER BAGS SHALL NOT BE ALLOWED IN EXISTING TOWN OR NCDOT
GRATE ROADS.
GRATE
EXPANSION 1" REBAR FOR
RESTRAINT REMOVAL FROM INLET
FILTER BAG:�� DEFLECTOR
n
DUMP LOOP
0
n
CATCH BASIN-�
0
SEEDING
MIXTURE
40 Ibs/acre of German millet
80 Ibs/acre of tall fesue
120 Ibs/acre Rye (grain)
80 Ibs/acre tall fesue
May 1 - August 15
October 25 - December 30
SEEDING
Refertilize if growth is not fully adequate.
Between December 30 - February 15,
DATES
add 50 Ibs/acre of annual Kobe lespedeza.
Apply 4000 Ibs/acre straw or equivalent
Apply 4000 Ibs/acre straw or equivalent
hydroseeding.
hydroseeding.
SEEDING
Apply lime and fertilizer per soil tests, or 2000
Apply lime and fertilizer per soil tests, or 2000
AMENDMENTS
Ibs/acre limestone and 750 Ibs/acre 10-10-10
Ibs/acre limestone and 750 Ibs/acre 10-10-10
fertilizer.
fertilizer.
iI
II �
G
Ile 11
II• II,
II'
GROOVED DOWEL 4"
II ; II TO KEEP PLATE
I•e
I II IN PLACE
•
II • II°
'.d
ale •ell
n " FERROUS MATERIALS REQUIRED
• e
a
n II
II• ` • II STEEL REINFORCING RODS
•
IIa
'll
•
•
•
II A II
11 II
II 'll
on OUTLET °d e • II °e II
e II. II
u u
SECTION INSTALLATION ".__J "
APPROVED DATE: 02/2007 NOT TO SCALE APPROVED DATE: 02/2007 NOT TO SCALE APPROVED DATE: 02/2007 NOT TO SCALE
MECKLENBURG COUNTY MECKLENBURG COUNTY SEEDING SCHEDULE MECKLENBURG COUNTY TYPICAL CONCRETE CONTROL_ MONUMENT
LAND DEVELOPMENT CATCH BASIN INLET PROTECTION LAND DEVELOPMENT LAND DEVELOPMENT
STANDARDS 130.151STANDARDS (SEASONAL) 30.17E STANDARDS 50.03
------C1-�---------
�1
I I 3.0
T� A �T NORTH AMERICAN GREEN S75 BLANKET
OR APPROVED EQUIVALENT
�000-
A = BOTTOM WIDTH
B = HEIGHT OF TEMP. LINER
C = DEPTH OF GRADED SWALE
D = TOP WIDTH OF SWALE
------C1- L---------
1
3.0
A NORTH AMERICAN GREEN SC150 BLANKET
OR APPROVED EQUIVALENT
0000
A = BOTTOM WIDTH
B = HEIGHT OF TEMP. LINER
C = DEPTH OF GRADED SWALE
D = TOP WIDTH OF SWALE
GRASS SWALE
1.1
------C ---------- 1
B �1
F• 1.5
A NORTH AMERICAN GREEN SC75 BLANKET
OR APPROVED EQUIVALENT
0000�
A = BOTTOM WIDTH
B = HEIGHT OF TEMP. LINER
C = DEPTH OF GRADED SWALE
D = TOP WIDTH OF SWALE
TYPE C
GRASSED SWALE NOTES:
1. EXCAVATE CHANNEL TO THE CROSS-SECTION SHOWN.
2. APPLY LIME, FERTILIZER AND SEED TO THE CHANNEL AND ADJOINING AREAS
IN ACCORDANCE WITH THE SEEDING SCHEDULE.
3. START LAYING THE NET FROM THE TOP OF THE UPSTREAM END OF THE
CHANNEL AND UNROLL IT DOWN THE GRADE. DO NO STRETCH MATTING.
4. BURY THE UPSLOPE END AND STAPLE THE NET EVERY 12" ACROSS THE TOP
END, EVERY 3' AROUND THE EDGES AND ACROSS THE MAT SO THAT THE
STRAW IS HELD CLOSELY AGAINST THE SOIL.
5. MATTING STRIPS SHOULD BE JOINED TOGETHER ALONG THE SIDES WITH A
3" OVERLAP AND STAPLED TOGETHER.
6. TO JOIN ENDS OF STRIPS, INSERT THE NEW ROLL OF NET IN A TRENCH AS
WITH UPSLOPE END AND OVERLAP IT 18" WITH THE PREVIOUSLY LAID UPPER
ROLL. TURN UNDER 6" OF THE 18" OVERLAP AND STAPLE EVERY
12" ACROSS THE END.
BEFORE YOU DIG
STOP
CALL 1-800-632-4949
N.C. ONE -CALL CENTER
NCGO1 SHEET I
AND 2 MOVED
SHEET C9.9
UNDER RIP -RAP
LENGTH OF
TO
GENERAL NOTES:
1. IF BEDROCK IS ENCOUNTERED WITHIN THE LIMITS
OF THE TOEWALL, BEGIN TOEWALL ON THE
BEDROCK OR AS DIRECTED BY THE ENGINEER.
2. WHERE ONLY ONE SIDE REQUIRES RIP RAP CLASS
I OR 11, UST STATION AND SIDE OF SAME.
3. CHANNEL AND RIP RAP SIZE TO BE DESIGNED BY
THE ENGINEER.
4. DEPENDING ON SOIL CONDITIONS, WASHED
STONE AND FILTER FABRIC MAY BE NECESSARY
UNDER RIP RAP.
5. CHANNEL DEPTH "H" SHALL INCLUDE A MINIMUM
6" OF FREEBOARD.
I � I
18" MIN. CLASS 1 2'-0" CLASS I b I H E15J
24" MIN. CLASS 11 4'-0" CLASS II 2 1 .5
b = BOTTOM WIDTH
LONGITUDINAL SECTION A -A H = HEIGHT OF RIP RAP
�Ok T = TOP WIDTH OF SWALE
0
RIP RAP O RIP RAP NOTE: "D" EQUALS DIAMETER OF PIPE
OR BOTTOM WIDTH OF CHANNEL.
D 10 D
FLOW MAIN CHANNEL
12
RIP RAP -
CHANNEL INTERSECTIONS
APPROVED DATE: 02/2007
MECKLENBURG COUNTY
LAND DEVELOPMENT
STANDARDS
S
SEAL
026462
NGINE��
�440101_"
THE ISAACS
GROUP, P.C.
ENGINEERING &
NO. C-1069
RIP RAP DITCHES
OZ415CF�,
Digitally signed by
Anthony B. Cowan,
P.E.
Date: 2021.10.15
08:41:09-04'00'
20.27
Project:
WEDDINGTON GLEN
WEDDINGTON, NORTH CAROLINA
Title:
DETAILS AND SPECIFICATIONS
NO.
BY
DATE
REVISION
/
File #: 16157-DE.DWG
I Date: 03/23/17
Project Egr: ABC
1
RER
09 18 17
REVISED PER COMMENTS
I- I S A A C S 0
CIVIL ENGINEERING DESIGN AND SURVEYING L-
n B ABC
Desig Y
2
RER
04/16//21
/
ADDED NCGO1 SHEETS 1 AND 2
Drawn By. RER
3
OTH
10 12/21
NCGO1 SHEETS 1 AND 2 MOVED
Scale: NTS
8720 RED OAK BOULEVARD, SUITE 420
CHARLOTTE, N.C. 28217
PHONE [phone] FAX [phone]
C9.5
P:\Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Design Drawings\Current\SHEETS\16157-DE.dwg, C9.5, 10/12/2021 1:57:27 PM, ohenawi, 1:1

RIGHT OF (MAY
EDGE OF TRAVEL LANE ­
CURB & GUTTER
USPS APPROVED MANUFACTURERS OF
CLUSTER BOX UNITS (CBUs) & WALL -MOUNTED CENTRALIZED MAIL RECEPTACLES
(USPS-B-1 1 18F, USPS-STD-4B+ AND USPS-STD-4C)
USPS-STD-B-118F
COMPANY
ADDRESS
I CITY
I STATE
IZIP
IPHONE
I WEB SITE
IDESIGN TYPES
Auth-Florence Manufacturing
5935 Corporate Dr.
Manhattan
I KS
66503-9675
800-275-5081
1 www.auth-florence.com
Types 1,11,111 & IV
USPS -STD-4B+
COMPANY
ADDRESS
CITY
STATE
ZIP
PHONE
WEB SITE
DESIGN TYPES
American Device Manufacturing
5935 Corporate Dr.
Manhattan
KS
66503-9675
800-275-5081
www.auth-florence.com
Horizontal units only
American Eagle
3017 Wheel Lock St
Dallas
TX
75220-2944
214-358-5544
www.americaneaglemailbox.com
Horizontal units only
Auth-Florence Manufacturing
5935 Corporate Dr.
Manhattan
KS
66503-9675
800-275-5081
wWW.auth-flore nce.com
Horizontal &Vertical Units
Bommer Industries
PO Box 187
Landrum
SC
29366-0187
800-334-1654
www.bommer.com
Horizontal & Verticle Units
Jensen Industries
1946 E46th St
Los Angeles
CA
90058-2096
800-235-8351
WWw.lensen-ind.corn
Horizontal &Verticle Units
Salisbury Industries
1010 East 62nd St
Los Angeles
CA
90001-1598
800-323-3003
www.mailboxes.com
Horizontal & Verticle Units
Security Manufacturing
815 S Main St
1 Grapevine
I TX
76051-5535
800-762-6937
1 WWw.securi manufacturin .corn
Horizontal &Verticle Units
USPS-STD-4C
COMPANY
ADDRESS
I CITY
I STATE
IZIP
IPHONE
I WEB SITE
IDESIGN TYPES
Postal Products Unlimited
500 W Oklahoma Ave
Milwaukee
I WI
53207-2649
800-229-4500
1 www.mailproducts.com
Horizontal
Notes: Buildings with permits dated on or after October 5th, 2006 must have USPS-STD-4C receptacles.
25
CLUSTER BOX UNIT (CBU)
-ANCHORING METHODS-
CBU's must be level and mounted firmly in concrete, using one of the following
methods.
1. The J-bolt method is the preferred method of installation of CBU's on concrete pads-,
however, the J-bolt pattern must be accurate with the CBU pedestal plate. When
using J-bolts, in order to prevent any damage or accidents that could result from the
exposed bolts, consideration should be given as to the time lapse between pouring
the concrete and the actual installation. Expansion anchors must be installed in
accordance with the manufacturer's instructions.
2. The use of anchor bolts for the installation of CBU's on concrete pads is also
acceptable as long as the methods described below are followed.
a. Hilti Kwik bolt II, 1/2" diameter X 5-1/2" overall length
Catalog Number: 000-453-696, KB II 12-512
Stainless Steel Catalog Number: 000-454-744
Minimum embedment in concrete must be no less than 3-1/2"
b. ITW Ramset Redhead Trublot, galvanized, 1/2" diameter X 7" overall length
c. Rawl Stud, 1/2" diameter X 5 1/2" overall length, galvanized.
Catalog Number: 7324
Minimum embedment in concrete must be no less than 4"
CLUSTER BOX UNIT (CBU)
-CONCRETE PAD REQUIREMENTS-
-ALL FREE STANDING PADS MUST BE 8" THICK -
1 UNIT SINGLE PAD 4' X 4'
2 UNITS DOUBLE PAD 4' X 7'
3 UNITS TRIPLE PAD 4' X 10'
4 UNITS QUAD PAD 4' X 13'
f` WHEN PLACING A PARCEL LOCKER AT ANY CBU LOCATION,
INCREASE THE PAD SIZE BY AN ADDITIONAL 4' X 4"'
17
ADDITIONAL INFORMATION ON
CLUSTER BOX UNITS (CBU)
-STANDAR❑ UNITS AVAILABLE -
FCBU Type I
III" B-WX knit
■
FC8U Type IV
&A 13-box Unit
Outdoor Parcel Locker
FCBU Type II
0 12-box Unit
■
Mod@1 1510 [FI CBU
16-Box Unit
12
CLUSTER BOX UNIT (CBU)
- CONCRETE PAD SPECIFICATIONS -
-ANCHORING METHODS -
The following documents are the only USPS approved specifications for pouring
concrete pads for the anchoring of CBU's.
CONCRETE SPECIFICATIONS FOR SINGLE UNIT CONCRETE PAD
CONCRETE SPECIFICATIONS FOR MULTIPLE UNIT CONCRETE PAD
ANCHORING METHODS FOR CENTRALIZED BOX UNITS (CBU)
CBU's must be installed approximately one week prior to customer occupancy.
CBU's must not be installed until the local USPS representative has conducted an on -
site visit to ensure compliance with the official specifications. Contact the local
USPS reDresentative to have the Dads insDected Drior to Dourina the concrete.
CBU's must be installed facing the correct direction. CBU's installed on concrete
pads poured behind the sidewalk should face the sidewalk. CBU's installed on
concrete pads located in landscape strips between the curb and the sidewalk should
face the sidewalk. Do not install CBU facing the curb or street -causing the carrier
and the customer to stand in the street to deliver or retrieve mail.
CBU's should not be installed so close to an intersection or traffic lane that they block
visibility for approaching traffic or could be struck by a passing motor vehicle.
CBU's should not be located on dead-end streets where there is no safe turnaround
for Postal delivery vehicles.
Notify your local USPS representative immediately upon completion of the CBU
installation so that we can install the arrow lock and secure the unit.
All CBU compartment keys will be distributed by the builder/developer at the time of
move in. The local USPS representative needs to be contacted by the
builder/developer for the box address assignments. Each homeowner should receive
a copy of the Mode of Delivery Agreement at the time of move in.
Any deviations from the USPS designated location of the CBU must not occur without
first receiving authorization from the local USPS representative.
14
LISPS APPROVED SPECIFICATIONS - CONCRETE PAD (SINGLE UNIT)
(All measurements are in inches)
2z
A
2�
A
24.00 2
MIN
2.00
4.0
MIN
4.1
T
I
a n
ea a�
.DO
4
4
IN
U
4
4
4
4
i
4
4
00
4
4
I N
IIIr11
_ A
CBU PEDESTAL-
4X 0.50 �
ANCHOR BOLTS
4X 4.50 MIN
s
as
as
F4!X4. L
8.00 MIN
Z
CBU OUTLINE
SKRII11
8
BROOM FINISH
4X 0.50 ANCHOR BOLTS,
USE TEMPLATE TO ENSURE ALIGNMENT
CHAMFER EDGES, IN LANDSCAPE AREAS,
TOOL EDGES FLUSH WITH ADJOINING SURFACES
IN PAVED AREAS.
SLOPE SURFACE 25 INCH PER FOOT
ON ALL SIDES FOR DRAINAGE.
BUTYL RUBBER PAD
(WITH METAL PEDESTAL ONLY)
MATCH EXISTING GRADE IN
PAVED AREAS
SLOPE SURFACE .25 INCH PER FOOT
ON ALL SIDES FOR DRAINAGE
4 RODS ON 14.00 CENTERS MAXIMUM,
EACH WAY
OPTIONAL COMPACT GRAVEL OR
CRUSHFD STONF (OMIT WHERE
SOLID ROCK OCCURS)
°x 8.00 MIN h MAXIMUM FROST DEPTH
FIRM UNDISTURBED SOIL
OR WELL -COMPACTED FILL
NOTES:
1. CONCRETE SHALL HAVE A COMPRESSIVE STRENGTH OF 5000 PSI @ 28 DAYS, CONTAIN 4% MIN - 6% MAX
AIR ENTRAINMENT AND BE PLACED WITH A 3.50 - 4.50 SLUMP IN ACCORDANCE WITH ACI 301.
2. REINFORCING STEEL RODS SHALL CONFORM TO ASTM A615, GRADE 60.
3. ANCHCR BOLTS SHALL CONFORM TO ASTM A193, GRADE 38M, TYPE 316 STAINLESS STEEL.
15
ryR/FS* ("A" SEE NOTE 7)
+6%
(** SEE NOTE 6) "A -2%
NOTES:
1. THE ELEVATION OF THE SIDEWALK SHALL BE NOT LESS THAN
SIX INCHES OR MORE THAN EIGHTEEN INCHES ABOVE THE
ROADWAY CROWN. THIS ELEVATION DIFFERENTIAL SHALL BE
CONSISTENT WITHIN EACH BLOCK.
2. ALL CONCRETE TO BE 3600 PSI STRENGTH.
3. ALL CONSTRUCTION PRACTICES, INCLUDING COMPACTION, CURING,
FINISHING, ETC. SHALL BE IN ACCORDANCE WITH THE
CHARLOTTE LAND DEVELOPMENT STANDARDS.
4. PLANTING STRIP SHALL BE GRADED WITH A CROSS SLOPE
BETWEEN 1/4 IN. PER FOOT AND 1 1/4 IN. PER FOOT EXCEPT
WHERE EXCESSIVE NATURAL GRADES MAKE THIS REQUIREMENT
IMPRACTICAL. IN SUCH CASES, THE CITY ENGINEER MAY
AUTHORIZE A SUITABLE GRADE
5. ALL DRIVEWAYS MUST MEET THE CURRENT CITY DRIVEWAY
REGULATIONS AND NCDOT REQUIREMENTS, INCLUDING BUT NOT
LIMITED TO SPACING, SIGHT DISTANCE, AND OFFSETS FROM
PROPERTY LINES AND INTERSECTIONS.
6. **PER NC IFC SECTION D103.2, FIRE APPARATUS ACCESS
ROADS SHALL NOT EXCEED 10 PERCENT IN GRADE.
7. "A" BREAKOVER SHALL BE 8% OR LESS (A = ALGEBRAIC
DIFFERENCE).
8. PRIOR APPROVAL IS REQUIRED BY CDOT ON GRADES EXCEEDING
WHAT ARE SHOWN.
DRIVEWAY WIDTH
X
Y
TYPE I -RESIDENTIAL:
LOCAL/COLLECTOR
10' MIN.
30' MAX.***
THOROUGHFARE *
15' MIN.
30' MAX.***
* MUST PROVIDE ON -SITE TURNAROUND
*** MAXIMUM WIDTH INCLUDES OPTIONAL WINGS
CITY OF CHARLOTTE
LAND DEVELOPMENT STANDARDS
INCLUDES CHARLOTTE ETJ
EXPANSION
JOINT
6" THICK
CONCRETE AT
DRIVEWAY
ENTRANCE
A
h"
EXPANSION
JOINT
4" THICK
CONCRETE
WALK
VARIES (MIN 4')
BACK OF SIDEWALK" PER FOOT MIN. (TO MATCH
1.5% (2.00% MAX.) PLANTING STRIP BEYOND) 6"-
T SECTION A -A
5' MIN. SIDEWALK
GROOVE JOINT
GROOVE JOINTS
4'x4'
6" THICK
CONCRETE
WINGS
(OPTIONAL)
�^ PLAN
RESIDENTIAL DRIVEWAY (TYPE 1)
FOR 2'-0" VALLEY GUTTER
ROADWAY CENTERLINE
EDGE OF TRAVIEL LANE
RIGHT OF WAY
CURB a GUTTER -
ADA RAMP LOC.
20* 25' 20' . PAVED TURNOUT
FAIN. MIN. MIN. (MATERIAL TO MATCH tRAVEL LANES)
CONCRETE PAD
FOR CBU
CBU
NOTE:
TURNOUT NOT REQUIRED IF ALL THE FOLLOWING
CONCRETE PAD CONDITIONS ARE MET:
ADA RAMP LOC, FOR CBU AbT s 300
CBU LANE WIDTH ;a 15'
NO BIKE LANE
CBU LOCATION WITH SIDEWALK
7qt-BOUT 2• CBU
MIN_
BfRM_
.5
ADA KAWI LOC.— 1
CONCRETE PAD
FOR C6U
7'
711KNOUT I Cou
ADA 11414ip LOC CONCRETE PAD
SIDEWALK FOR CRU
CHU LOCATION WITH SIDEWALK
FIGURE 2
CBU PLACEMENT FOR C & O SECTION RESIDENTIAL LOCAL AMID COLLECTOR
SUBDIVISION! STREETS
Y2
EXPAI
JOINT
/1
NOT TO SCALE
10.27A11
0
IXG DOD EARED BOARD FENCE
CONCRETE 1}{6 DOG EARED BOARD CONCRETE
4x4 POST 2X4 BOARD 4X4 POST
(PLAN VIEW]
1}{g DOG EARED BOARD '�X4 BIIARD 4X4 POST
4x4
POST
72"11
I
PX4
BOARD
U
a
d
a
a
(SIDE VIEW) (ELEVATION VIEW)
72
.
a
a a
CONCRETE
ro
a
BUFFER SCREENING FENCE
�t4h%o
���, \\-\ A�Ro�ff�f
� O ESS�O N16�
THE ISAACS f Q 9� f
GROUP, P.C. SEAL
ENGINEERING &
ND SURVEYING �� 026462
N0. C-1069
FNG I N
Digitally signed by Anthony
B. Cowan, P.E.
Date: 2017.12.11
09:14:51-05'00'
P:\Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Design Drawings\Current\SHEETS\16157-DE.dwg, C9.6, 12/9/2017 10:39:09 AM, bcowan, 1:1

CONTINUOUS LINES
EDGE LINE
YELLOW OF WHITE
GIs"
LANE LINE
WHITE
4" I6er
CENTER LINE
4" {6rr
YELLOW
GORE LINE
WHITE
DIAGONAL LINE
12" 45 MPH OR HIGHER
YELLOW OR WHITE
S" LESS THAN 45 MPH
CROSSWALK LINE
8" TRANSVERSE
WHITE
24" LONGITUDINAL
RxR LINE
1 fi"
WHITE
STOP OR TRANSVERSE BAR
24„
WHITE
1O'-30'/SP SKIP LINE
UNLESS OIHERWISED SHOWN, USE TO'-3U'13P SKIPS FOR
SHIP LANE LIKES AND SKIP CENTER LINE$.
1 a' ao'
I GZZZ= 416"
YELLOW OR WHITE
3'-3'/SP MINI -SKIP LINE
UNLESS 0711ERWISED SHOWN, USE V-3'+SP HINT -SKIPS FOH
THE WHITE EDGE LINE ENTENSIONS AT ROUNDABOUTS.
3' 3'
I12"
WHITE
2'-6'/SP MINI -SKIP LINE
UNLESS OTHERWISED r]"M , USE W-WISP MINI -SKIPS FOR
LANE LINE EXTENSIONS THFOUCIH I NTE4i SECT IONS, EDGE LINE
EXTENSIONS 1HROUGH INTERSECTIONS AND MINI -SKIPS
Q8EO FON 6 1CYCLE LANE LIAES-
2' 8'
Cx o 4"I6"
YELLOW OR WHITE
3'-9'/SP MINI -SKIP LINE
UNLESS OTHEAWISED SHOWN, USE 3'-9'1SP MINI -SKIPS FOR
1AINI-SKIP LANE LINES AND LINE EXTENSIONS THFIOUGH TAPERS,
3' 9'
WHITE
GENERAL NOTES:
1- USE G" LINE, EDGE, AND CENTER LINES ON ALL FULL CONTROL OF ACCESS FACILITIES AND OTHEfi ROUTES
AS DIRECTED BY THE ENGINEER.
2- LANE LINES INDICATED AS "WIDE" ON THE ROADWAY STANDARD DRAWINGS SHALL BE AT LEAST TWICE THE WI07H
OF THE NORMAL LINE,
3- GORE LINES SHALL BE TWICE THE WIDTH OF THE NORMAL LINE.
EDGE LIFE OFFSET DETAIL
�2" MAS{. REFER ALSO TO TABLE 1
E.4,T,
CENTER LINE OFFSET DETAIL
LANE LINE OFFSET DETAIL
TABLE 1
EDGE LINE OFFSETS FOR 2-LANE, 2-WAY ROADWAYS
WITH UN -PAVED SHOULDERS
WIDTH (W) OF
TRAVEL PAVEMENT
MAY. EDGE LINE 6MET
FROM E.O.T.
MINIMUM LANE
WIDTH (W
16' - 18'
2"
B' 9'
19'
4"
9'
20,
6"
9. 5'
21'
$"
101
22'
10"
1 W
23,
10"
10. 5'
24'
1'
11'
26'
2'
1 1 '
2 B'
2'
12'
32'
4'
1 12'
LEGEND
W = WIDTH OF TRAVEL LANE
E.O.T.= EDGE OF TRAVEL
* DIRECTION OF
6 TRAFFIC FLOW
2" TOWARDS LEFT SIDE
OF TRAVELWAY
SEE EDGE LINE TWO-WAY UNDIVIDED ROADWAY
OFFSET DETAIL
CL-
w
SEE EDGE LINE
OFFSET DETAIL
SEE CENTER LINE
OFFSET DETAIL
41
TWO-WAY UNDIVIDED ROADWAY
SEE EDGE LINE
OFFSET DETAIL WITH TWO-WAY LEFT TURN LANE
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11 �
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SHEET 1 OF 2
1205.01
z
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w<zLL.
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ca
-- --
- - -=
CD
w
ZDO
LLI
LL
SEE CENTER LINE
Cc
❑
1
0
SEE EDGE LINE
OFFSET DETAIL
❑
OFFSET DETAIL
�
�
z
❑
H
ti7
z
Z
W
W
W
SEL EDGE LINE
MULTI -LANE ROADWAY
>
Lu
OFFSET DETAIL
�
ct
C J
W * Cc
�ti W
SEE EDGE LINE SEE LANE LINE
OFFSET DETAIL OFFSET DETAIL
DIRECT TAPER TURN LANE TURN LANE BAYS < 125 FT.
WHITE a' -WISP MINI -SKIP LINE WHITE 3'-9'/SP MINI -SKIP LINE
WHITE LANE - �-
END OF TAPER _- _ _ _ - LINE - - - -
TAPER TAPER
1O' TURN LANE ARROW CENTERED IN
BAY TURN LANE SAY
TURN LANE BAYS 125 - 260 FT. WHITE LANE LINE - - - - WHITE 3'-9')SP MINI -$KIP LINE
F .0
TAPER
$0'
TURN LANE BAY
TURN LANE BAYS 250 FT. OR GREATER
dd
WFCITE LANE LINE
CENTER BETWEEN FIRST AND LAST ARROWS
WHITE 3'-9'1SP MINI -SKIP LINE
TAPER
so'
TURN LANE BAY
LEFT TURN LANE DEVELOPED FROM TWO-WAY TURN LANE
WHITE LANE LINE, CENTER BETWEEN FIRST WHITE 3'-WISP MINI -SKIP LINE
LENGTH OF BAY AND LAST AR9 0WS
TWO-WAY LEFT TURN LANE
80'
TURN LANE BAY 160'
SAME PAVEMENT MARKING LINES, NUMBER OF ARROWS,
AND ARROW SPACING APPLY AS FOR THE VARIOUS
DOUBLE TURN LANES TURN LANE BAY LENGTHS SHOWN ABOVE
4W WHITE SKIP LANE LINE - - - - - -
WHITE 3'-9'/SP MINI -SKIP LINE
WHTTE LANE LINE, I LENGHT OF MAY WHITE LANE LINE, LENGHT OF BAY
UP TO 125' MAX. UP TO 250' MAX, T
— — r — _ _-� -
WHITE 2'-S'/SP MINI -SKIP fm
LINE•' TAPER
fi0' CENTER BETWEEN FIRST -I
TURN LANE BAY AND LAST ARROWS
SHEET 2 OF 2
1205.01
Z
F- >-
¢<
0C
IL i —CL
4❑fix
w<<LL
OF-LL.0ir w
Q❑Ci}D1-4 �
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Lu
x
LL
IZi 2
Qcc
~
CC
z
z Z cr
uj
❑ CL
Q
0
IY
GENERAL NOTES:
LEGEND
1- USE THE GUIDANCE SHOWN ABOVE IN CONJUNCTION WITH THE INTERSECTION GUIDANCE SHOWN ON ROADWAY STANDARD DRAWING 1205.04. PAVEMENT MARKING SHEET 1 OF 1
2- THE NUMBER OF ARROWS SHOWN IS THE MINIMUM REQUIRED. USE ADDITIONAL ARROWS AS DIRECTED BY THE ENGINEER. H� SYMBOL 1205.
205. 0 j
STRAIGHT ARROW1 RIGHT OR LEFT COMBINATION STRAIGHTAN01 COMBINATION LEFT AND z
TURN ARROW LEFT OR RIGHT TURN ARROW1 RIGHT TURN ARROW 0
2❑"
20 SAME DIMENSIONS APPLY AS FOR Q Q
B 4" THE LEFTIRIGHT TURN ARROW Q 1--
-Z —7 `
96 36" LL C5 I -I
13 � - OpSZ
g W CL
Z LL
_ I—C3ir0CD
? � "
Lu
— �A
COMBINATION LEFT AND STRAIGHT c LL 0
if Tw 14" � " AND R IGHT TURN ARROW p � U) <
61
�*RI�4
�14riR=4U' wR=28"SAME DIMENSIONS APPLY AS FOR THE COMBINATI❑N STRAIGHT
cv 4 AHO LEFT/RIGHT TURN ARROW
32" 12" 12"
R=26" 6'- 4"
MERGE ARROW ELONGATED STRAIGHT ARROW WRONG -WAY RAMP ARROW
cc
LL Lu
CRYSTAL/RED
-g" PAVEMENT MARKER $' � rY�.
2' IO $ D1 P 8. - H Lu
on 00 2 LE Em OF RAMP
j14F C3
14" 8+ <
TYP. 2' 6' Z C]
14'-14if4" il] W co
J
RAMP ARIROW Q
A7 E7[IT RAMP
12' O
GENERAL NOTES: * cr-
1- USE THE COLOR WHITE FOR ALL PAVEMENT MARKING SYMBOLS. y
2- DO NOT LOCATE PAVEMENT MARKING SYMBOL$ AS TO ENCROACH INTO INTPRSECTION AREAS. +
3- DO NOT PLACE SYMBOLS ACROSS TRANSVERSE EXPANSION JOINTS DN PORTLAND CEMENT
CONCRETE PAVEMENT$, UNL,FS$ APPROVED BY THE ENGINEER.
RAMP ARROW
4- CONFORM ALL SYMBOLS TO THE FHWA "STANDARD HIGHWAY SIGNS" MANUAL WHICH INCLUDES AT EXIT RAMP
PAVEMENT VARKTNGS AND STANDARD ALPHABET$ (REFER TO SHEETS $ THRU 9)DIMENSIONS NOTE IUD x
CAN VARY AMONG MANUFACTURERS, THEIIEFORE SLIGHT VARIANCES ARE ACCEPTABLE- -
HOWEVER, ALL SYMBOLS ARE REnUIREO TO BE APPROVED BY THE DEPARTMENT, I- WHEN INSTALLING GOLD APPLIED PLASTIC ON CONCRETE, IT IS RECOMMENDED SHEET 1 ❑F 9
TO USE COLD APPLIED PLASTIC WITH A BLACK CONTRASTING BOLDER. 1205.081
1-A}df111=1 T }pia TR,� At�s 1=R '�.AT."Nta T-iLF=TG .7N SAMF r7nFi�TI.'r'N I i
OMfIE 010-A LIN=Ei h y
_�� 1�
WHITE
ULAGOVAL LI.N:W
;1iHEV.1�lh ;
7- . .
HLUIAN ISLAAD SLPARA 1 INU l lgAj 1 IL 1.4 CPl=«;Iaa.LllU 011RL0I Lu'AU,
D AIBLE YELLC4
CEN.EII -1NE31 rA
L
2
Y-LLCkV
:ACH N,A,L L..NES
2: `. Si )FE-)
OF Ff :a EMENT OR i X0Ul_3_r� I.a�,`:I1C'OUL-
'r
W 1-7r
31J75ID= C.C.T. . /'HfI
9R SiE� I.F1FR IAG3VA_ LINE {17,aL
'2"' 3-01;L)
YELLCK
{:ENERA'- XC: ES:
1- '-' = 3'ACING CF mAGONA- LINES ;--"FICALLY E3JA- IN FEE-- TC --HE '4•ST--D S'EE; -I
2 INOPEA21 SPAGIAC OF DIACCNAL'rS T* 2OC' Or! NOVE CN IA7El1.:TATE 3?:IAD AYE:.
3- A--JU$T SRAC-Na 0= '�IA33UA-S ;=PEVD-KC- ON THE LENGTH or --HE "ELAND. $PAYIN$
WAY LIE ,Auj:s'.'k.; AS y; It.RM P E: by .'HE _N:iIN:EH,
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17 �
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i Uill_l;l'1C�d 3F
SLOPE AS INDICATED ON PLANS
PLACE GROOVE OR �{
BELL END OF PIPEI9 /
TO FACE OF WALL
S
I — r
I I I E r N-
I
CONC.
PIPE � #4-BARS
P LAN "' ~ � 12"
e
FDOTING
(IF CONST. JOINT IS USED) DOWEL
G G END ELEVATION BAR-"Xrr
I I
I I I I I I I I l l
I I
L DOWEL
OPTIONAL CONSTRUCTION JOINT
ELEVATION
DOWELS IN ENOWALL WITH REINFORCED CONCRETE PIPE
LOG,
PIPE
DIA.
SINGLE PIPE
DOUBLE PIPE
15"
18"
24"
30"
36"
42"
48"
15"
15"
24"
30"
36"
42"
4s"
BARS
"xH
"xu
ux"
nxu
"x"
"x"
Y•
"xu
Y*
nx"
ux"
"x"
"x,r
"xn
uxu
y.
ux+
Y'
G
QTY.
2
2
3
3
4
4
2
5
2
2
2
3
3
4
4
2
5
2
M
QTY.
-
-
-
-
-
-
-
1
1
2
2
2
2
3
G
QTY.
2
2
3
3
4
4
5
2
2
3
3
4
4
5
TOTAL LBS.
9
9
14
14
1 19
55
65
1 12
1 121
19
1 19
23
77
92
DIMENSIONS AND CONCRETE QUANTITIES
USING CONCRETE PIPE
COMMON DIMENSIONS
SINGLE PIPE
DOUBLE PIPE
D
H
B
G
T
S
L
YD3
M
L
YD9
15"
3' 3"
10B"
2'-9n
2%"
9lt„
5'_B"
0.7
2'-2„
7'-8"
1 ❑
18"
3'-7"
1'-10"
3'-2"
21,t"
10"
6'-4"
1.0
2'-7"
8'-11"
1.3
24"
4'-2"
2'-1"
4'-0"
3"
10"
W-0"
1.5
3' .9"
11'-5"
2.0
30"
5%0"
2'-15"
4'-7"
414"
1131 .,
9-2
9-3 9.3
4'-3"
13'-5"
3.1
36"
5'-B„
2' B"
5'-6"
4k„
IIIt„
11, 0„
3.4
5' 0"
16'-0"
4.5
42"
6'-2"
3'-1"
$'-4"
514"
111,42"
12'-B"
4.5
5'-10"
18'-6"
6.0
48"
6'-9"
3'-5"
7'-2"
534
115t"
14'-4"
6.0
6'-8"
2l'-0"
1 B 0
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Digitally signed by
Anthony B.Cowan, P.E.
Date: 2017.12.11
09:15:10-05'00'
838.01
*SEE SHEET 3
838.01
PAActive Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Design Drawings\Current\SHEETS\16157-DE.dwg, C9.7, 12/9/2017 10:41:27 AM, bcowan, 1:1

TWO-WAY UNDIVIDED (L-LINES)
END 0'..
G2D-2a48"x24 ..%d8"
ROADWAYS INTERSECTING ALONG TWO-WAY UNDIVIDED WORK ZONE
WAIN ROADWAY WORK ZONE
WORK
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GENERAL NOTES
1- 00 NOT INSTALL ADVANCE WARNING SIGN$ PURE THAN 3 DAY$ PRIOR TO BEGINNINO OF WORT(
UNLESS COVERED.
2- SIGNS SHOWN ARE REQUIRE❑ FOR WORK ZONES THAT WILL REMAIN IN EFFECT LONGER THAN 3
CONSECUTIVE DAYS,
3- ALL SIGN SPACING DIMENSIONS ARE APPROXIMATE, FIELD ADJUST AS NECESSARY DR AS DIRECTED.
4- ERECT SIGNS PER RSD 1110.01. PAYMENT FOR WOOD POSTS, 3LE STEEL U-CHA14NEL AND SQUARE
STEEL TUBING POSTS WITH SIGNS WILL BE MADE ACCORDING TO STANDARD SPECIFICATIONS FOR
WORK ZONE SIGNS.
5- WHEN NECESSARY, USE SPLICING IN ACCORDANCE WITH RSD. 1110.01.
6- DO NOT BACK BRACE SIGN SUPPORTS.
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IF VEHICLE QUEUES WILL REACH WITHIN 15' OF EITHER SIDE OF ACTIVE RAILROAD TRACKS,
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THE POSTED SPEED LIMIT. 2-
IF ROADWAY WIDTH IS LESS THAN 22 FEET (EOF TO EDPjj CONES MAY NOT BE REQUIREO
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EXTEND LANE CLOSURES A7 THE BUFFER SPACE % CH TRAT $TOPPING SIGHT DISTANCE IS
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DO NOT STOP TRAFFIC IN ANY ONE DIRECTION FOR MORE THAN 5 MINUTES AT A TIME.
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MOUNT SIGN G20-4 "PILOT CAR FOLLOW ME" AT A GONSPICUOUS POSITION ON THE REAR OF
7,
DflUMS OR SKINNY DRUMS MAY BE USED IN LIEU OF CONES. REFER TO RSO. 1180.01
THE PILOT VEHICLE.
FOR SKINNY DRUM REQUIREMENTS.
5-
FLAGGERS TO TRAFFIC AFFECTED BY THE LANE
00 NOT INSTALL MORE THAN ONE 4ij_ RAILS CF LANE LEGEND
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USE CONTROL AT INTERSECTIONS CLOSURE.
SUPPLEMENT FLAGGERS LOCATED AT INTERSECTIONS WITH FLAGGER AHEAD SIGNS
CLOSURE MEASURED FROM THE BE SryNNING OF THE MERGE
TAPER M THE END OF THE LANE CLOSURE.
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SIGNALS INNTHEVANCE FL-ASHQMODEEANDAUSERLAWQENFORCEMENT, 6-
ADVISE RESIDENTS AND BUSINESSES WITHIN THE LANE
CLOSURE LIMITS ABOUT MLIH098 OF SAFE EGRESS AND 1 GONE
3-
REFER TO THE CURRENT MUTCO FOR FLAGGER CONTROL, REat)IREMENTS, AND PROCEDURES.
INGRESS FROM DRIVEWAYS DURING FLAGGING AND PILOT
CAR OPERATIONS. IQ
10-
DO NOT EXCEED A 1 MILE LANE CLOSURE LENGTH UNLESS OTHERWISE SHOWN IN THE TMP OR
PQRTABLE SIGN
SHEET 1 OF 14
AS DIRECTED BY THE ENGINEER.
DIRECTION OF TRAFFIC FLOW
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USE THIS DETAIL FOR OPERATIONS SUCH AS ERECTION AND REMOVAL OF OVERHEAD SIGNS, BRIDGE
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IMPLEMENT THIS TYPE OF ROAD CLOSURE DURENG PERIODS OF LOW TRAFFIC VOLUMES. DEPLETE
LEGEND
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THE EXISTING TRAFFIC QUEUE BEFORE RECLOSING THE ROADWAY TO TRAFFIC IF MULTIPLE
CLOSURES ARE REQUIRED.
FO PORTAELE SIGN
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4-
REFER TO RSD. 1101.11, SHEETS 2 & 4, FOR SIGN SPACING ANO DUFFER SPACE.
f FLAGGER
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SHEET 8 DF 9
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LAW ENFORCEMENT MAY BE USED TO SUPPLEMENT FLAGGER, A$ DIRECTED BY THE EN41NEER.
CM LAW ENFORCEMENT
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GENERAL NOTF-S
1- ACHIEVE BALLASTING BY USING SPECIAL WEIGHTED BASES SUCH AS SAND BAG RINGS, DOUBI-INO
CONES, OR BASES THAT CAN BE FILLED WITH BALLAST. SEVENTY PERCENT OF THE WEIGHT OF THE
CONE MU5T BE IN THE BASE. USE BALLAST'S THAT 00 NOT PRESENT A HAZARD WHEN STRUCK.
2- ALL CONES MUST BE LISTED ON THE DEPARTMENT'S APPROVED PRODUCTS LIST.
SHEET 1 DF 1
1135.01
11
TYPE III BARRICADE
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12" MAX. Wr s dEW S A� 1 S" iYP.
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HORIZONTAL FLAILS FOR MAY BE CONSTRUCTED CF APPROVED COMPOSITE, li0LLOWlCOkRUaATLD
EXTRUDED RIGID POLYOLEFIN, HIGH DENSITY POLYETHYLENE, OR OTHER NCDDT APPROVED MATERIAL.
2-
BARRICADE SHALL BE LIMITED TO A WAXIMUM LENGTH OF 8 FT UNLESS NCHRP 350 CRASH TESTED
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ONLY NCDOT APPROVED COMPOSITE AND ROLL -UP SIGNS MAY BE MOUNTED ON THE BARRICADE RAILS.
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WIND AND TRAFFIC CONIiITIONS,
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BA.RRIOADL MUST BE NCHRP 350 FOR CATEGORY TI DEVICES AND NCDOT APP#;CVED WITH STABILIZER
11
BAR OR ADEQUATE LATERAL BRACING.
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ASSEMBLY OF THE GENERIC BARRICADES MUST BE $ELF CERTIFIF4 8Y THE ASSEMBLER.
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BARRICADES USED TO CLOSE A ROADWAY SHALL EXTEND ACROSS THE ENTIRE ROADWAY. WHERE
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STRIPES ON WORT( ZONE BARRICADE RAILS SHALL BE ALTERNATE ORANGE AND WHITE
RETRQREFLECTIVE STRIPES, SLOPED DOWN1WARO TOWARDS TiiE SIDE WHICH TRAFFIC IS 70 PASS OR
TURN IN DETOURING. WHERE NO TURNS ARE INTENDED, THE $TRIPES SHOULD SLOPE ❑OWNWAPD
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TOWARD THE CENTER OF THE BARRICADE OR BARRICADES.
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USE RED AND UNITE STRIPES FOR PERMANENT BARRICADES.
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ALL BARRICADES MUST BE LISTED ON THE DEPARTMENT'S APPROVED PRODUCTS LIST.
11-
PLACE MANUFACTUREWS !TAME AND FEDERAL HIGHWAY ADMINISTRATION'S NCHRP 350 APPROVAL
LETTER NUMBER ON BARRICADE FRAME,
12-
PLACE SANDBAGS OR OTHER APPROVED BALLASTING 1AETHODS QN THE FEET OF THE FRAME. DO NOT
PLACE SANDEAQ$ ON TOP OF A STRIPE❑ RAIL OR STABILIZER dAfi. ❑O NOT BALLAST BARRICADES BY
HEAVY OBJECTS SUCH AS ROCKS, CHUNKS OF CONC:RETE< OR OTHER ITEMS THAT WOULD CAUSE DAMAGE
IF THE BARRICADE IS STRUGK BY A VEHICLE.
1145.01
STOP/SLOW PADDLE
STOP:
LEBENR-HHIrD RTLECTORI2EC
60RaER HHLTE REFLECTI]RIZED
51A50flWND-RED REFLE07CKIZM
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Rom FOR DPERATIWIS THAT ARE RESTRICTED FROM OWJ O NSK TO DANLY,
USE fleFLEOWMI2CD LEOENUC, 90RDERS AND eArKC CAJN08.
FLAGGER AND PADDLE PLACEMENT
GENERAL NOTES
1- USE HAND SIGNALING DEVICES SUCH AS STOP -SLOW PADDLES, FLASHLIGHTS TO CONTROL TfiAFFIC.
USE STOP -SLOW PADDLES AS THE PRIMARY DEVICE.
2- FABRICATE STOP SLOW PADDLES FROM SHEET METAL OR OTHER LIGHT SEMI RIGID MATERIAL,
PROVIDE A RIGID HANDLE 4F SUFFICIENT LENGTH SO THE PADDLE IS HELD AT 6-7' ABOVE GROUND
LEVEL.
3- PROVIDE STOPPING SIGHT DISTANCE T9 EACH FLAGGER STATION, REFER TO RSD. 1101,11,
SH EET 2.
4- ILLUMINATE FLAGGER STATIONS DURINO NIGHT OPERATIONS,
5- FOLLOW FLAGGER QUALIFICATIONS AND METH00S OF HAND -SIGNALING PROCEDURES IN ACCORDANCE
WITH PART VI OF THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES.
6- ALL FLAGGERS MUST BE CERTIFIED BY AN NCDDT APPROVED TRAINING RESOURCE.
�I I� SIGN TO SE ELEVATED 9-V
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41F SIGN
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CALL 1-800- A
N.C. ONE-CAIT'S TH���
Digitally signed by Anthony
�B.{�d- Cowan, P.E.
�cJ Lam'^- - __ Date: 2018.01.18
13:44:13-05'00'
Project:
WEDDINGTON GLEN
WEDDINGTON, NORTH CAROLINA
Title:
DETAILS AND SPECIFICATIONS
NO. BY DATE REVISION File #: 16157-DE.DWG Date: 06/28/17 Project Egr: ABC
1 RER 1 17 18 PER NCDOT COMMENTSLL-j
Design By. ABC
// I S A A C So Drawn By. RER
CIVIL ENGINEERING DESIGN AND SURVEYING C
0 Scale: NTS
8720 RED OAK BOULEVARD, SUITE 420 C9.8
CHARLOTTE, N.C. 28217
PHONE [phone] FAX [phone]
P:\Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Design Drawings\Current\SHEETS\16157-DE.dwg, C9.8, 1/18/2018 1:19:02 PM, rrovillos, 1:1

GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
Implementing the details and specifications on this plan sheet will result in the construction
activity being considered compliant with the Ground Stabilization and Materials Handling
sections of the NCGO1 Construction General Permit (Sections E and F, respectively). The
permittee shall comply with the Erosion and Sediment Control plan approved by the
delegated authority having jurisdiction. All details and specifications shown on this sheet
may not apply depending on site conditions and the delegated authority having jurisdiction.
N E: GROUND STABILIZATION
Ri
quired Ground Stabi
ization 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 aeainst accelerated erosion until Dermanent around stabilization is achieved.
GROUND STABILIZATION SPECIFICATION
Stabilize the ground sufficiently so that rain will not dislodge the soil. Use one of the
techniques in the table below:
Temporary Stabilization
■ Temporary grass seed covered with straw or
other mulches and tackifiers
• Hydroseeding
• Rolled erosion control products with or
without temporary grass seed
• Appropriately applied straw or other mulch
• Plastic sheeting
Permanent Stabilization
• Permanent grass seed covered with straw or
other mulches and tackifiers
• Geotextile fabrics such as permanent soil
reinforcement matting
■ Hydroseeding
• Shrubs or other permanent plantings covered
with mulch
• Unitorm 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.
In 4&NORTH CAROLINA
Environmental Quality
ONSITE CONCRETE WASHOUT
STRUCTURE WITH LINER
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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.
NCGO1 GROUND STABILIZATION AND MATERIALS HANDLING
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
iduring normal
Inspection records must include:
business hours)
(1) Rain gauge
Dally
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 it a site inspection is
needed). Days on which no rainfall occurred shall be recorded as
"zero." The pern)fttee may use another rain -monitoring device
approved by the Division.
(Z) 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,
At least once per
G. Description, evidence, and date of corrective actions taken.
1. Identification of the discharge out falls inspected,
(3) stormwater
discharge
7calendar 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.
G. Description, evidence, and date of corrective actions taken.
(4) Perimeter at
At least once per
It aisihle 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.
(s) Streams -or
At least once per
If the stream or wetland has increased visible sedirentation or a
wetlandsonsite
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. DescrIptian, evidence and date of corrective actions taken, and
accessible)
event a 1.0 inch in
2. Records of the required reports to the appropriate Division
24 hours
Regional Office per Part ]II, section C, Item (2jla) 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 III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION B: RECORDKEEPING
1. E&SC Plan Documentation
The approved E&SC plan as well as any approved deviation shall be kept on the site. The
approved E&SC plan must be kept up-to-date throughout the coverage under this permit.
The following items pertaining to the E&SC plan shall be kept on site and available for
inspection at all times during normal business hours.
Item to Document
(a) Each E&SC measure has been installed
and does not significantly deviate from the
locations, dimensions and relative elevations
shown on the approved E&SC plan.
(b) A phase of grading has been completed.
(c) Ground cover is located and installed
in accordance with the approved E&SC
plan.
(d) The maintenance and repair
requirements for all E&SC measures
have been performed.
(e) Corrective actions have been taken
to E&SC measures.
Documentation Requirements
Initial and date each E&SC measure on a copy
of the approved E&SC plan or complete, date
and sign an inspection report that lists each
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.
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.
Initial and date a copy of the approved E&SC
plan or complete, date and sign an inspection
report to indicate compliance with approved
ground cover specifications.
Complete, date and sign an inspection report.
Initial and date a copy of the approved E&SC
plan or complete, date and sign an inspection
report to indicate the completion of the
corrective action.
2. Additional Documentation to be Kept on Site
In addition to the E&SC plan documents above, the following items shall be kept on the
site and available for inspectors at all times during normal business hours unless the
p g ,
Division provides a site -specific exemption based on unique site conditions that make
this requirement not practical:
(a) This General Permit as well as the Certificate of Coverage, after it is received.
(b) Records of inspections made during the previous twelve months. The permittee shall
record the required observations on the Inspection Record Form provided by the
Division or a similar inspection form that includes all the required elements. Use of
electronically -available records in lieu of the required paper copies will be allowed if
shown to provide equal access and utility as the hard -copy records.
3. Documentation to be Retained for Three Years
All data used to complete the a-N01 and all inspection records shall be maintained for a period
of three years after project completion and made available upon request. [40 CFR 122.41]
PART II, SECTION G, ITEM (4)
DRAW DOWN OF SEDIMENT BASINS FOR MAINTENANCE OR CLOSE OUT
Sediment basins and traps that receive runoff from drainage areas of one acre or more shall use outlet structures that withdraw water from the surface when these devices need to be drawn down
for maintenance or close out unless this is infeasible. The circumstances in which it is not feasible to withdraw water from the surface shall be rare (for example, times with extended cold weather)
Non -surface withdrawals from sediment basins shall be allowed only when all of the following criteria have been met:
(a) The E&SC plan authority has been provided with documentation of the non -surface withdrawal and the specific time periods or conditions in which it will occur. The non -surface withdrawal
shall not commence until the E&SC plan authority has approved these items,
(b) The non -surface withdrawal has been reported as an anticipated bypass in accordance with Part III, Section C, Item (2)(c) and (d) of this permit,
(c) Dewatering discharges are treated with controls to minimize discharges of pollutants from stormwater that is removed from the sediment basin. Examples of appropriate controls include
properly sited, designed and maintained dewatering tanks, weir tanks, and filtration systems,
(d) Vegetated, upland areas of the sites or a properly designed stone pad is used to the extent feasible at the outlet of the dewatering treatment devices described in Item (c) above,
(e) Velocity dissipation devices such as check dams, sediment traps, and riprap are provided at the discharge points of all dewatering devices, and
(f) Sediment removed from the dewatering treatment devices described in Item (c) above is disposed of in a manner that does not cause deposition of sediment into waters of the United States.
EFFECTIVE: 04/01 / 19
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).
(c) Releases of hazardous substances in excess of reportable quantities under Section 311
of the Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Section 102 of CERCLA
(Ref: 40 CFR 302.4) or G.S. 143-215.85.
(d) Anticipated bypasses and unanticipated bypasses.
(e) Noncompliance with the conditions of this permit that may endanger health or the
environment.
2. Reporting Timeframes and Other Requirements
After a permittee becomes aware of an occurrence that must be reported, he shall contact
the appropriate Division regional office within the timeframes and in accordance with the
other requirements listed below. Occurrences outside normal business hours may also be
reported to the Department's Environmental Emergency Center personnel at (800)
858-0368.
Occurrence
Reporting Timeframes (After Discovery) and Other Requirements
(a) Visible sediment
. Within 24 hours, an oral or electronic notification.
deposition in a
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 3D3(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
• 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 f40 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 140 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(1)(7)]
prevent reoccurrence of the noncompliance. [40 CFR 122.41(l)(6).
■ Division staff may waive the requirement for a written report on a
case -by -case basis.
NORTH CAROLINA
4 Enylronmentat Quality
BEFORE YOU DIG
STOP
CALL 1-800-632-4949
N.C. ONE -CALL CENTER
IT'S THE LAWI
1 1
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SEAL
026462 _+
F THE ISAACS 'y
GROUP, P.C.
ENGINEERING &
AND SURVEYINC
, NO. C-1069 ,
Digitally signed by Anthony
OZ(� B. Cowan, P.E.
�D Date: 2021.10.15
08:40:01-04'00'
I NCGO1 SELF -INSPECTION, RECORDKEEPING AND REPORTING I EFFECTIVE: 04/01/191
P:\Active Projects\Hopper Communities\Weddington Matthews Rd Dev 16157\Engineering\Design Drawings\Current\SHEETS\16157-DE.dwg, C9.9, 10/15/2021 8:39:06 AM, ohenawi, 1:1