20150995 Ver 3_Park Depot Greenway_Plan_Sheets (Redline)_20200717

42
See Sheet I -A For Index Of Sheets
See Sheet 9-B For Conventionol Sheet Symbols
Products Rd.
401 55
FUQUAY- NA
U
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BEGIN PROJECT
OLD HONEYCUTT
PARK
VICINITY ti AP
2
0
0
END PROJECT
55 �'
WAKE COUNTY
UTILITY AND GOVERNING AGENCIES CONTACT LIST:
WATER COMPANY
TOWN OF FUQUAY-VARINA UTILITIES DEPT
401 OLD HUNEYCUTT ROAD
FUQUAY-VARINA, NC 27526
[phone] TEL
CONTACT: CHRIS GRIMES
SANITARY SEWER COMPANY
TOWN OF FUQUAY-VARINA UTILITIES DEPT.
401 OLD HUNEYCUTT ROAD
FUQUAY-VARINA, NC 27526
[phone] TEL
CONTACT: CHRIS GRIMES
NATURAL GAS COMPANY
PSNC ENERGY
2451 SCHIEFFELIN ROAD
APEX, NC 7502
[phone] TEL
CONTACT: NAKIMA BOGAN
FUQUAY-VARINA FIRE DEPARTMENT
401 OLD HUNEYCUTT ROAD
FUQUAY-VARINA, NORTH CAROLINA 27526
[phone] TEL
CONTACT: ANTHONY MAULDIN
EROSION CONTROL
NCDENR
DIVISION OF LAND RESOURCES
3800 BARETT DRIVE
RALEIGH, NORTH CAROLINA 27609
[phone] TEL
CONTACT: JOE DUPREE
ENGINEERING DEPARTMENT
TOWN OF FUQUAY-VARINA
ENGINEERING DEPARTMENT
401 OLD HONEYCUTT ROAD
FUQUAY-VARINA, NORTH CAROLINA 27526
[phone] TEL
CONTACT: TRACY STEPHENSON
TOWN:
TOWN OF FUQUAY-VARINA
PUBLIC WORKS DEPARTMENT
401 OLD HONEYCUTT ROAD
FUQUAY-VARINA, NC 27526
[phone] TEL
[phone] FAX
CONTACT: TRACY STEPHENSON, P.E.
POWER COMPANY
DUKE -PROGRESS ENERGY
9920 FAYETTEVILLE ROAD
RALEIGH, NC 27603
[phone] TEL
CONTACT: BEN BETTS
TELEPHONE COMPANY
CENTURY LINK
206 W. CUMBERLAND ST
DUNN, NC. 28334
[phone] TEL
CONTACT: GARY NORRIS
CABLE TELEVISION COMPANY
TIME WARNER CABLE
101 INNOVATION AVE, SUITE 100
MORRISVILLE, NC 27560
[phone] TEL
CONTACT: DALE RADFORD
DEPARTMENT OF TRANSPORTATION
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
DIVISION 5 DISTRICT 1 OFFICE
4009 DISTRICT DRIVE
RALEIGH, NORTH CAROLINA 27607
[phone] TEL
CONTACT: REID ELMORE
PLANNING DEPARTMENT
TOWN OF FUQUAY-VARINA PLANNING DEPARTMENT
401 OLD HUNEYCUTT ROAD
FUQUAY-VARINA, NORTH CAROLINA 27526
[phone] TEL
[phone] FAX
POLICE DEPARTMENT
TOWN OF FUQUAY-VARINA POLICE DEPARTMENT
401 OLD HUNEYCUTT ROAD
FUQUAY-VARINA, NORTH CAROLINA 27526
[phone] TEL
CHIEF OF POLICE: LAURA FAHNESTOCK
SURVEYOR:
TOWN OF FU0 UAY VARINA
PARK DEPOT GREENWAY
FUQUAY-VARINA NORTH CAROLINA 27526
TIP PROJECT NO: U-5530GA
WBS ELEMENT: 44111.1F8
FEDERAL PROJECT NO: STP DA-05 0 7 (10)
TYPE OF WORK: GRADING, BOARDWALK, DRAINAGE, PAVING, SIGNING, AND MARKINGS
LENGTH OF PROJECT: PARK DEPOT GREENWAY: APPROX. 0.33 MILES OF NEW LOCATION GREENWAY
APPROX. 0.07 MILES BOARDWALK
NC HWY 55: APPROX. 0.05 MILES OF MEDIAN AND DITCH IMPROVEMENTS
BEGIN PROJECT
PARK DEPOT GREENWAY
y0 -L 1- Sta 10 + 01. 55
BEGIN BOARDWALK
.9 -L 1- Sta 12 + 50.00
C�
i
.I
\I
KNOWN DEVELOPER IMPROVEMENTS
IN DESIGN/CONSTRUCTION
REVISION TO INCORPORATE THESE
DESIGNS AFTER AWARD
KIMLEY-HORN AND ASSOCIATES, INC. McKIM & CREED
421 FAYETTEVILLE ST, SUITE 600 200 MACKENAN COURT
RALEIGH, NORTH CAROLINA 27601 CARY, NC 27511
[phone] TEL [phone] TEL
[phone] FAX CONTACT: TIM VAN GELDER, PLS
CONTACT: ERIN THOMPSON, P.E.
END PROJECT
PARK DEPOT GREENWAY
42- Sta 30+92.00
END CONSTRUCTION
-Y2- STA. 13 + 05.50
'o
�G
QG
UNNAMED TR/B TO
BLACK CREEK
END BOARDWALK
-L 1- Sta 16 + 14.00
PREPARED IN THE OFFICE OF:
INC LICENSE #F-0102
421 FAYETTEVILLE STREET, SUITE 600
RALEIGH, NORTH CAROLINA 27601
PHONE: [phone]
K 1 liley))) Horn
©2020
,
,
,
,
,
END REVISION
-L 1- Sta 28+54.91
BEGIN REVISION
-L 1- Sta 20 +31.24
ALIGNMENT REVISION
-L 1- STA.20+31.24 TO
28+54m9l
END CONSTRUCTION
-D 1- STA. 12 + 54.49
BEGIN CONSTRUCTION
-Y2- STA. 10 + 50.00
PROJECT GRAPHIC SCALES
40 20 0 40 80
PLANS
40 20 0 40 80
111
PROFILE (HORIZONTAL)
8 4 0 8 16
PROFILE (VERTICAL)
THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN,
AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND
CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS
DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTATION BY KIMLEY-HORN AND
ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC.
FILE NUMBER
SHEET NUMBER
TOTAL SHEETS
6/11 /2020
1
XX
COPYRIGHT 0 2020
PLANS PREPARED BY:
Kimley»>Horn
421 FAYETTEVILLE ST, SUITE 600
RALEIGH, NC 27601
PHONE: [phone]
FAX: [phone]
NC LICENSE #F-0102
©2020
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KHA PROJECT:
012622011
DATE:
6-10-2020
FINAL PLANS
YI

OEDES
HAA
EXISTING
GROUND
_L1 -/ -L2
(FARK DEFOT GHLENWAY)
TYPEAL SECTON
Ll STA l0f0lo55 TO STA 12f50o00
Ll STA 16f14o00 TO STA 28f95o63
—L2— STA 29f34e86 TO STA 30f92°00
ST RIAN
�A/L
EXISTING
GROUND
EXISTING
GROUND
NOTES:
1. SEE PLANS FOR SPECIFIC MULTI -USE PATH LOCATIONS.
2. PAVEMENT EDGE SLOPES ARE 1:1 UNLESS OTHERWISE NOTED.
3. SEE PLAN SHEETS FOR MULTI -USE PATH SUPERELEVATION
TRANSITIONS. (2% MAX SUPERELEVATION)
4. SLOPE SHOULDERS FOR POSITIVE DRAINAGE.
5. SEE CROSS SECTIONS FOR SPECIFIC FILL SLOPES
FILL SLOPE 3:1 -Ll- FROM STA. 10 + 70 TO 11 + 80 LT
6. SEE PLAN SHEETS FOR SPECIFIC MEDIAN ISLAND
LOCATIONS AND TYPES
7. SEE CROSS SECTIONS AND PROFILES FOR SPECIAL
DITCH GRADES
8. GEOTEXTILE FOR SOIL STABILIZATION FROM
STA -Ll- 12 + 00 TO 12 + 50 AND FROM STA
-Ll- 16 + 14 TO 16 + 64
9. SEE PLAN SHEETS FOR PEDESTRIAN HANDRAIL LOCATIONS.
10. SEE PLANS FOR TRANSITIONS (ROM ASPHALT MULTI -USE
PATH TO CONCRETE AT SPILLWAYS
11. BETWEEN -Ll- STA. 28 + 54.91 TO 28 + 96.73 WIDEN
EXISTING 5' SIDEWALK TO 10' CONCRETE MULTI -USE PATH
HHDHSTRI
HANDB
HBYOSED
SEODENTAI
GRAVITY
WALL
_/ Ll- ([-­/�ff/� L)L[---"Ul (_7ffLL1VVV1-Ar LUI-AffLAVIIALI�) U/A NSET
/nI C/ Q
DCKT�
LAPPED
STRINGER
CTSD
r
BLOCKING—'
(TYPo) �_YPC/\L SECT ON
PEDESTRIAN
RAIL (TYP.)
Ll STA 12+50.00 TO STA 16H4.00
CSD STRUCTURES SDACD
Dl STA 20-�80000 SO STA 27-�20000
PAVEMENT SCHEDULE
Al
PROPOSED 6" CONCRETE MULTI -USE PATH
Cl
PROP. APPROX. 1.5" ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5B,
AT AN AVERAGE RATE OF 165 LBS. PER SO. YD.
J/
PROPOSED 8" AGGREGATE BASE COURSE
J2
PROPOSED 6' AGGREGATE BASE COURSE
J3
PROPOSED AGGREGATE BASE COURSE (SHOULDER - MATCH
ADJACENT BASE DEPTH)
T
PROPOSED COMPACTED EARTH MATERIAL
RI
5" MONOLITHIC CONCRETE ISLAND (SURFACE MOUNTED)
U
EXISTING PAVEMENT

EXISTING
GROUND
10'-0"
PLAN VIEW
EFFECTIVE: 12/10/09
(FARK DEFOT GREENWAY)
v i i �L-)L_ i u
THIS LINE
TYFCqL SECTUN
Ll STA 17f90a00 TO STA 18f85oOO
Ll STA 27 f35eO0 TO STA 28 f 96073
SHOULDER
0.02'/FT
PROPOSED PATH
(CONCRETE 3000 P.S.I.)
0.02'/FT
4 4
TYPICAL SECTION
JOINT FILLER ---, 1 /4"
SHOULDER
0.02'/FT
COMPACTED TO A DENSITY
OF NO LESS THAN 95%
6 1 /8" RADIUS 4e 4
1 /2"
PATH SURFACE
TRANSVERSE EXPANSION JOINT
N OTES:
1. TRANSVERSE EXPANSION JOINTS TO BE A MAXIMUM OF 50 FEET.
2. ALL CONCRETE TO BE FINISHED WITH CURING COMPOUND.
3. A 6 INCH DEPTH IS REQUIRED.
4. SAW CUT JOINTS EVERY 10 FEET OR WIDTH.
5. NO UTILITY SURFACE COVERS/PLATES/MANHOLES (i.e. WATERLINE VALVE COVERS, ETC.) SHALL BE LOCATED
WITHIN TRAIL AND SHALL BE MINIMUM 2 FEET FROM THE EDGE OF TRAIL.
6. ALL TRAILS SHALL BE LOCATED MINIMUM 5 FEET FROM THE BACK OF CURB.
STANDARD CONCRETE MULTI -USE PATH
DETAIL No.
03000.08
SHEET 1 OF 1
EXISTING
GROUND
NOTES:
1. SEE PLANS FOR SPECIFIC MULTI -USE PATH LOCATIONS.
2. PAVEMENT EDGE SLOPES ARE 1:1 UNLESS OTHERWISE NOTED.
3. SEE PLAN SHEETS FOR MULTI -USE PATH SUPERELEVATION
TRANSITIONS. (2% MAX SUPERELEVATION)
4. SLOPE SHOULDERS FOR POSITIVE DRAINAGE.
5. SEE CROSS SECTIONS FOR SPECIFIC FILL SLOPES
FILL SLOPE 3:1 -Ll- FROM STA. 10 + 70 TO 11 + 80 LT
6. SEE PLAN SHEETS FOR SPECIFIC MEDIAN ISLAND
LOCATIONS AND TYPES
7. SEE CROSS SECTIONS AND PROFILES FOR SPECIAL
DITCH GRADES
8. GEOTEXTILE FOR SOIL STABILIZATION FROM
STA -Ll- 12 + 00 TO 12 + 50 AND FROM STA
-Ll- 16 + 14 TO 16 + 64
9. SEE PLAN SHEETS FOR PEDESTRIAN HANDRAIL LOCATIONS.
10. SEE PLANS FOR TRANSITIONS FROM ASPHALT MULTI -USE
PATH TO CONCRETE AT SPILLWAYS
11. BETWEEN -Ll- STA. 28 + 54.91 TO 28 + 96.73 WIDEN
EXISTING 5' SIDEWALK TO 10' CONCRETE MULTI -USE PATH
PAVEMENT SCHEDULE
A�
PROPOSED 6" CONCRETE MULTI -USE PATH
C/
PROP. APPROX. 1.5" ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5B,
AT AN AVERAGE RATE OF 165 LBS. PER SO. YD.
J/
PROPOSED 8" AGGREGATE BASE COURSE
J2
PROPOSED 6' AGGREGATE BASE COURSE
J3
PROPOSED AGGREGATE BASE COURSE (SHOULDER - MATCH
ADJACENT BASE DEPTH)
T
PROPOSED COMPACTED EARTH MATERIAL
RI
5" MONOLITHIC CONCRETE ISLAND (SURFACE MOUNTED)
U
EXISTING PAVEMENT

NOTES:
FOR STANDARD SEGMENTAL GRAVITY RETAINING WALLS, SEE SECTION 454 OF THE STANDARD
SPECIFICATIONS.
SRW
CAP UNIT (TYP) TOP OF WALL
FOR STEEL BEAM GUARDRAIL, SEE ROADWAY PLANS AND SECTION 862 OF THE STANDARD
APPROVED SEGMENTAL
RETAINING
SPECIFICATIONS.
WALL (SRW)
UNIT (TYP)
F
(SEE NOTE FOR
SRW UNITS) '
DO NOT ATTACH FENCES OR HANDRAILS TO STANDARD SEGMENTAL GRAVITY WALLS.
MAX TOP OF WALL
DO NOT USE STANDARD SEGMENTAL GRAVITY WALLS FOR INTERSTATE HIGHWAY OR RAILROAD
STEP HEIGHT =
PROJECTS.
SRW UNIT HEIGHT
DO NOT USE STANDARD SEGMENTAL GRAVITY WALLS WHEN SURCHARGE LOADS WILL BE WITHIN
5'-6" OF THE BACK OF SRW CAP UNITS.
x
= a
DO NOT USE STANDARD SEGMENTAL GRAVITY WALLS WHEN VERY LOOSE OR SOFT SOIL OR MUCK
IS BELOW WALLS.
w �
_
SEGMENTAL RETAINING WALL (SRW)UNITS ARE APPROVED FOR EITHER 2'OR 4'MAXIMUM
V)
DESIGN HEIGHTS. FOR DETAILS AND DIMENSIONS OF APPROVED SRW UNITS AND MAXIMUM
CD
I -I H
DESIGN HEIGHTS, SEE
w
oa
C:nrlflP.(,t_f1C':Cent_[JnV�I'P.SnIII�CP.S�rP.nIt7�ICC11�PC1[JP.S�PI'nC�l1CtS_C1S2
DO NOT MIX APPROVED SRW UNITS FROM DIFFERENT VENDORS ON THE SAME STANDARD
BOTTOM
SEGMENTAL GRAVITY WALL. USE THE SAME SIZE APPROVED SRW UNITS FOR EACH WALL
OF WALL
SECTION.
BEFORE BEGINNING STANDARD SEGMENTAL GRAVITY WALL CONSTRUCTION,SURVEY WALL
LOCATIONS AND SUBMIT WALL PROFILE VIEWS (WALL ENVELOPES)FOR REVIEW. FOR WALL
8"MIN
ENVELOPES, INCLUDE BOTTOM OF WALL, EXISTING GROUND AND GRADE ELEVATIONS AND OTHER
ELEVATIONS AS NEEDED AT INTERVALS OF 25'OR LESS ALONG WALLS. DO NOT START WALL
adad
CONSTRUCTION UNTIL WALL ENVELOPES ARE ACCEPTED.
DRAIN PIPE IS REQUIRED IF GROUNDWATER IS ABOVE BOTTOM OF FOOTINGS.
~ Z—
10"MIN
STEPA
TOP OF FOOTING IN
DO NOT PLACE NO.57 STONE FOR FOOTINGS UNTIL EXCAVATION DIMENSIONS AND FOUNDATION
INCREMENTS OF SRW UNIT HEIGHT
MATERIAL ARE APPROVED.
AGGREGATE
6
(NO.57 STONE)
MIN
FOOTING
STANDARD SEGMENTAL
GRAVITY WALL - PARTIAL ELEVATION
FINISHED GRADE*
2:1 (H:V) OR FLATTER
GRADE
ELEVATION
12"
4"THICK CONCRETE
SLOPE PROTECTION \
SEPARATION
GEOTEXTILE `f
G -
o�NO.57 ,
STONE
AGGREGATE TOP OF
(NO.57 STONE) IFOOTING
FOOTING al
4" DIA. PERFORATED
DRAIN PIPE, g„
IF REQUIRED
(SEE NOTE FOR PIPE) MIN
BOTTOM OF
FOOTING
SRW CAP UNIT
TOP OF WALL
EXTENSION
4" MIN
OVERHANG
/2 " - 1 1/2„
WALL BATTER
3.5 - 9 DEGREES
APPROVED SEGMENTAL RETAINING
WALL (SRW) UNIT (TYP)
(SEE NOTE FOR SRW UNITS)
WALL FACE
BOTTOM OF WALL
10" MIN
6" /
MIN
EMBEDMENT
18" MIN
FINISHED GRADE*
6:1 (H:V) OR FLATTER
STANDARD SEGMENTAL GRAVITY WALL WITH SLOPE
-)6EE ROADWAY PLANS FOR FINISHED GRADE DETAILS.
5'-6"
T MIN
STEEL BEAM I I
GUARDRAIL,
IF APPLICABLE
GRADE
ELEVATION
FINISHED GRADE\
PAVEMENT SECTION, I I
IF APPLICABLE
SEPARATION GEOTEXTILE f
(OMIT FOR CONCRETE PAVEMENT,
FULL DEPTH ASPHALT
OR CEMENT TREATED BASE) NO.57
STONE
SEPARATION GEOTEXTILE --/
AGGREGATE TOP OF
(NO.57 STONE) FOOTING
FOOTING
= a 4" DIA. PERFORATED
DRAIN PIPE,
w IF REQUIRED 9„
_ I (SEE NOTE FOR PIPE) MIN
Z v) BOTTOM OF
H H FOOTING
rr
w a
a �
SRW CAP UNIT
TOP OF WALL
EXTENSION
4" MIN
OVERHANG
1/2 " - 1 /2
WALL BATTER = a
3.5 - 9 DEGREES
APPROVED SEGMENTAL RETAINING
WALL (SRW) UNIT (TYP)
(SEE NOTE FOR SRW UNITS) v)
H w
WALL FACE w
o a
BOTTOM OF WALL
10" MIN
6" /
MIN
EMBEDMENT
18" MIN
FINISHED GRADE*
6:1 (H:V) OR FLATTER
STANDARD SEGMENTAL GRAVITY WALL WITHOUT SLOPE
-)6EE ROADWAY PLANS FOR FINISHED GRADE DETAILS.
PROJECT NO.:
_ COUNTY
STATION:
SHEET -OF

DETAIL 2 _L � i a 1 1 1 1
SPECIAL LATERAL 'V' DITCH BZ ? �Ll-±PRO Sto: 23405.92
( Not to Scale) al 6Z
?
BZ 2 �
-�C .� I
Natural �� Fill BEGIN ALIGNMENT REVISION _/,- Sto. 8+4j�.6 ez
Ground ?.7 Slope `� - BZ 1-� `� `JC Y ; PE D TR/Ali HANDRAIL
D l.5 O EDGE OF PATH
82 � PER TAIL / S �
TB 41- STA. 0+31I24 ,
-Ll- STA23+75.00
TO STA25+75.00 QTI O 6-
L Jc Jc Jc Jc UNNAtiiED 7'RlB Tc
Min. D = 1.5 Ft. BLACK O. �I
�R�� 0" E OUTLET PROTECTION O .-
1 - PT . , RIP RAP S� 9
FROM STA. 22 + 50 TO STA. 23 + 60 -Ll- (RT) - e2 N' J` 6 __ ,-- ES TONS �
��° EST Y GEO `� CP
FROM STA. 24+00 TO STA. 24+50 -Ll- (RT) lk -SS FRED°STE HENS ET. A /6.28
-DP9845 PG135 26 90'
�P ? HAND CLEARING TO USED e2 8" P Bz TOP= .43 MB1970 PG217 / +69 +83.82 G ys
WITHIN WETLAND LIMITS ? ExlsTlN�o S VC ± iwV INb3 . I � � � � A 35.7�' =340 45 1 � �\ �
PROPOSED LAND/NG AREA�ATCH E ER CAS cI OUT=331. BZ 1 82 g INV N=33_ .10 �`
r� TYPICAL SECTION OF ADJACENT AS-E, T n7 2 I 0 T = F %
Q� REENWAY, 5% SAX GRADE: 2%
A\� p�AX CROSS SLOPE. SEE DETAIL 3. SS °PVC + 0 S Q� uj�
�\v ` + 32 SHEET 2C B2 / ?
+50 2 F - ,
+15 23' -Ll- PC Sto. 16+80.54 �c �� 3 14 E _ _ _ _ _ _ \ e yJ
°F + 35 -L1- PT Sto. 17+35.14 0� + 9s F
1OW5' 17
+55 +36.73 OUTLET PROTECTION _ _ - - - PDE- a� C
10'&15' 20' CLASS 'B' RIP RAP
T EST 5 TONS �
OUTLET EST 14 SY GEO +36 +93
\ PROTECTION / -��- +88 10, +10 24'
\ +00 + 0, 3 3 CLASS 'B' RIP RAP /�� E RK EPpT 15' SPECIAL LATERAL 'V? DITCH +52
10 EST 5 TONS OUTLET PROTECTION
15 EST 14 SY GEO CLASS B RIP RAP F y� +08 PA Ai SEE DETAIL 2 28
T v \F +bl EST 5 TONS i 14' (iREENW -BL- 25 5'-I " RCP -IV
-BL- 28 26' EST 14 SY GEO /
°�xo +56. 40 -BL- 27 +33 +17'80 / / I��A OL3T+60339.��15.3' RT 2 2
-B - 24
+60 F �F 33' +35 / STA. 23+77 -LI-, 15.6' LT
20' PF +55 +10
10' END CONCRETE 31 2 38 F / / / SPECIAL kATERAL 'V' DITCH
S 8° 45' 59.0 E p BEGIN ASPHALT + 11.14 / SEE D E T I L 3
PF F F -Ll- Ie+85m 23' E 10, � -Ll- PT Sto 23+93/7
END BOARDWALK +10 +25 ,o� _ +60 +13 P F �/
BEGIN l0' - l ASPHALT GREE o' AY 23 ° PF F 1 F' F10' _
EG N V� DE S NIA F _ _ �_ Q� $�5° 30' 14.90 E DETAIL 3
WITH 2' GRAVEL SHOULDERS 18+46 F \ P i� SPECIAL LATERAL 'V' DITCH SPECIAL LATERAL 'V' DITCH
-Ll- STA /6+14.00 10 F SEE DETAIL 2 (Not to Scale)
m.
+
36'-24" RCP -IV +43 - - _ PE _ DE 02
IN� I� 342.7' 17' F F �
S7A. 17+33 -LI-, 15.5' RT +40 + 52 +78 Natural �,� Fill
NI OUT = 342.4' 24' 15 16' -Ll- PRC Sto.20+33.68 Ground 2I Slope
-L/- S A. 17+46 -LI-, 15.0' LT END ASPHALT +80 D
BEGI* CONRETE
PI Sto 17+08.32 PI Sto 18 +77.57 + 17
A = 26° 04' 10.9" (LT) A = 34° 20' 26.6" (LT) S 34° 50' /OJ" E 10' Min. D = 1.0 Ft.
D = 47 44' 47.T D = 7/° 3T //.0" -LI - PC Sto. 18+52.85 FROM STA. 23 +60 TO STA. 24 + 00 -Ll- (RT)
L = 54'60 . L = 47'95 . FRED L. STEPHENS ET. AL. FROM STA. 24 + 50 TO STA. 25 + 50 -Ll- (RT)
T = 27.78 T = 24.72 -LI - PC Sto. 19+39.50 -Ll -
B1970 PG217
R = 120.00' R = 80.01 -Ll- PT Sto. 19+00.80 �B9 70 G217
28' - 4 RCP -IV PI Sto 20+86.72 PI Sto 22 +78 27
PI Sto 17+08.32 PI Sto 18 +77.57 Pl Sto 19 +89.16 VOT A0D.Ls 38.01 A = 47 41' 287" (RT) A = 36° 29' 39.0" (RT ) PI Sto 23+53.32 ,
A = 26° 04' 10.9" (LT l A = 34° 20' 26.6" (LT) A = 446 58' 06.9" (LT) I V IN = 3 4 3.6 A 55 32 38.9 (LT )
D = 47° 44' 47.3" D = 7/° 3T 11.0"' D = 47° 44' 47.3" VIA. . 19 + 2 7 -LI-, 10,o' R T D = 47° 44' 47.3" D = 63° 39' 43.1" D = 63° 39' 43.1"
TA. 19+31 -LI-, 10.0RT L = 99.88' L = 57.32'
S 69° /0 36.8 E INV OUT = 342.7 L = 87.25
L = 54.60' L = 47.95' L = 94./8' STA. 19+22 -LI-, 16.0' LT T = 53.04' T = 29.67' T = 47.40'
T = 27.78' T = 24.72' T = 49.67' STA. 19+26 -LI-, 16.0' LT R = 120.00' R = 90.00'
R = 120.00' R = 80.01 R = 120.00" R = 90.00'
PLANS PREPARED BY:
Kimlepo Horn
421 FA: (919) I77- ST, SUITE 600
PHorEilE H�9 9) 27601
7601000
Fax: [phone]
NC LICENSE «F-0102
©zo19
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PE HYDRAULICAT A
E PROP l5'D
_
DESIGN DISCHARGE 4.17 CFS
_
DESIGN FREQUENCY _ 25 YRS
DESIGN HW ELEVATION - 341.28 FT
BASE DISCHARGE = 4.75 CFS
BASE FREQUENCY = l00 YRS
BASE HW ELEVATION = 341.38 FT
OVERTOPPING DISCHARGE = 6.33 CFS
OVERTOPPING FREQUENCY = 100+ YRS
OVERTOPPING ELEV AT lON = 34/.73 FT
PIPE HYDRAULIC DATA
36 LF - 24" RCP -IV
DESIGN DISCHARGE _ 10.70 CFS
l FR Y = l0 YRS
DESIGN EOUENC S
DESIGN HW ELEVATION = 344.46 FT
BASE DISCHARGE _ 11.70 CFS
BASE FREQUENCY = 25 YRS
BASE HW ELEVATION = 344.55 FT
OVERTOPPING DISCHARGE = N/A CFS
OVERTOPPING FREQUENCY= N/A YRS
OVERTOPPING ELEVATION = N/A FT
PIPE HYDRAULIC DATA
2 @ 28 LF - 24" RCP -IV
DESIGN DISCHARGE _ 18.00 CFS
DESIGN FREQUE CY = l0 YRS
N N
DESIGN HW ELEVATION = 345.31 FT
BASE DISCHARGE = 20.20 CFS
BASE FREQUENCY = 25 YRS
BASE HW ELEVATION = 345.44 FT
OVERTOPPING DISCHARGE = 27.10 CFS
OVERTOPPING FREQUENCY= > l00 YRS
OVERTOPPING ELEV AT ION = 345.80 FT
- -
BL 24
_ _
L STA 23+83.59 OFF 50.4T RT
ELEV - 334.92'
I
-
_
-
Ell
a W
M
� W
BEGIN ALIGNMENT REVISION
41- STA. 20+31m24
360
11111
E D BDARD ALK
1 111111
352
344
_
336
-LI - Sto./6 +/ .00
ELEV = 346.70' l = 19 +45.00
Pl = 16 +90.0 L = 347.84'
_ - Pl = 20.05.00
VC VC = 46 _
EL = 344.98'
K- VC=38'
K = /7
+)2.20% (-�/.90%NINON-14,77j
' - �' -.00--�2s NNN-344
PROP 24" RCP -IV PROP 24" RCP
- -- - -- - PROP 24" RCP -lV STA 19 +25.58 STA 19 +29.08 - -
STA /7+59.21 ELEV = 343.3' ELEV = 343.3'
ELEV = 342.5' UNDERCUT
3' DEPTH _
ki •
-BL- 28 -BL- 27 -BL- 26 -BL- 25
-L - STA /5 +85.15 OFF 15.65' RT -L - STA 18 +02.37 OFF 3.94' LT -L - STA 19 +81.57 OFF 2.90' RT -L - STA 21 +85.16 OFF 22.151 RT
ELEV = 541.881 ELEV = 545.50' ELEV = 545.63' ELEV = 343.62'
c
a
a
'
_
H
W
Q
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a
336
°1
1
-
•
KHA PROJECT.
012622011
DATEe
6-10-2020
41-
FINAL PLANS
PARK
DEPOT
GREENWAY
16 17 18 19
20 21
22 23 24
5

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Ah
TIE TO E X I DITCH -Y2- POT Sto. 11 +37.19 = NOTES:
DEERS & COMPANY / INSTALL BOLLARDS PER DETAIL 2.SHEET 2C
PLANS PREPARED BY:
OUTLET �'ROTECTIO N END ALIGNMENT REVISION
W I
ONC SyyALE SP ftI kATERAL H Dl POT Sta. IO+OO.00 '�'"' P �'o°
-Ll- STA28+65.00
GLASS 'B' RIP;RAP
t
_
r, SEE DETAIL 3�
Its PROTECTION
Iy�B2000 G195 ❑2
r
INSTALL CURB RAMP PER DETAIL 4 SHEET 2D
INSTALL RECTANGULAR RAPID FLASHING BEACON
'
EST 2. TONS
EST 7' SY GEO t
ELEPHON UTLET
F 0. MARKF CLAS RIP RAP
o
-Ll- STA28+9565
)
Kim ey >> Horn
'- " -L-
15 RCP -IV
STA.28+54m9l a EST 2 TO S, EST 7 SY GEO
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INSTALL CURB RAMP PER DETAIL SHEET 2E
SSA.
�
12 4 7 -15 RCP - I V
I IN = 335.9', STA. 8 -DI-
£XI
32. STiiyO Q
INSTALL RECTANGULAR RAPID FLASHING BEACON
-Ll- STA29+07.47
BZ 2
L. STEPHE ET. AL.
R�9845 P 5
+50 -L -g�
I OU = 340.a'
. 25+40 ,-LI-, 12.0 LT
BZ 1
IPF = 335.7 STA. lo+ -al-
PROPOS DI v
2
I
16.0 L - L- 2 30 S
' /8. £w£R £L
�l S£M ®
\
INSTALL RAVP PER SHEET 2E
�ANAR �ASHING
421FAYETTEVILLE ST,SUITE 600
RALF1cH, vc 27601
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£ HT
\ TOP=332.66 M
ISTALL RE RAPID BEACON
-L2- STA29+2228
PHONE: c919> 677-2000
FAX: [phone]
O B 1 /STALL�EDESTRIAN DRAIL
l5'FRO EDGE OF P T
TB
1 - 33TO INV = 335.9'
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\
vc ucEvsE �F-oloz
❑2019
+46
PER DETAIL l SHEET 2C
O 37.44
-Ll- STA23+75.00
E
TB . 30 RC__-
� � GRADE TO DRAIN
SEE - 2- CROSS
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INSTALL CURB RAMP PER DETAIL 4 SHEET 2D
INSTALL RECTANGULAR RAPID FLASHING BEACON
`� TO STA25+T5.00 (LT TB-
TB re
TB�TB � TB TB
}g"4�re�
/- rs
Ts -
TB� "� TB
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REMOV ARDS
n i6 TB (INCIDENTAL T INGJ
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-L2- STA29+33.72
INSTALL BOLLARDS PER DETAIL 2.SHEET 2C
-L2- STA29+65.00
�� CQiTO
��, '
��OFESS/Q�j��
N I� TB ��Ts
Q -TB-27 +54 TB�T6 TB
W TB 10'
►' = 30.1.4' -Ll - PRC Sto. 25 +6/ l8
�' cn
..
Ts�
^�� TR
N �'"r' E T P - 7.2 3
� N � R =
g�A' - -_ / 1
- _ rE PAVEMENT - -
� I T TB REMOVAL -L2 Sto. 30+17.81 ❑
7
w B -Dl - POT l� +97.68
`� ES -L2- PC Sto. 30+30.82 \END PROJECT
I
INSTALL DETECTABLE WARNING DOMES
PER NCDOT STD. DRAWING 848.05
-L2- srA30+o781
= SEAL
045215 0
to TAT N
p END 10 WIDE ASPHALT GREENWAY ®
INSTALL DETECTABLE WARNING DOMES
PER NCDOT STD.DRAWING 848.05
J Q + 31 B
3 0,
, 6 y EX I
MAR -L2 - o. 30+68.13
I
WITH GRAVEL SHOULDERS
-L2- SrA3o+v.8/
I J 2
S
8" PVC
-SS
E
1
20
TIE TO EXIST ASPALT PATH 9❑
INSTALL BOLLARDS PER DETAIL 2.SHEET 2c''iii�;IP�`
0
PE BZ
3
_
EXl
SIDEWALK Ll Sto.
I TAPER
_
L2 - Sto. 30 +92.00 //
° . ��
46
-L2- STA30+60.00
CURVE WIDENING
SEAL
BZ 2 28+54.9I WIDEN 5' rN cV S 76 23.0' � ro
_ F #1 l0 C RETE 15,5' S� \ �/V �\ �ll DO NOT DISTURB EXISTING POLE OR GAS MARKER
j S
C) -
I
PE i 51
8
MULTI SE PATH
BEGIN R aNING WALL •l
-Ll Sto.26+80 f,8'LTJ
I Z' I Z c } Q -L2 -
°
POT Sto. 3/ +06.66 B i/9g f pCGgsq� Y ��
SS'Q6„
R//VA 2,/r,
F
-
+76 ° .
13 N 83 49 40.4E
�' ��
; F F
S . 7
6S°S
�08 s'o6„�
+oo
+ 65 15, + 10
18' 20'
_
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+12
+ 80 8
s'
- -
P'�K
.g�,
-
55
23'
+80
lo' �\ \
-LI- Sto.27+12 (8 LT)
10 E'ND RETAINING WALL •l yyooDs
D/ F
� � ✓
DEPOT
GR EEHVVAY
-BL- 2
+16
1 b, \
\
,�'
-Ll- Sto.2T+20 (820
Zy
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SEE SHEET SITEI FOR
F
\
+20
R E
'4�� �Q` 7
C C
'�
DRIVEWAY ALIGNMENT
2 0' & P pT
16p� �E
5' `� F
AND PARKING LOT DESIGN
GRADE TO DRAIN +80
1
�R O x
16'
SPECIAL LATERAL 'V' DITCH
SEE DETAIL 3
cR z
e o
-L1- PC Sto. 25 +0/.51
a.b e b ., a
,� Q ❑ - +`' + o
_
E 0
\l \
5
A + 11 Y2
65
0 x ��
FRED L. STEPHENS ET. AL.
+ 17
+so Ex RNV
16' S 4° 53' 00.41' E
+
5'� � � �,
O
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-L2-
`gBJ,97o PG2 7
-Ll - PT Sto. 27+49.8/
'
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PI Sto 29+9/.34
49.4"
PI Sto 30+52.32
4/.0"
S 85° 30' 14.9" E
I �^
A = 53° 06'
(LT ) 0 = 7/° 15' (RT)
-BL- 22
-Ll -
END ASPHALT + s4
BEGIN CONRETE
EX ww
=
^ N 3i 57' 56.0" E
�
° i n
D = 190 59 09.
° r n
D = 190 59 09.4
-Ll- 27+35,00
-Ll- PC Sto. 27+11.76 65'
o
m -L2- PT Sta 30+04.15
L = 27.8/'
, T = 14.99'
L = 37.3/'
T = 2/.50'
Pl Sto 25 +31.98 „
PI Sto 25 +79.37
A 25 37 (LT)
16'
`_ -L2- PC Sto. 29 +76.34
_ TOWN of FuauAY vAR1NA
315844 ,20 R = 30.00'
R = 30.00'
0 = 28 29 21.3 (RT)
= 14.9
`M2014 PG121
D = 47° 44' 47.T
L = 59.67'
T = 30.46'
D = 7/° 37' //.0"
L = 35.77'
T = l8.19'
S 23° 30' 12.7' E
-LI- PT Sto. 26+79.52
N 850 04' 45.3" E
:' 60'00
27 -15" RCP -IV, INV IN ; 336.3'
ST . 29+46 -L2-, 13.o RT
DETAIL 1
SPECIAL LATERAL 'V' DITCH
(Not to Scale)
R = 120.00'
R = 80.00'
-L1- Pl Sto. 28+87.23
INV OUT = 335.9, STA. 29+46 -L2-, 15.0'
LT
P/ Sto 26+42.34
P/ Sto 27+33.82
END SIDEWALK WIDENING
-LI- Sta. 28+96.73
SPE IAL LATERAL 'V' DITCH
SEE DETAIL I
Natural X of Fill
g•• et
Ground 2��pXc Slope
H
Z
c
0 = 59° 07' 55.7' (RT)
L = 72°40' 06.8" (LTJ
N 850 04' 56.1" E
TIE 0 EXISTING DITCH
D
W
D = 7/° 36' 54.4°
D = 190 59 09.4
-Ll- Pl Sta. 29 +36.57
-L2 - P1 Sto. 29 +21.28
Min. D- 1.0 Ft.
cc
L = 82.57'
T = 45.39'
L = 38.05'
T = 22.06'
-LI - POT Sto. 29+42.97 =
BEG1 CO TRUCTION
FROM STA. 27 + 00 TO STA. 28 + 00 -Ll- (RT)
R = 80.0/'
R = 30.00'
-L2 - POT Sto. 29 +/ .87 =
-Y2 - Sta. l +SO.00
FROM STA. 10 + 50 TO STA. 12 + 00 -Y2- (LT)
FROM STA. 10 + 50 TO STA. 10 + 77 -Y2- (RT)
C
-Y2 - POT Sto. l0 +95.00
1 -Y2- OT Sto. 10+00.00
FROM STA.11+53 TO STA. 12+00 -Y2- (RT)
C
Z
PIPE HYDRAULIC DATA
PIPE HYDRAULIC DATA
1
PROP l5" RCP
PROP l5" RCP
376
DESIGN DISCHARGE = 4.17 CFS
DESIGN DISCHARGE = I.05 CFS
371
L =
Q
DESIGN FREQUENCY
DESIGN HW ELEVATION
= 25 YRS
= 541.28 FT
DESIGN FREQUENCY = 25 YRS
DESIGN HW ELEVATION = 341.27 FT
o
Q ` I
BASE DISCHARGE
4.75 CFS
BASE
DISCHARGE 1.20 CFS
Cr
368
BASE FREQUENCY
= l00 YRS
BASE
FREQUENCY = l00 YRS
3 6
c
BASE HW ELEV AT ION
= 341.38 FT
BASE
HW ELEV AT ION = 341.28 FT
a
o
OVERTOPPING DISCHARGE
= 6.33 CFS
OVERTOPPING DISCHARGE = 8.71 CFS
L
END ALIGNMENT REVISION
OVERTOPPING FREQUENCY = 100+ YRS
OVERTOPPING FREQUENCY = 100+ YRS
360
OVERTOPPING ELEVATION
= 541.73 FT
OVERTOPPING
ELEVATION = 342.80 F
36u
-L- STA. 28+54.91
z
Q W
O 0
Lt
352
-
352
, o
•
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01
U
a
0
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a
344
344
5" RCPF�
•
-BL- 22
336
-L/- STA 27+15.89 OFF 27.04' RT
336
W
0
ELEV = 341.51
a
Q
-BL-
BL 2
328
328
a
5+5
-L1- STA 30 +36.19 OFF 58.86' LT
ELEV = 336.01'
KHA PRoJECT:
012622011
320
320
-BL- 23
DATE:
s-10-2020
-L- STA 25+56.43 OFF 9.45'
RT
ELEV = 545.01
41- PARK DEPOT
GREENWAY
FINAL PLANS
312
12
6
25 26
27
28
29 30

NARRATIVE
Prn iect nescri to inn
The purpose of this project is to construct a new greenwoy (Park Depot Greenw(gy)
in Wake County, Fuquay -V orino. The new greenwoy will consist of a l0' wide asphalt
path with 2' grassed shoulders. The greenwoy for Park Depot Greenway will be
approximately 0.40 miles in length. A median will be constructed at the intersection with
NC Highway 55 for pedestrian and bicycle crossing. Ditches will also be adjusted along
NC Highway 55 to promote positive drainage. Approximately 1.91 acres will be disturbed
during the construction of this project. Also, approximately 1.29 acres will be vegetatively
stabilized with grass and permanent plantings.
Park Depot Greenwoy is located in Woke County, Fuquay -V on no, NC. The project
site begins at the end of the existing track at Old Honeycutt Park
(55.580595 N, 78.760126 E) and proceeds cross country in a south/southeast direction
crossing NC Highway 55 and connecting to the existing South Lakes Subdivision
greenwoy (35.577631 N, 78.755822 E),
Site nescri to inn
The site is generally level to sloping and contains drainage ways that ore bordered by
moderate slopes. All drainage makes its way through a series of ditches and storm
drain systems into tributaries of the Neuse River.
The site is undeveloped containing cultivated fields. The major drainage way for the
area is on unnamed tributary to Black Creek.
Ad1 incent Prn
Land use in the vicinity is generally industrial and wooded with a few park locations.
Areas adjacent the proposed roadway consist of wooded and cultivated land. The
major outlet for run-off discharge is the unnamed tributory to Black Creek, Black Creek
is a well established gently -flowing tributary to the Neuse River.
Sni S
The classified soils in this region include the Appling series, Wagrom series, and the
Wehodkee series.
IMPERVIOUS SURFACES IN
PARK DEPOT GREENWAY DISTURBED AREAS
PROPOSED IMPERVIOUS SURFACE = 0.62 AC
PROPOSED VEGITATED AREA = 1.29 AC
Town Contact:
Tracy Stephenson, PE
Town of Fuquay -V arino
Town Engineer
401 Old Honeycutt Road
Fuquay-Vorino, NC 27526
[phone]
BEGIN PROJECT
PARK DEPOT GREENWAY
- to 104-01.55 \
z
END BOARD ALK —
41- Sta 16+1 .
�r
ALIGNMENT REVISION
-L 1- STA.20+31.24 TO
28+54m9l
PROJECT DENUDED AREAS
FLOW ARROWS
END CONSTRUCTION
-Y2- STA. 13 + 05.50
Total Disturbed Area (shaded) = 1.91 acres
PLANS PREPARED BY:
]Kim1ey)))Horn1
421 FAYETTEVILLE ST, SUITE 600
RALEIGH, NC 27601
0 PHONE: [phone]
CN FAX: [phone]
NC LICENSE #F-0102
©2019
M
CAR o'''''%,
SEAL
045215
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END PROJECT Q
i j ; ; ► ��' PARK IDEP GR E W
I i ��° -L2- t 0+9 0I i( �, o c�
:�;;►�----- 45 C z c
CONSTROl 99
V
1 STA. 12 + 9 o a
a
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N
a Q
� W
O W
V G
BEGIN CO TRU TION c
-Y2- STA. 10 0.00 W
j � W
KHA PROJECT:
012622011
DATE:
6-10-2020
FINAL PLANS
ER0=1

jkl� /I r k � 1 �� � tit
S.O
° v ALIGNMENT REVISION ;�-
cn
-L- STA. 20+31.24
Y Y Y Y Y l Y k ILL 'k Y Y a Y Y Y Y
8 y _ k - �a ate _ iL
Bz 1 k
\ L� e2
INSTALL SILT FENCE
UTL -f'
Oak l 7�'EE SrIE \ 8z r
i` . ire � ✓L � -� � 2
�B�TB (TYPICAL) ^ \ aZ
8z I A \
�Jc �Jc Te TB Te��` y� / ADJUST LTEMPORARY
vNHAMt D l RlB T \ \ � � �� O r-
f BLACK
RFBK 1 r�� l SEDIMC T� N
TB---4--TB {yT8 yljIi MN
TB TB
�r�.
J )\ AR �Y
vSTALLED DURING /,, \ Cl� RIDE MCA 5 B ,r
o 1, - �� , �r
8Z — -CLEARING--PHASE!�
e2 _
��c �c� �c �c_O . rJNC� PIPE�'SPpj s Z
/ �� �MiA N INA'� Bz �\ e
O Atl PH - — S z @PI
I H�IN53- ARY / Q��Z 2 r Fo-
, STREAM CR SSING _s�- _ s a _
z2
NCDENR PRACTICE 6.70.1
i
AN
O
/i/ IVS�TALL TEMPORAR
�Y
L TEMPORARY D/V�F
Jc 1 Jc W/ GEOTELE FOR SOIL STAB( %ON / i/ i DAV�EIiS/ON
SEE SHEE ER -8GEOTEXTILE FOR SOIL
(TYPICAL vv / / STABILIZATION
F
SEE SkEET-ERO-8
(TYPICAL
L± \
F
INSTALL TEMPORARY ROCK �
LIMITS OF DISTURBANCE (TYP) // / \ SILT CHEC TYPEz'A'� ,I
— 2'WEIR HEIGH�T
Jc Jc � Jc Jc Jc / ��^ _ \ N
Jc
Cv / / �i/ _ - / J INSTALL TEMPORA�ROCK \ NCDOT STD 11633.01 \
INSTALL TEMPORARY CLEAN l SILT CHECK TYPg �A` 'EE SHEET kRO-7
�c = /� \ WATER DIVERSION DITCH / 1. 5' WEIR HEIGI�I�/ / --
/ / �! _ 1// / / ///// 1 O -- � 0 ;,0 \\ \ �(/JI I \W/ GEOTEXTILE FOR SOIL NCDd T STD 1�¢,33.01
�� I- lAbli A T TEMB IiA = � � � � :TABILIZATION SEE SHEET � -7
// / / /// � - 00 . \ V A \ l
S�� N��ENCE- , / -- v v v v v O RE SHEET ERO-8
.�. /// / ////// j - \ \ BOARDWALK AND CULVERT EROSION CONTROL PHASING:
A/ ///O
PICAL)
// // / TAt O�h�ihRI G PHASE/j/ I O
\ \ 1. CONTRACTOR TO INSTALL ALL EROSION CONTROL MEASURES BEFORE ANY
/ / / / // / SEDIMEAf t F CEVv v v
PIPE./S'1�LACE�/ /// / / f \ \\ CLEARING AND GRUBBING IS PERFORMED.
^ j / DURIN�\C' Ri� INCH\l %41SE _ PLACE PERMANENT DRAINAGE 2. CONTRACTOR TO ACCESS BOARDWALK AND CULVERT LOCATIONS USING PROPOSED
> � J / / / / AND IWAIN�IN THRPUGHOUT PUCE PERMANENT DRAINAGE ( )
� ✓ J r � // / / / / / � GREENWAY PATH FOOTPRINT. USE MUD MATS SEE EROSION CONTROL DETAILS
/ / \ PIPES DURING CLEARING PHASE PIPES DURfNGI CLEARING PHASE
�ONSTR ON` � IN WETLAND AREAS AND OTHER LOW AREAS TO LIMIT IMPACTS.
\ 6.62 1 / THEN I11Y LL TEMPORARY THEN /NSTAEL� TEMPORi4�Y \ 3. CONTRACTOR TO DEWATER EXCAVATED AREAS AS NEEDED USING IMPERVIOUS
VCROSSING SSING DIKES, SPECIAL STILLING BASINS, AND BYPASSING PUMPING DEWATERING METHODIEA
� � I
NCDENR' TICE 6.70,1 NCDENR PRACTICE 6.7�OV1 INCIDENTAL TO BOARDWALK INSTALLATION).
4. AFTER BOARDWALK AND CULVERTS ARE SET, CONTRACTOR IS TO STABILIZE ALL
I
DISTURBED AREAS AND STREAM BANK SLOPES USING EROSION CONTROL MATTING
SEEDING (SEE SHEET ERO-6), AND MULCH TO MAINTAIN A VIGOROUS,
r DENSE, VEGETATIVE COVER.
. � •, ,- 1 � � � � � �' ,, � �, r y �� I I I � 14- — �O � / //� / / // / — -, / v / V A \\ VA ; � VAV A V' `� � ( / \ v
C \ \ �, { \\ J III / / PIPES SHALL BE INSTALLED IN THE DRY (WITH A MIN. 3 DAYS OF DRY WEATHER DURING
\ y 1 / /J \ \ \\\ \ \ \ i J J (� �' / / I I \ \ \ ( / INSTALLATION) OR PROVIDE COFFER DAM AND PUMP AROUND. COFFER DAM DETAIL MUST BE
v / o `JCL \ \ \\ \\\ ( / I \ \�0�� r \ / C/� % SUBMITTED FOR APPROVAL PRIOR TO CONSTRUCTION. COFFER DAM IS INCIDENTAL TO CULVERT
�7 T f \ \ i / I / �I \ � %! j \\ \\�\�\\ �OS� n o� / // INSTALLATION
GENERAL NOTES (TYPICAL ALL SHEETS): GENERAL NOTES (CONT) (TYPICAL ALL SHEETS): \ ���\�� �> / /j LEGEND (APPLIES TO ALL SHEETS)
1. WHERE SILT FENCES ARE LOCATED BELOW STORM DRAIN OUTLETS, THEIR 6. STREAM BANK STABILIZATION SHOULD BE PHASED SO THAT EACH
LOCATIONS MUST BE MODIFIED AS THE STORM DRAINS ARE INSTALLED SO DAYS WORK IS COMPLETED AND ADEQUATELY STABILIZED AT THE END \� \� ��� ( d °� / DISTURBED AREA TEMPORARY ROCK SILT CHECK TYPE 'A'
THAT THE FENCES WILL PASS OVERTHE PIPE OUTLETS. OF EACH WORKDAY. 2r
2. SILT FENCE OUTLET MUST BE ADDED IN THE FIELD WHENEVER LOW POINTS 7. ADEQUATE TEMPORARY SEDIMENT CONTROLS SHALL BE PROVIDED — I I > > l > } / / CONSTRUCT/ON LIOT - - - - - - ooaoo0
_ I I� \ f 1 �� / / C F STORM DRAIN INLET PROTECTION g ❑ g
ARE ENCOUNTERED ALONG SILT FENCE RUNS. AT THE END OF EACH WORK DAY AT ALL STREAM CROSSINGS UNTIL — I — III / ��
3. USE ROLLED EROSION CONTROL PRODUCTS ON ALL CUT/FILL SLOPES ADEQUATE PERMANENT GROUND COVER IS PROVIDED. TEMPORARY SILT FENCE
SILT FENCE OUTLET
INCLUDING BASINS AS NECESSARY FOR STABILIZATION 8. CONTRACTOR TO ENSURE THAT ALL ROADWAYS AND CURB LINES ADJACENT
4. DO NOT ALLOW CONCRETE DUST/WASTE/WASTEWATER INTO STORM DRAIN TO THIS PROJECT ARE FREE OF DEBRIS, DIRT, AND EQUIPMENT DURING THE TEMPORARY CONSTRUCTION
80
OR OFF -SITE. ALL SEDIMENT MUST BE CLEANED OFF THE ROADWAY BY DRY SWEEPING PROJECT DURATION UNLESS DIRECTED BY CITY ENGINEER. ANY DAMAGE TO I I I I a 40) O� \ 8� �� 160 ENTRANCE CONCRETE
O CRET EEWASHOUT
"D `
METHODS ONLY. WATER MUST NOT BE USED TO WASH SEDIMENT OFF EXISTING CURB AND GUTTER AT OR NEAR CONSTRUCTION ENTRANCES MUST I 1 I 1 � O\G1� ' TEMPORARY CHECK DAM
OF ROADS, DRIVEWAYS, OR PARKING LOTS. BE REPAIRED AT THE CONTRACTORS EXPENSE. I \\ \ t TE PORARY STREA CROSSING
5. MINIMIZE BUFFER DISTURBANCE AS MUCH AS POSSIBLE. WORK WITHIN — — — \ 11 \ 'CO \ ��z G\RAP H I C S CAL € i M M N
BUFFER ZONE SHOULD BE SEQUENCED TO MINIMIZE THE LENGTH I — — — — ?j \ ` / ( ti r I I CLEAN WATER DIVERSION CWD
OF TIME THAT DISTURBED AREAS ARE EXPOSED. — — — _ _ I + J I i �. / I ,< TEMPORARY DIVERSION
I
COMBINED CLEARING AND FINAL PHASES
FOR CONSTRUCTION SHEET 5
PLANS PREPARED BY:
Kimley»>Hornl
421 FAYETTEVILLE ST, SUITE 600
RALEIGH, NC 27601
PHONE: (9I9) 677-2000
FAX: (9I9) 677-2050
NC LICENSE "F-0102
©2019
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KHA PROJECT:
012622011
6-10-2020
(EE
NS
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yG � ) - � -> 1 / PLANS PREPARED BY:
1G I y� \ I * 3 O � \ \ / > \ 33� �" ' \ \ O `� ( \ \ \ \ ? �' COMBINED CLEARING AND FINAL PHASES
v \ \ \ I / \ \ L \ \ ` \ \ FOR CONSTRUCTION SHEET 6
O \ 3 O l a Kimle >>> Horn
03 \ \ \ \ \ r CULVERT EROSION CONTROL PHASING:
421 FAYETTEVILLE ST, SUITE 600
1. CONTRACTOR TO INSTALL ALL EROSION CONTROL MEASURES BEFORE ANY RALEIGH, NC 27601
I \ ` PHONE: [phone]
CLEARING AND GRUBBING IS PERFORMED. FAx:ICEN E # -010
M NC LICENSE F oloz
\) yG1 OO 2. CONTRACTOR TO ACCESS CULVERT LOCATIONS USING PROPOSED ©2019
GREENWAY PATH FOOTPRINT. USE MUD MATS (SEE EROSION CONTROL DETAILS)
IN WETLAND AREAS AND OTHER LOW AREAS TO LIMIT IMPACTS. 0\\ililCARo
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3. CONTRACTOR TO DEWATER EXCAVATED AREAS AS NEEDED USING IMPERVIOUS
yG3— \ % _ S ` ) r \ \ T L l \ DIKES, SPECIAL STILLING BASINS, AND BYPASSING PUMPING (DEWATERING METHOD _ ?�QQF Nql
yG� 3, �3 j INS
�E PQR�4�jY�, 30C�( \ \ I \�`� I I ) \ J ( — _ \ O�J `\ — 1 _ INCIDENTAL TO CULVERT CONSTRUCTION). = SEAL
L� _G ILT CHECK \ l \ ` i \ _ \ 1 4. AFTER CULVERTS ARE SET, CONTRACTOR IS TO STABILIZE ALL DISTURBED AREAS =
\' \ 1 t J f \ \ \ AND STREAM BANK SLOPES USING EROSION CONTROL MATTING, Og5215
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I y� O S Elk _ j y6 \\ \ FN
\ A — — f ( — LO SEEDING SEE SHEET ERO—b AND MULCH TO MAINTAIN A VIGOROUS '��q
3*k- NCD T STD ��1 F _ I _ -� z - - ( ), ��oo aRS���
yL S SHA E O-� , \�— — — I ) -' V) _ DENSE, VEGETATIVE COVER. �i i�--_
41
y� L > \ 3 a � 1 1 \ \ L INSTALL TEMPORART-\ ROCK _ ` 3
- \ PIPES SHALL BE INSTALLED IN THE DRY (WITH A MIN.3 DAYS OF DRY WEATHER DURING
_ 4/ �� �� `�G_L<O O \ i , 1 \ �\ SILT CHECK 'A� / l - INSTALLATION) OR PROVIDE COFFER DAM AND PUMP AROUND. COFFER DAM DETAIL MUST BE
4-/ 1 �� �1'S NEIR HEIGH� o ` ^ \ _ SUBMITTED FOR APPROVAL PRIOR TO CONSTRUCTION. COFFER DAM IS INCIDENTAL TO CULVERT
INSTALLATION
111 3 "1I NtSTD 1633.01 c
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PLACE PlEA IANENT DRAINAGE` v v y v vv 111 1 11 11 �� \ \ . v _ _ 1) / v :� �' 1 1 \ \ v I I 1 O z
PIPE,� DURING CLEARING PHASEvv
WITS OF��ISTURB�II�1;E�(TYP) � >
THEN ►NSTALL \TEMPORARY
STREAM CROSSING � � I
NCDENR PRACTICE 6.70.1 \ � \ \ 1 11 \ � I � 10 INSTALL TEMPORARY �
'CHECK DAM - � L �
s I05TALI, TEMPORARY
\\INSTALL CONCRE 1 1 0 1 A V A NCDENR PRATICE 6.83.1 � � 1 r � SEDIMENT FENCE �
3 INSTALL TEMPORARY\ROCK \ \" SHOUT STRUCT RE 1 11 1 1 \ \1 I 1 (-TYPICAL), 1 �\ z `�� �� (,
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- - - SILT CHECK TYPE A \ \ � 11 1 \ � ' �, I \ 1 � Il�i'G CLEARING PHASE-
SE� SHEET ERO-10 1 1 \ - r 3 % -'
AND MAIWA►10 THROUGHOUT \ \
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NCDQ7� STD 1633.01���/ / I I11 I 1 1 I 1 v I I ( \ I I CONSTRUCTi > > v3
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/ \ �31 O J LEGEND (APPLIES TO ALL SHEETS)
GENERAL NOTES (TYPICAL ALL SHEETS). GENERAL NOTES (CONY) (TYPICAL ALL SHEETS). /
1. WHERE SILT FENCES ARE LOCATED BELOW STORM DRAIN OUTLETS, THEIR 6. STREAM BANK STABILIZATION SHOULD BE PHASED SO THAT EACH
LOCATIONS MUST BE MODIFIED AS THE STORM DRAINS ARE INSTALLED SO DAYS WORK IS COMPLETED AND ADEQUATELY STABILIZED AT THE END — \ I �) \ ` / , i DISTURBED AREA
THAT THE FENCES WILL PASS OVERTHE PIPE OUTLETS. OF EACH WORKDAY. \ ` v J! \ o f0 f ,
2. SILT FENCE OUTLET MUST BE ADDED IN THE FIELD WHENEVER LOW POINTS 7. ADEQUATE TEMPORARY SEDIMENT CONTROLS SHALL BE PROVIDED I O CONSTRUCT/ON L/M/T
ARE ENCOUNTERED ALONG SILT FENCE RUNS. AT THE END OF EACH WORK DAY AT ALL STREAM CROSSINGS UNTIL 3 I O III \ 1 I\
3. USE ROLLED EROSION CONTROL PRODUCTS ON ALL CUTIFILL SLOPES ADEQUATE PERMANENT GROUND COVER IS PROVIDED. hO I I `O ( \ — — / O� TEMPORARY SILT FENCE
INCLUDING BASINS AS NECESSARY FOR STABILIZATION 8. CONTRACTOR TO ENSURE THAT ALL ROADWAYS AND CURB LINES ADJACENT 1 \ I I I 3 �\ r / ✓� f l� �� r
4. DO NOT ALLOW CONCRETE DUST/WASTE/WASTEWATER INTO STORM DRAIN TO THIS PROJECT ARE FREE OF DEBRIS, DIRT, AND EQUIPMENT DURING THE \\ I TEMPORARY CONSTRUCTION
OR OFF -SITE. ALL SEDIMENT MUST BE CLEANED OFF THE ROADWAY BY DRY SWEEPING PROJECT DURATION UNLESS DIRECTED BY CITY ENGINEER. ANY DAMAGE TO \\ 1 \ to 40 -0 J4 O r ��0 ENTRANCE
METHODS ONLY. WATER MUST NOT BE USED TO WASH SEDIMENT OFF EXISTING CURB AND GUTTER AT OR NEAR CONSTRUCTION ENTRANCES MUST \ \ \\ I I I TEMPORARY CHECK DAM
OF ROADS, DRIVEWAYS, OR PARKING LOTS. BE REPAIRED AT THE CONTRACTORS EXPENSE.
5. MINIMIZE BUFFER DISTURBANCE AS MUCH AS POSSIBLE. WORK WITHIN P Hl v S CASE /
BUFFER ZONE SHOULD BE SEQUENCED TO MINIMIZE THE LENGTH 1 I 1 — / l`3 a E 3Ov CLEAN WATER DIVERSION
OF TIME THAT DISTURBED AREAS ARE EXPOSED. I I I I I I I _ -� - 30 O r J
TEMPORARY ROCK SILT CHECK TYPE 'A'
C F STORM DRAIN INLET PROTECTION
OTTrR—
SILT FENCE OUTLET
CONCRETE WASHOUT
STRUCTURE
TEMPORARY STREAM CROSSING
C W D TEMPORARY DIVERSION I- T D
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KHA PROJECT:
012622011
DATE:
6-10-2020
FINAL PLANS
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TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT (6.06.1)
NOTES:
PUT SILT FENCE OR TREE PROTECTION FENCE UP
TO ENSURE CONSTRUCTION ENTRANCE IS USED.
2"-3" STONE TO BE USED
(SURGE STONE OR RAILROAD
BALLAST)
PLAN VIEW
NEW CONSTRUCTION
EXISTING ROADWAY ROCK BERM
35' MIN. 17�15' MIN.
12"MIN .
6" MIN.
ABRIC UNDER STONE
CROSS SECTION
CONSTRUCTION SPECIFICATIONS
I. Clear the entrance and exit area of all vegetation, roots,
and other objectionable material and properly grade it.
2. Place the stone to the specific grade and dimensions
shown on the plans, and smooth it.
3. Provide drainage to carry water to a sediment trap or
other suitable outlet.
4. Use geotextile fabrics because they improve stability
of the foundation in locations subject to seepage or high
water table.
5. Use 2-3" coarse aggregate base course or larger.
6. Poyment shall be made at the contract unit price per ton
"Incidental Stone Base."
MAINTENANCE
Maintain the stone pad in a condition to prevent mud or
sediment from leaving the construction site. This may
require periodic topdressing with 2-inch stone. After each
rainfall, inspect any structure used to trap sediment and
clean it out as necessary. Immediately remove all
objectionable materials spilled, washed, or tracked onto
public roodwoys.
Installation. Avoid curves in public roads
and steep slopes. Remove all vegetation
and other objectionable material from the
foundation area. Grade and crown
foundation for positive drainage.
If the slope toward the rood exceeds 2X,
construct a ridge, 6 to 8 inches high with
3./ side slopes, across the foundation
approximately 15 feet from the entrance
to divert runoff owoy from the public rood.
W/ = 3
A
Filter , U�,
OUTLET STABILIZATION STRUCTURE DETAIL
DETAIL A
Lo
A
W 2 = Do +La
Do
T
Section A -A
Pipe Outlet To Flot Arec
With No Defined Channel
DETAIL B
La
W l = 3Do
A ° O"
0
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SLOPE l%2:l OR FLATTER
Filter Fabric
Section A -A
H = Rip Rap to Top of Pipe (Max. H = D + T )
T = 1.5-Dmox , Unless Otherwise Shown On Plans
CONSTRUCTION SPECIFICATIONS
I. Ensure that the subgrode for the filter and riprap follows the required lines and grades shown
in the plan. Compact any fill required in the subgrode to the density of the surrounding undisturbed
material. Low areas in the subgrode on undisturbed soil may also be filled by increasing the
riprap thickness.
2. The riprap and gravel filter must conform to the specified grading limits shown on the plans.
3. Filter cloth, when used, must meet design requirements and be properly protected from
punching or tearing during installation. Repair any damage by removing the riprap and
placing another piece of filter cloth over the damaged area. All connecting joints should
overlap a minimum of l foot. if damage is extensive, replace the entire filter cloth.
4. Riprap may be placed by equipment, but take care to avoid damaging the filter.
5. The minimum thickness of the riprap should be l.5 times the maximum stone diameter.
DIVERSION
--+ --+ CWD --+ --+ CWD —+ ---+ CWD ---+—+ CWD --+
(Not to Scale)
STABILIZE EXCAVATED MATERIAL —
SOIL STABILIZATION GEOTEXTILE
OFFSITE CLEAN WATER
1' MIN.
1' MIN.
CONSTRUCTION SPECIFICATIONS
I. Remove and properly dispose of all trees, brush, stumps,
and other objectionable material.
2. Ensure that the minimum constructed cross section meets
all design requirements.
3. Ensure that the top of the dike is not lower at any point
than the design elevation plus the
specified settlement.
4. Provide sufficient room around diversions to permit
machine regrading and cleanout.
5. Vegetate the ridge immediately after construction and
ensure stabilization is achieved within 7 days.
6. Use temporary liner where noted on plans.
MAINTENANCE
Inspect clean water diversions once a week and after every
rainfall. Immediately remove sediment from the flow area
and repair the diversion ridge. Carefully check outlets and
make timely repairs as needed. When the area protected is
permanently stabilized, remove the ridge and the channel to
blend with the natural ground level and appropriately stabilize it.
Pipe Outlet to Well -Defined Channel
6. Riprap may be field stone or rough quarry stone. It should be hard, angular,
highly weather -resistant and well graded.
7. Construct the apron on zero grade with no overfall at the end. Make the top of the
riprap at the downstream end level with the receiving area or slightly below it.
8. Ensure that the apron is properly aligned with the receiving stream and preferably
straight throughout its length. If a curve is needed to fit site conditions, place it in
the upper section of the apron.
9. Immediately after construction, stabilize all disturbed areas with vegetation.
MAINTENANCE
Inspect riprap outlet structures after heavy rains to see if any erosion around or
below the riprap has taken place or if stones have been dislodged. Immediately
make all needed repairs to prevent further damage.
TEMPORARY DIVERSION DITCH DETAIL (6.20)
COMPACTED SOIL
2' MINIMUM
FLOW
MiNIMuM
i
6' TYPICAL
CROSS SECTIONAL VIE
-STABILIZE DIVERSION
DITCH WITH TEMPORARY
SEEDING AND STRAW W/
CONSTRUCTION SPECIFICATIONS NET.
I. Remove and properly dispose of all trees, brush, stumps, and other objectionable material.
2. Ensure that the minimum constructed cross section meets all design requirements.
3. Ensure that the top of the dike is not lower at any point than the design elevation plus the
specified settlement.
4. Provide sufficient room around diversions to permit machine regrading and cleonout.
5. Vegetate the ridge immediately after construction, unless it will remain in place less than
30 working days.
6. Use temporary liner where noted on plans.
7. Temporary diversion ditch construction shall be paid for of the contract unit price per cubic
yard "Drainage Ditch Excavation."
MAINTENANCE
Inspect temporary diversions once a week and after every rainfall. Immediately remove
sediment from the flow area and repair the diversion ridge. Carefully check outlets and
make timely repairs as needed. When the area protected is permanently stabilized, remove
the ridge and the channel to blend With the natural ground level and appropriately stabilize it.