20140994 Ver 1_Site Plan_20140930

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IvYcADaMs
LETTER OF TRANSMITTAL
To Ms Bev Strickland
NC Division of Water Resources
Wetlands and Stormwater Branch
1650 Mad Service Center
Raleigh, North Carolina 27699
Re The Creeks at Weston
Subdivision and Site Plan Drawings
I am sending you the following item(s)
Date September 24, 2014
i � F
2REGULA�R MAIL
SEP3® � �
COPIES
DATE
NO.
DESCRIPTION
1
Digital Copy of Site Plan Drawings
These are transmitted as checked below
® As requested
❑ For approval
❑ For review and comment
Remarks
Copy to
❑ For your use
El
Signed �f - ,
George Buchholz, PWS EM
Wetland Scientist, Water
Resources & Infrastructure
Raleigh- Durham Charlotte
2905 Meridian Parkway 11301 Carmel Commons Blvd, Suite 111
Durham, North Carolina 27713 Charlotte, North Carolina
(919) 361 -5000 (704) 527 -0800
Designing Tomorrow's Infrastructure & Commurnties
McAdamsCoxom

GENERAL NOTES
1. NO CHANGES TO ANY ASPECT OF THIS SITE PLAN, INCLUDING BUT NOT LIMITED TO LANDSCAPING,
GRADING, ARCHITECTURAL DESIGN (ESPECIALLY COLORS), LIGHTING, OR UTILITIES SHALL BE MADE WITHOUT
THE APPROVAL OF THE DEVELOPMENT REVIEW COMMITTEE OF THE TOWN OF CARY.
2. PRIVATE VEHICLE ACCESS /PRIVATE STREETS NOTE: ALL STREETS, DRIVES, PARKING AREAS, SIDEWALKS,
TRAILS, ETC. NOT LOCATED WITHIN A PUBLIC RIGHT OF WAY WILL BE CLEARLY IDENTIFIED AS PUBLIC
VEHICLE ACCESS AREAS (OR COMMON ACCESS AREAS) DEEDED TO THE WESTON TOWNHOMES
HOMEOWNER'S ASSOCIATION (OR THE H.O.A. SETUP FOR THIS SUBDIVISION), THE MAINTENANCE OF WHICH
IS NOW AND FOREVERMORE THE RESPONSIBILITY OF SAID HOMEOWNER'S ASSOCIATION.
THE HOMEOWNER'S ASSOCIATION DOCUMENTS WILL INCLUDE A STATEMENT (COVENANT) TO THE EFFECT
THAT "ALL STREETS, DRIVES, PARKING AREAS AND SIDEWALKS NOT LOCATED WITHIN THE PUBLIC
RIGHT -OF -WAY ARE PRIVATE PROPERTY (SUBJECT TO PUBLIC VEHICLE ACCESS EASEMENTS) THE
MAINTENANCE OF WHICH IS THE SOLE RESPONSIBILITY OF THE WESTON TOWNHOMES HOMEOWNER'S
ASSOCIATION (COLLECTIVELY) AND THE HOMEOWNERS (INDIVIDUALLY) NOW AND IN PERPETUITY.-
THE DEVELOPER'S MARKETING MATERIAL (AND /OR SALES CONTRACT) WILL INCLUDE A STATEMENT TO THE
EFFECT THAT THESE STREETS, DRIVES, PARKING AREAS AND SIDEWALKS ARE, INDEED, COMMON AREAS
DEEDED BY THE DEVELOPER TO AND OWNED AND MAINTAINED BY THE HOMEOWNER'S ASSOCIATION AND
THAT THE TOWN OF CARY IS NOT RESPONSIBLE FOR ANY MAINTENANCE OF THE COMMON AREAS
3. GRADING PERMIT WILL NOT BE ISSUED UNTIL THE TOWN OF CARY HAS RECEIVED NOTIFICATION FROM THE
ECOSYSTEM ENHANCEMENT PROGRAM OR AN APPROVED NUTRIENT OFFSET BANK THAT A RECEIPT HAS
BEEN ISSUED TO THE DEVELOPER AND THE LOCAL GOVERNMENT STATING THE NITROGEN BUY DOWN HAS
BEEN COMPLETED.
4. THE DEVELOPER WILL BE REQUESTING A FEE -IN -LIEU FOR THE REQUIRED BIKE LANE ALONG WESTON
PARKWAY.
5. UNLESS EXPLICITLY SPECIFIED IN THE NOTES ON THIS DEVELOPMENT PLAN, THIS PROJECT, INCLUDING ANY
SUBSEQUENT DEVELOPMENT PLANS, SHALL COMPLY WITH THE CARY LAND DEVELOPMENT ORDINANCE (LDO)
AND ALL OTHER APPLICABLE REGULATIONS AND GUIDELINES. IN THE EVENT OF A DISCREPANCY BETWEEN
THIS APPROVED DEVELOPMENT PLAN AND THE APPLICABLE REGULATIONS OR GUIDELINES, AND ABSENT
CLARIFICATION OR APPROVAL OF SUCH STATED ON THIS DEVELOPMENT PLAN OR OTHER RELATED
APPROVAL, THE APPLICABLE REGULATION OR GUIDELINE SHALL APPLY.
6. SIGN PERMITTING IS A SEPARATE PROCESS AND HAS NOT BEEN REVIEWED OR APPROVED WITH THIS SITE
PLAN. A MASTER SIGN PLAN SHALL BE APPROVED BY THE PLANNING DEPARTMENT PRIOR TO RECORDATION
OF LOTS WITHIN THE DEVELOPMENT.
7. OFFSITE EASEMENTS FOR PEDESTRIAN CONNECTION ON ADJACENT OFFICE PARCEL WILL BE OBTAINED PRIOR
TO START OF ANY WORK. CONNECTION MUST BE COMPLETED PRIOR TO ISSUANCE OF C.O.
MINOR MODIFICATIONS REQUESTED
THE FOLLOWING MINOR MODIFICATIONS TO THE TOWN'S DEVELOPMENT STANDARDS ARE BEING REQUESTED IN
ACCORDANCE WITH SECTION 3.19 AND OTHER SECTIONS OF THE LDO AS APPLICABLE. PLEASE SEE THE WRITTEN
JUSTIFICATION STATEMENTS SUBMITTED TO THE PLANNING DIRECTOR FOR FURTHER DETAILS.
A. A MINOR MODIFICATION IS REQUESTED TO THE INTERCONNECTIVITY REQUIREMENTS IN SECTION 7.10.3B OF THE
LDO.
B. A MINOR MODIFICATION IS REQUESTED TO THE HARDSCAPE TRANSITION USES IN STORMWATER DEVICES IN
SECTION 7.2.8A OF THE LDO.
C. A MINOR MODIFICATION IS REQUESTED TO THE CHAMPION TREE REQUIREMENTS IN SECTION 7.2 OF THE LDO.
VICINITY MAP
ISM
MAXIMUM IMPERVIOUS
ALLOWED PER LOT
Lot Number
ImperAous Area (s q. ft.)
Total
1
2,097
2
1,543
3
1,931
4
2,064
5
2,058
6
1,543
7
1,927
8
1,551
9
2,166
10
2,139
11
1,548
12
1,907
13
1,533
14
2,108
15
2,154
16
1,547
17
1,529
18
1,892
19
1,537
20
2,156
21
2,186
22
1,549
23
2,122
24
2,146
25
2,061
26
1,750
27
1,750
28
1,750
29
1,910
30
2,220
31
2,074
32
1,763
33
1,763
34
1,763
35
1,763
36
1,904
37
2,207
38
2,074
39
1,763
40
1,923
41
2,207
42
2,074
43
1,763
44
1,763
45
1,763
46
1,913
47
2,186
48
2,042
49
1,553
50
1,543
51
1,964
52
1,650
53
1,668
54
1,953
55
1,950
56
1,543
57
1,543
58
2,115
59
1,690
60
1,570
61
1,975
62
2,206
63
1,874
64
1,723
65
2,021
66
2,074
67
1,673
68
1,996
69
1,561
70
2,121
71
2,085
72
1,537
73
1,953
74
1,499
75
1,942
76
2,062
77
1,716
78
1,728
79
1,975
80
1,726
81
1,763
82
2,261
83
2,094
84
1,964
85
2,265
86
2,061
87
1,750
88
1,750
89
2,220
90
2,265
91
1,850
92
1,867
93
2,016
94
2,053
95
2,021
96
1,724
97
1,715
98
2,013
lug IL I
CARY, NORTH CAROLINA
PROJECT NUMBER: MIH- 14000
CARY PROJECT NUMBER: 14-SB-0 18
DATE: JUNE 26, 2014
REVISED: SEPTEMBER 11, 2014
DEVELOPER:
M/I HOMES OF RALEIGH, LLC
1511 SUNDAY DRIVE, SUITE 100
RALEIGH, NORTH CAROLINA 27607
CONTACT: JEREMY MEDLIN
[e-mail]
919 - 233 -5740
STORMWATER MANAGEMENT SUMMARY OF RESULTS
NPDES PHASE II PROTECTION METHOD -
STORMWATER WETLAND, WATER QUALITY POND AND LEVEL SPREADER
POINT OF ANALYSIS #1
RETURN PERIOD
PRE -DEV [cfs]
POST -DEV [cfs]
% INCREASE [ %]
1 -YEAR
94
94
0%
2 -YEAR
142
140
-1%
5 -YEAR
207
204
-1%
10 -YEAR
261
1 260
1 0%
FOR DETAILED CALCULATIONS PLEASE REFER TO THE STORMWATER
IMPACT ANALYSIS DATED 09/11/14.
CONTRACTOR SHALL NOTIFY "NORTH CAROLINA ONE CALL" (811) OR
(1- 800 - 632 -4949) AT LEAST 48 HOURS PRIOR TO BEGINNING CONSTRUCTION
OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED.
CONTRACTOR SHALL CONTACT ANY LOCAL UTILITIES THAT PROVIDE THEIR
OWN LOCATOR SERVICES INDEPENDENT OF "NORTH CAROLINA ONE CALL ".
REPORT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY.
NITROGEN EXPORT CALCULATIONS
EXISTING CONDITIONS
*ANALYSIS AREA:
25.31 ACRES
TOTAL TN EXPORT BEFORE TREATMENT:
6.52 LBS /AC /YEAR
TOTAL TN EXPORT AFTER TREATMENT:
4.06 LBS /AC /YEAR
ALL CONSTRUCTION SHALL CONFORM WITH THE
LATEST VERSION OF THE TOWN OF CARY AND
NCDOT STANDARDS AND SPECIFICATIONS.
TOWN OF CARY
WATER RESOURCES DEPARTMENT
APPROVED UTILITY EXTENSIONS
WATER PERMIT #:
SANITARY SEWER PERMIT #:
RECLAIMED WATER PERMIT #:
M
14 -SP -018
HTE#: 14 -1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner
CARS',
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SHEET INDEX
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C -1
EXISTING CONDITIONS
C -2
PROJECT NOTES
C -3
OVERALL SITE PLAN
C -3A
PAVEMENT MARKING AND SIGNAGE PLANT
C -4
SITE PLAN
C -5
SITE PLAN
C -6
OFF -SITE ROAD IMPROVEMENTS
C -7
OVERALL GRADING AND STORM DRAINAGE PLAN
C -8
GRADING AND STORM DRAINAGE PLAN
C -9
GRADING AND STORM DRAINAGE PLAN
C -9A
DETAILED GRADING PLAN
C -913
DETAILED GRADING PLAN
C -10
OVERALL UTII.1'iY PLAN
C -11
UTILITY PLAN
C -12
UTILITY PLAN
LS-1
LANDSCAPE PLAN
LS-2
LANDSCAPE PLAN
LS-3
LANDSCAPE DETAILS
L-1
LIGI-Ti`ING PLAN
EC -1
EROSION CONTROL PLAN - STAGE 1
EC -2
EROSION CONTROL PLAN - STAGE 2
EC -3
EROSION CONTROL DETAILS
EC -4
EROSION CONTROL DETAILS
P -1
PLAN AND PROFILE - STREET "A"
P -2
PLAN AND PROFILE - STREET "A" AND "B"
P-3
PLAN AND PROFILE - STREET "C", "D ", AND "F"
P-4
PLAN AND PROFILE - STREET'S"
SW -1A
STORMWATER MANAGEMENT FACILITY `1'
PLAN VIEW
SW -1B
STORMWATER MANAGEMENT FACILITY `1'
DETAIIS
SW -1C
STORMWATER MANAGEMENT FACILITY `1'
DETAI S
SW -1D
STORMWATER MANAGEMENT FACILITY `1'
DETAILS
SW -1E
STORMWATER MANAGEMENT FACILITY `1'
DETAI S
SW -1LS
STORMWATER MANAGEMENT FACILITY `1'
LANDSCAPE PLAN
SW -2A
STORMWATER MANAGEMENT FACILITY `2'
PLAN VIEW
SW -2B
STORMWATER MANAGEMENT FACILITY `2'
DETAI S
SW -2C
STORMWATER MANAGEMENT FACILITY `2'
DETAI S
SW -2D
STORMWATER MANAGEMENT FACILITY `2'
DETAILS
SW -2E
STORMWATER MANAGEMENT FACILITY `2'
DETAILS
SW -2LS
STORMWATER MANAGEMENT FACILITY `2'
LANDSCAPE PLAN
D -1
SITE DETAILS
D -2
SITE DETAILS
D -3
SITE DETAILS
D -4
SITE DETAILS
D -5
SITE DETAILS
D -6
SITE DETAILS
D -7
STORM DRAINAGE DETAILS
D -8
STORM DRAINAGE DETAILS
D -9
STORM DRAINAGE DETAILS
D -10
TRAFFIC CONTROL DETAILS
D -11
TRAFFIC CONTROL DETAILS
D -12
WATER DETAILS
D -13
WATER DETAILS
D -14
SEWER DETAILS
D -15
SEWER DETAILS
D -16
RECLAIMED WATER DETAILS
D -17
ENTRY FEATURES DETAILS
A-100
BUILDING PLANS AND ELEVATIONS
A-101
BUILDING PLANS AND ELEVATIONS
A-102
MATERIALS COLOR BOARD
McADAms
THE JOHN R MCADAMS
COMPANY, INC.
2905 Meridian Parkway
Durham, North Carolina 27713
License No.: C -0293
(800) 733 -5646 ■ McAdamsCo.com
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION

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VICINITY MAP
GENERAL NOTES
1. THIS IS A SURVEY OF AN EXISTING PARCEL(S) OF LAND.
2. BEARINGS FOR THIS SURVEY ARE BASED NC GRID NAD 83
3. ZONING: PDD MAJOR
4. BUILDING SET BACKS: NOT DETERMINABLE UNTIL SITE USE HAS BEEN
ESTABLISHED.
5. FLOOD NOTE:
THIS PROPERTY IS NOT LOCATED IN A SPECIAL FLOOD HAZARD ZONE. IT IS
LOCATED IN ZONE "X" AS DEFINED BY HUD F.I.R.M. COMMUNITY PANEL #
3720075500J DATED MAY 2, 2006.
6. REFERENCES:
BM 2010 PG 64 -66 DB 3872 PG 132 DB 3693 PG 456
BM 1989 PG 580 DB 3895 PG 827 DB 4873 PG 715
BM 1991 PG 877 DB 5763 PG 14 DB 8768 PG 245
BM 1992 PG 1074 DB 8216 PG 498 DB 8242 PG 1398
DB 1037 PG 156 DB 8308 PG 404 DB 9517 PG 1041
DB 1042 PG 108 DB 11340 PG 683 DB 11349 PG 1770
DB 3088 PG 820 DB 12193 PG 2541 DB 13200 PG 2653
DB 3539 PG 918 DB 1110 PG 351 DB 1110 PG 354
DB 1150 PG 178 DB 1202 PG 572 DB 4254 PG 792
DB 4354 PG 755 DB 4423 PG 321 DB 11682 PG 2702
ALL LOCATED IN THE PUBLIC RECORDS OF WAKE COUNTY, NORTH CAROLINA REGISTRY.
7. UTILITY STATEMENT:
THE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM FIELD SURVEY
INFORMATION AND EXISTING DRAWINGS. THE SURVEYOR MAKES NO GUARANTEE
THAT THE UNDERGROUND UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN
THE AREA, EITHER IN SERVICE OR ABANDONED. THE SURVEYOR FURTHER DOES
NOT WARRANT THAT THE UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT
LOCATION INDICATED ALTHOUGH HE DOES CERTIFY THAT THEY ARE LOCATED AS
ACCURATELY AS POSSIBLE FROM INFORMATION AVAILABLE. THE SURVEYOR HAS
NOT PHYSICALLY LOCATED THE UNDERGROUND UTILITIES.
30' LANDSCAPE
BUFFER ESMT
BM 2010, PG 65
12� 5E
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/ G,OOt
8�
HIGHWOODS F
DB
PII
CURVE TABLE
CURVE
RADIUS
ARC LENGTH
DELTA ANGLE
CHORD BEARING
CHORD LENGTH
TANGENT
C1
894.93'
217.23'
13 °54'27"
N 56 °44'09" E
216.70'
109.15'
Q
EXISTING IRON PIPE
tiy0
FIRE HYDRANT
O
IRON PIPE SET
WV
WATER VALVE
AL
CALCULATED POINT
—SS—
SANITARY SEWER PIPE
CURB INLET
—G—
GAS LINE
©
GAS METER
SO
SANITARY SEWER MANHOLE
FIBER OPTIC VAULT
LIGHT POLE
❑T
TELEPHONE BOX
O
TELEPHONE MANHOLE
®
FLARED END SECTION
)?�
IRRIGATION CONTROL VALVE
50 feet of disturbed area
CARY PARKWAY MARQUIS LP
DB 12232, PG 1393
PIN #0754592865
20" SS ESMT
ATE TRAIL ESMT
PG 1074
14 —SP -018
HTE#: 14 -1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
GRAPHIC SCALE
100 0 50 100 200
1 inch = 100 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT NO. M I H -14000
FILENAME: MIH14000 -C1
DESIGNED BY: R TF
DRAWN BY: JBT
SCALE: 1 " =60'
DATE: 06 -26 -14
SHEET N0.
C -1
'J McADAMs

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SITE DATA:
PHYSICAL ADDRESS:
0 WESTON PARKWAY
TOTAL OPEN SPACE:
CARY, NORTH CAROUNA 27513
OWNER:
HIGHWOODS REALTY LMTD PARTNERSHIP
NTin. Side Setback to
3100 SMOKETREE COURT SUITE 600
3 BDRM
RALEIGH, NORTH CAROUNA 27604 -1050
DEVELOPER /APPLICANT
M/I HOMES OF RALEIGH, LLC (C /O JEREMY MEDLIN)
PHASE 1
1511 SUNDAY DRIVE SUITE 100
17.03 AC
RALEIGH, NORTH CAROLINA 27607
PINS:
0755 -50 -2824
REAL ESTATE IDS:
0223877
EXISTING ZONING:
PDD MAJOR ( WESTON)
COMPREHENSIVE PLAN DESIGNATION:
MDR
WATERSHED OVERLAY DISTRICT: CRABTREE CREEK
RIVER BASIN: NEUSE
STORMWATER MANAGEMENT METHOD HIGH DENSITY - STORMWATER WETLAND, WETPOND
(90% TSS REMOVAL) & LEVEL SPREADERS
FLOODPLAIN ONSITE: YES -TOWN OF CARY FLOODPLAIN ONLY; NO FEMA FLOODPLAIN
AREA FIGURES:
OVERALL TRACT AREA: 25.23 AC.
PHASE 1: 17.03 AC.
PHASE 2: 8.20 AC.
OPEN SPACE REQUIRED N/A
PROPOSED OPEN SPACE: STREAM BUFFERS /UTB: 11.01 AC
LANDSCAPE BUFFERS: 1.44 AC
ASSIGNED OPEN SPACE: 0.88 AC
CONNECTIVITY INDEX RATIO: 1.2 (MINOR MODIFICATION REQUESTED DUE TO TOPOGRAPHIC /ENVIRONMENTAL
CONSTRAINTS)
PROPOSED IMPERVIOUS: 7.04 AC (27.90% OF SITE)
ON -SITE DISTURBED AREA: 13.88 AC.
OFF -SITE (SITE FRONTAGE, PEDESTRIAN TRAIL, AND
WESTON LEFT OVER IMPROVEMENTS) DISTURBED AREA: 0.35 AC
MAXIMUM IMPERVIOUS ALLOWED PER LOT: SEE TABLE ON COVER SHEET
LINEAR FOOTAGE OF PUBLIC WATER LINE (WITHIN WESTON ROW): 60 LF
LINEAR FOOTAGE OF PUBLIC WATER LINE: 3,175 LF (PHI -2,149 LF, PH2 -1,026 LF)
LINEAR FOOTAGE OF PUBUC SEWER LINE: 2,924 LF (PHI -1,857 LF, PH2 -1,067 LF)
LINEAR FOOTAGE OF PUBLIC RECLAIMED WATER LINE: 1,341 LF
NUMBER OF DOMESTIC WATER /SEWER TAPS: 1 WATER MAIN TAP (98 WATER SERVICES)
1 SEWER MAIN TAP (98 SEWER SERVICES)
LINEAR FOOTAGE OF PROPOSED WESTON
PARKWAY IMPROVEMENTS: 310 LF
TOTAL OPEN SPACE:
13.33 AC (52.8% OF SITE)
RESIDENTIAL DENSITY:
2.5 SPACES PER UNIT + 0.25 /DU VISITOR
NTin. Side Setback to
834 LF
3 BDRM
LOTS
PH AREA
DENSITY
PHASE 1
63
17.03 AC
Max. Res. Density
PHASE 2
35
8.20 AC
Side (ft)
TOTAL
98
25.23 AC
3.88 DU /AC
BUILDING SETBACKS:
PHASE 1
House -10'
DU * 100 GPD BR = 18,900 GPD DOMESTIC
=
CONNECTIVITY INDEX RATIO: 1.2 (MINOR MODIFICATION REQUESTED DUE TO TOPOGRAPHIC /ENVIRONMENTAL
CONSTRAINTS)
PROPOSED IMPERVIOUS: 7.04 AC (27.90% OF SITE)
ON -SITE DISTURBED AREA: 13.88 AC.
OFF -SITE (SITE FRONTAGE, PEDESTRIAN TRAIL, AND
WESTON LEFT OVER IMPROVEMENTS) DISTURBED AREA: 0.35 AC
MAXIMUM IMPERVIOUS ALLOWED PER LOT: SEE TABLE ON COVER SHEET
LINEAR FOOTAGE OF PUBLIC WATER LINE (WITHIN WESTON ROW): 60 LF
LINEAR FOOTAGE OF PUBLIC WATER LINE: 3,175 LF (PHI -2,149 LF, PH2 -1,026 LF)
LINEAR FOOTAGE OF PUBUC SEWER LINE: 2,924 LF (PHI -1,857 LF, PH2 -1,067 LF)
LINEAR FOOTAGE OF PUBLIC RECLAIMED WATER LINE: 1,341 LF
NUMBER OF DOMESTIC WATER /SEWER TAPS: 1 WATER MAIN TAP (98 WATER SERVICES)
1 SEWER MAIN TAP (98 SEWER SERVICES)
LINEAR FOOTAGE OF PROPOSED WESTON
PARKWAY IMPROVEMENTS: 310 LF
LINEAR FOOTAGE OF PRIVATE STREETS:
STREET "A ":
1,315 LF
2.5 SPACES PER UNIT + 0.25 /DU VISITOR
NTin. Side Setback to
834 LF
3 BDRM
Min. Rear Setback off
Mm. Front Setback to
Mn. Building Sep Side to
Mn. Building Sep. Rear
Min. Building Sep Side to
PHASE
REQUIRED
Max. Res. Density
Sub-District
Buffer (ft)
Sidewalk (ft)
Side (ft)
to hear (ft)
Rear. (ft)
Si dewalk o ft)ack of Curb
(selling Units /Acre)
OF CARY SPECS):
PHASE 1
House -10'
DU * 100 GPD BR = 18,900 GPD DOMESTIC
=
PHASE 2
35 3 SR
DU * 100 GPD /BR 10,500 GPD (DOMESTIC
INSPECTIONS NOTES
Drainage Area (AC.)
6.64ac.
2.25ac.
Disturbed Area (AC.)
PEC -2
10'
2.25ac.
16'
40'
35'
12'
4
Bottom Elevation
Cm rage - 20'
364ft
Sediment Depth
3.Oft
CONNECTIVITY INDEX RATIO: 1.2 (MINOR MODIFICATION REQUESTED DUE TO TOPOGRAPHIC /ENVIRONMENTAL
CONSTRAINTS)
PROPOSED IMPERVIOUS: 7.04 AC (27.90% OF SITE)
ON -SITE DISTURBED AREA: 13.88 AC.
OFF -SITE (SITE FRONTAGE, PEDESTRIAN TRAIL, AND
WESTON LEFT OVER IMPROVEMENTS) DISTURBED AREA: 0.35 AC
MAXIMUM IMPERVIOUS ALLOWED PER LOT: SEE TABLE ON COVER SHEET
LINEAR FOOTAGE OF PUBLIC WATER LINE (WITHIN WESTON ROW): 60 LF
LINEAR FOOTAGE OF PUBLIC WATER LINE: 3,175 LF (PHI -2,149 LF, PH2 -1,026 LF)
LINEAR FOOTAGE OF PUBUC SEWER LINE: 2,924 LF (PHI -1,857 LF, PH2 -1,067 LF)
LINEAR FOOTAGE OF PUBLIC RECLAIMED WATER LINE: 1,341 LF
NUMBER OF DOMESTIC WATER /SEWER TAPS: 1 WATER MAIN TAP (98 WATER SERVICES)
1 SEWER MAIN TAP (98 SEWER SERVICES)
LINEAR FOOTAGE OF PROPOSED WESTON
PARKWAY IMPROVEMENTS: 310 LF
LINEAR FOOTAGE OF PRIVATE STREETS:
STREET "A ":
1,315 LF
2.5 SPACES PER UNIT + 0.25 /DU VISITOR
STREET "B ":
834 LF
3 BDRM
STREET "C ":
135 LF
7 DAYS
STREET "D ":
363 LF
PHASE
REQUIRED
STREET "E ":
480 LF
35 UNITS 97 SPACES
STREET "F ":
129 LF
TOTAL LINEAR FOOTAGE OF FIRE LANES:
0 LF
TOTAL WASTEWATER FLOW GENERATED (GPD USING TOWN
OF CARY SPECS):
PHASE 1
63 3 BR
DU * 100 GPD BR = 18,900 GPD DOMESTIC
=
PHASE 2
35 3 SR
DU * 100 GPD /BR 10,500 GPD (DOMESTIC
INSPECTIONS NOTES
Drainage Area (AC.)
1. NOTE: NO CONSTRUCTION CAN BEGIN UNTIL ALL APPLICABLE PERMITS HAVE BEEN OBTAINED AND BEEN
REVIEWED AND APPROVED BY THE TOWN OF CARY. ALSO, CONSTRUCTION CAN NOT BEGIN IN A NORTH
CAROLINA STATE ROAD RIGHT OF WAY WITHOUT AN ENCROACHMENT AGREEMENT WITH THE NORTH
CAROLINA DEPARTMENT OF TRANSPORTATION.
2. YOU MUST REQUEST INSPECTION ON THESE ITEMS:
•UNDERCUT AREAS MUST BE INSPECTED BEFORE FILL OPERATIONS BEGIN
•CURB AND GUTTER FORMS /STRINGLINE
•STORM DRAINAGE PIPES INCLUDING CATCH BASINS AND OTHER RELATED APPURTENANCES
•SUBGRADE INSPECTION: PROOF ROLL AND /OR TESTING INCLUDING GRADE AND DEPTH INSPECTION
BEFORE PLACING BASE COURSE
•
BASE COURSE INSPECTION MUST BE READY FOR PROOF ROLL AND/OR TESTING AND HAVE GRADE
AND DEPTH CHECKS, MANHOLE AND VALVE BOX ENCASEMENTS COMPLETED. THE INSPECTION
SHOULD NOT BE CALLED FOR UNLESS THE ASPHALT IS GOING TO BE INSTALLED BY THE
FOLLOWING DAY AND ALL UTILITIES HAVE BEEN INSTALLED AND ACCEPTED
•SIDEWALK FORMS
*AS- BUILTS AND RIGHT OF WAY RECORDED
*FINAL INSPECTION FOR PUNCH LIST BEFORE ACCEPTANCE
WATER INSPECTION
1. NOTE: NO CONSTRUCTION OF ANY WATERLINE CAN BEGIN UNTIL A WATER EXTENSION PERMIT HAS BEEN
APPROVED AND ALL CONSTRUCTION PLANS HAVE BEEN REVIEWED AND APPROVED BY THE TOWN OF CARY.
2. YOU MUST REQUEST INSPECTION ON THESE ITEMS:
•BORING AND JACKING (SPIDERS /SKIDS, ETC.)
•TAPPING SLEEVES AND VALVES
•BLOWOFF ASSEMBLIES
•FIRE HYDRANTS
•RODDING
•THRUST COLLARS
•REDUCERS
•SERVICES FROM THE TAP TO METER BOX
*TEES, CAPS AND ALL FITTINGS AND REACTION BLOCKING
*METER VAULTS AND ASSEMBLIES
*AIR RELEASE MANHOLES
•PRESSURE TEST (A HYDROSTATIC TEST AT A PRESSURE OF 200 PSI FOR TWO (2) HOURS.)
•PURITY TEST (BACTERIOLOGICAL ANALYSIS)
*AS- BUILTS SUBMITTED
SEWER INSPECTION
3. NOTE: NO CONSTRUCTION ON THE SANITARY SEWER SYSTEM CAN BEGIN BEFORE A SEWER EXTENSION
PERMIT HAS BEEN OBTAINED AND ALL CONSTRUCTION PLANS HAVE BEEN REVIEWED AND APPROVED BY
THE TOWN OF CARY.
4. YOU MUST REQUEST INSPECTION ON THESE ITEMS:
•STONE OR CONCRETE FOUNDATIONS FOR MANHOLES AND WET WELLS
*DROP MANHOLE FITTINGS AND CONCRETE ENCASEMENT
•ANY CONCRETE ENCASEMENTS FORMS
•WHEN SPECIAL BEDDING DETAILS ARE SPECIFIED OR NECESSARY
•SERVICES FROM TAPS TO CLEANOUT
•FORMWORK PRIOR TO POURING CONCRETE PIERS
• AIR TESTS
•MANDREL TESTS ( "GO OR NO GO ")
*VISUAL INSPECTION/VIDEO
*BORING AND JACKING
•AS- BUILTS SUBMITTED AND EASEMENTS RECORDED
•FINAL INSPECTION
5. THE VISUAL INSPECTION SHOULD NOT BE CALLED FOR UNLESS ALL CONSTRUCTION IS COMPLETED AND AIR
TESTED INCLUDING INSTALLATION OF ALL SERVICE TAPS, INVERTS CONSTRUCTED, ETC.
1 4SP01 8
HTE #: 14-1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
PHASE 1 LOTS:
TOWNHOME LOTS 63
• MINIMUM LOT SIZE 2,125 SF
AVERAGE LOT SIZE 2,885 SF
PHASE 2 LOTS:
TOWNHOME LOTS 35
• MINIMUM LOT SIZE 2,073 SF
• AVERAGE LOT SIZE 2,705 SF
PARKING CALCULATIONS
REQUIREMENTS
GENERAL PARKING
TOWNHOUSES
3 BDR
2.5 SPACES PER UNIT + 0.25 /DU VISITOR
PHASE 1
REQUIRED
PERIMETER DIKES,
SWALES, DITCHES
AND SLOPES
3 BDRM
63 UNITS 174 SPACES
PROVIDED
7 DAYS
3 BDRM
2
218 DRIVE /GARAGE & 25 VISITOR
PHASE
REQUIRED
IF SLOPES ARE 10'
OR LESS IN LENGTH
AN AR N T R
D E O STEEPE
THAN 2:1, 14 DAYS
ARE ALLOWED
3 BDRM
35 UNITS 97 SPACES
PROVIDED
ALL OTHER AREAS
WITH SLOPES
FLATTER THAN 4:1
3 BDRM
124 DRIVE /GARAGE & 11 VISITOR
FIRE DEPARTMENT P A RTM E N T NATIONAL NO TE
1. SITE HA NTH THE LATEST BUILDING AND FIRE CODES.
2. FUNCTIONAL FIRE PROTECTION SHALL BE PROVIDED TO THE SITE BEFORE ANY
COMBUSTIBLE MATERIALS ARE PLACED ON THE SITE.
3. FIRE ACCESS ROUTE SHALL HAVE A MINIMUM RADIUS OF 28' (FACE OF CURB) TO
ALLOW FIRE APPARATUS ACCESS THROUGH SITE (IFC 503.2.4).
4. ALL PORTIONS OF THE FIRST FLOOR OF THE BUILDING MUST BE WITHIN 150' OF
THE FIRE ACCESS ROUTE (IFC 503.1.1)
5. BUILDING ADDRESSES SHALL BE PLACED ON BOTH SIDES OF THE BUILDING ON A
CLEARLY VISIBLE PLACARD FOR LOCATION PURPOSES.
6. ALL FIRE TRUCK ACCESSIBLE ROUTES SHALL BE RATED FOR 75,000 LB AND HAVE
A MINIMUM CLEAR WIDTH OF 20' (IFC 503.2.1).
SITE PLAN NOTES:
1. MINIMUM CORNER CLEARANCES FROM THE CURBLINE OF INTERSECTING STREETS SHALL BE AT LEAST 20' FROM
THE POINT OF TANGENCY. NO DRIVEWAYS OR PARKING SPACES SHALL ENCROACH ON THIS MINIMUM CORNER
CLEARANCE.
2. WITHIN THE SIGHT DISTANCE TRIANGLES SHOWN, NO OBSTRUCTION BETWEEN 2' AND 8' IN HEIGHT ABOVE THE
CURB LINE ELEVATION SHALL BE LOCATED IN WHOLE OR IN PART. OBSTRUCTIONS INCLUDE BUT ARE NOT LIMITED
TO ANY BERM, FOLIAGE, FENCE, WALL, SIGN, OR PARKED VEHICLE.
3. ALL CONSTRUCTION SHALL CONFORM TO THE LATEST TOWN OF CARY AND NCDOT STANDARDS AND
SPECIFICATIONS.
4. ALL DIMENSIONS SHOWN ON SITE PLAN ARE TO FACE OF CURB UNLESS OTHERWISE NOTED.
5. OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA) STANDARDS FOR EXCAVATIONS; FINAL RULE 29CFR
PART 1926, SUBPART "P" APPLIES TO ALL EXCAVATIONS EXCEEDING FIVE (5) FEET IN DEPTH. EXCAVATION
EXCEEDING TWENTY (20) FEET IN DEPTH REQUIRES THE DESIGN OF A TRENCH SAFETY SYSTEM BY A REGISTERED
PROFESSIONAL ENGINEER, PROVIDED BY CONTRACTOR RESPONSIBLE FOR EXCAVATION.
6. EQUIPMENT AND PRODUCTS OTHER THAN THOSE SPECIFIED MAY BE USED PROVIDED APPROVAL HAS BEEN
OBTAINED FROM THE OWNER IN WRITING PRIOR TO ORDERING OR INSTALLATION. THE CONTRACTOR SHALL WAIVE
ANY CLAIM FOR ADDITIONAL COST RELATED TO THE SUBSTITUTION OF ALTERNATE EQUIPMENT.
7. CONTRACTOR SHALL MAINTAIN AN "AS- BUILT" SET OF DRAWINGS TO RECORD THE EXACT LOCATION OF ALL
PIPING PRIOR TO CONCEALMENT. DRAWINGS SHALL BE GIVEN TO THE OWNER UPON COMPLETION OF THE
PROJECT WITH A COPY OF THE TRANSMITTAL LETTER TO THE ENGINEER.
8. EXISTING IMPROVEMENTS SLATED TO REMAIN THAT ARE DAMAGED DURING CONSTRUCTION SHALL BE
REPLACED /RESTORED TO THEIR ORIGINAL CONDITION OR TO THE SATISFACTION OF THE OWNER BY THE
CONTRACTOR RESPONSIBLE FOR THE DAMAGE.
9. SOIL UNDER BUILDINGS AND PAVED AREAS SHALL BE COMPACTED TO STANDARD PROCTOR MAXIMUM DRY
DENSITY OR AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER.
10. THE CONTRACTOR SHALL NOTE THAT THE DRAWINGS MAY NOT SHOW EVERY OFFSET, TRANSITION, FITTING, ETC.
THAT MAY BE REQUIRED. THE CONTRACTOR SHALL INSTALL SUCH STANDARD APPURTENANCES AS REQUIRED TO
CLOSELY FOLLOW THE GRADES AND ALIGNMENTS DEPICTED ON THE PLANS.
11. CONTRACTOR SHALL NOTIFY "NORTH CAROLINA ONE CALL" (1- 800 - 632 -4949) AT LEAST 48 HOURS PRIOR TO
BEGINNING CONSTRUCTION OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED. CONTRACTOR TO CONTACT
ANY LOCAL UTILITIES THAT PROVIDE THEIR OWN LOCATOR SERVICES INDEPENDENT OF "NORTH CAROLINA ONE
CALL ". REPORT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY.
12. CONTRACTOR IS RESPONSIBLE FOR COORDINATING CONSTRUCTION ACTIVITIES WITH THE APPROPRIATE UTILITY
COMPANIES FOR ANY REQUIRED RELOCATION (I.E. POWER POLES, TELEPHONE PEDESTALS, WATER METERS, ETC.).
13. EXISTING UTILITIES SHOWN ARE BASED ON FIELD SURVEYS AND THE BEST AVAILABLE RECORD DRAWINGS. THE
CONTRACTOR SHALL VERIFY CONDITIONS PRIOR TO BEGINNING CONSTRUCTION. ANY DISCREPANCIES BETWEEN
ACTUAL FIELD CONDITIONS AND THE PLANS SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
14, PRIOR TO STARTING CONSTRUCTION THE GENERAL CONTRACTOR SHALL HOLD A PRE - CONSTRUCTION
CONFERENCE.
15. ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE FIELD VERIFIED BY THE CONTRACTOR PRIOR TO
CONSTRUCTION. CONTRACTOR SHALL NOTIFY THE OWNER IF ANY DISCREPANCIES EXIST PRIOR TO PROCEEDING
WITH CONSTRUCTION FOR NECESSARY PLAN OR GRADE CHANGES. NO EXTRA COMPENSATION SHALL BE PAID TO
CONTRACTOR FOR ANY WORK DONE DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY ON THESE PLANS IF
SUCH NOTIFICATION HAS NOT BEEN GIVEN.
16. ALL STREET NAME SIGNS SHALL CONFORM TO THE LATEST EDITION OF THE MUTCD INCLUDING MIXED CASE
LETTERING, PROPER LETTER HEIGHTS, AND RETROREFLECTIVITY.
17. ALL ASPHALT EDGES SHALL BE SAW CUT TO PROVIDE A GOOD LONGITUDINAL JOINT. MILL 1.5 FEET AT 1.5
INCHES DEEP MINIMUM TO PROVIDE A LONGITUDINAL LAP JOINT FOR FINAL SURFACE LAYER. NO MILLING SHALL
BE LEFT FOR A PERIOD OF TIME GREATER THAN 48 HOURS BEFORE A STREET IS TO BE REPACED /RESURFACED.
18. THE DEVELOPER WILL BE RESPONSIBLE FOR ALL INSTALLATION COSTS ASSOCIATED WITH STREET LIGHTING ALONG
PROPOSED STREETS, ADJACENT STREETS AND THOROUGHFARES AS REQUIRED PER TOWN OF CARY POLICY
STATEMENT NO. 13. THE DEVELOPER SHALL CONTACT PROGRESS ENERGY AFTER PLAN APPROVAL AND PRIOR
TO CONSTRUCTION IN ORDER TO DEVELOP A STREET LIGHTING PLAN FOR THE SITE /SUBDIVISION PLANS.
19. SEPARATE BUILDING PERMITS ARE REQUIRED FOR RETAINING WALLS, BOARDWALKS, BRIDGES, DUMPSTER
ENCLOSURES, MONUMENTS, SIGNS, OR OTHER ACCESSORY STRUCTURES OR ELEMENTS. CONTACT THE
INSPECTIONS AND PERMITS DEPARTMENT PLAN REVIEW DIVISION AT 469 -4043.
22. PAVEMENT DESIGN WILL BE PROVIDED BY A GEOTECHNICAL ENGINEER AND BE APPROVED BY THE TOWN
ENGINEERING DEPARTMENT PRIOR TO PLACEMENT, BUT CANNOT COMMENCE UNTIL SITE GEOTECHNICAL
INFORMATION IS PROCURED.
23. THE NC STATE BUILDING CODE REQUIRES THAT ANY CONSTRUCTION INCLUDING DECKS LOCATED LESS THAN FIVE
(5) FEET FROM A PROPERTY LINE, SHALL HAVE NOT LESS THAN A ONE -HOUR FIRE- RESISTIVE RATING WITH
EXPOSURE FROM BOTH SIDES. THIS REQUIREMENT APPLIES TO ANY ATTACHED STRUCTURE SUCH AS DECKS OR
PORCHES. THE NC STATE BUILDING CODE REQUIREMENTS IN EFFECT AT THE TIME OF THE BUILDING PERMIT
APPLICATION WILL SUPERSEDE THIS NOTE."
STORM DRAINAGE NOTES:
1. ALL STORM DRAINAGE PIPES SHOWN ARE TO BE CLASS III REINFORCED CONCRETE (RCP) UNLESS
NOTED OTHERWISE.
2. ALL STORM DRAIN FRAMES, GRATES & HOODS SHALL BE STAMPED WITH "DRAINS TO THE RIVER" IN
ACCORDANCE WITH TOWN OF CARY STANDARDS.
3. ALL STORM DRAINAGE CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE LATEST TOWN OF CARY
STANDARDS AND SPECIFICATIONS.
4. ALL PIPE IN STORM DRAIN STRUCTURES SHALL BE STRUCK EVEN WITH INSIDE WALL.
5. ALL PIPE JOINTS SHALL BE MADE WITH PREFORMED JOINT SEALER, WHICH CONFORMS TO AASHTO
SPECIFICATION M -198 FOR TYPE B FLEXIBLE PLASTIC GASKETS UNLESS OTHERWISE NOTED.
6. 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.
7. ALL BACKFILL SHALL BE NON- PLASTIC IN NATURE, FREE FROM ROOTS, VEGETATION 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.
8. MATERIALS DEEMED BY THE OWNER'S REPRESENTATIVE AS UNSUITABLE FOR BACKFILL PURPOSES
SHALL BE REMOVED AND REPLACED WITH SUITABLE MATERIAL.
9. BACKFILLING OF TRENCHES SHALL BE ACCOMPUSHED IMMEDIATELY AFTER PIPE IS LAID. THE FILL
AROUND THE PIPE SHALL BE THOROUGHLY COMPACTED TO 95% OF THE MAXIMUM DRY DENSITY
OBTAINABLE WITH THE STANDARD PROCTOR TEST. THE TOP EIGHT (8) INCHES SHALL BE
COMPACTED TO 100 PERCENT STANDARD PROCTOR.
10. UNDER NO CIRCUMSTANCES SHALL WATER BE ALLOWED TO RISE IN UNBACKFILLED TRENCHES AFTER
PIPE HAS BEEN PLACED.
11. PIPE FOR ROOF DRAINS SHALL BE PVC SDR -26 AND PLACED IN ACCORDANCE WITH TOWN OF
CARY SANITARY SEWER STANDARDS AND SPECIFICATIONS.
12. LEVEL SPREADERS AS PROPOSED ON THIS PROJECT MUST BE LOCATED ON COMMON OPEN SPACE,
HAVE AN ACCESS AND MAINTENANCE EASEMENT LOCATED AROUND THEM, AND INCLUDE AN
OPERATIONS AND MAINTENANCE MANUAL (0 &M MANUAL) WITH A MAINTENANCE AGREEMENT.
13. IF THERE IS A PROPOSED TRASH COMPACTOR PROPOSED ONSITE A CONNECTION TO THE SANITARY
SEWER WILL BE REQUIRED AND THE DUMPSTER ENCLOSURE WILL NEED TO BE COVERED.
GRADING NOTES:
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH TOWN OF CARY STANDARDS AND SPECIFICATIONS.
2. CONTRACTOR SHALL NOTIFY "NORTH CAROLINA ONE CALL" (1- 800 - 632 -4949) AT LEAST 48 HOURS
PRIOR TO BEGINNING CONSTRUCTION OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED. CONTRACTOR
TO CONTACT ANY LOCAL UTILITIES THAT PROVIDE THEIR OWN LOCATOR SERVICES INDEPENDENT OF
"NORTH CAROLINA ONE CALL ". REPORT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY.
3. PRIOR TO STARTING CONSTRUCTION THE GENERAL CONTRACTOR SHALL HOLD A PRE - CONSTRUCTION
CONFERENCE WITH THE TOWN OF CARY EROSION CONTROL OFFICER AND OWNER'S REP /ENGINEER.
4. EXISTING CONTOURS ARE BASED ON SURVEY COMPLETED BY THE JOHN R. MCADAMS COMPANY, INC.
EXISTING UTILITIES SHOWN ARE BASED ON SURVEY AND THE BEST AVAILABLE RECORDS. THE
CONTRACTOR, HOWEVER, SHALL VERIFY CONDITIONS PRIOR TO BEGINNING CONSTRUCTION. ANY
DISCREPANCIES BETWEEN ACTUAL FIELD CONDITIONS AND THE PLANS SHALL BE REPORTED TO THE
ENGINEER IMMEDIATELY. FOR NECESSARY PLAN OR GRADE CHANGES. NO EXTRA COMPENSATION SHALL
BE PAID TO CONTRACTOR FOR ANY WORK DONE DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY
ON THESE PLANS IF SUCH NOTIFICATION HAS NOT BEEN GIVEN.
5. GRADING AND CONTOURS ARE BASED ON NORTH AMERICAN VERTICAL DATUM 88 (NAVD88).
6. EQUIPMENT AND PRODUCTS OTHER THAN THOSE SPECIFIED MAY BE USED PROVIDED APPROVAL HAS
BEEN OBTAINED FROM THE OWNER IN WRITING PRIOR TO ORDERING OR INSTALLATION. THE CONTRACTOR
SHALL WAIVE ANY CLAIM FOR ADDITIONAL COST RELATED TO THE SUBSTITUTION OF ALTERNATE
EQUIPMENT.
7. CONTRACTOR SHALL MAINTAIN AN "AS- BUILT" SET OF DRAWINGS TO RECORD THE EXACT LOCATION OF
ALL PIPING PRIOR TO CONCEALMENT. DRAWINGS SHALL BE GIVEN TO THE OWNER UPON COMPLETION OF
THE PROJECT WITH A COPY OF THE TRANSMITTAL LETTER TO THE ENGINEER.
8. EXISTING IMPROVEMENTS DAMAGED DURING CONSTRUCTION SHALL BE REPLACED /RESTORED TO THEIR
ORIGINAL CONDITION OR TO THE SATISFACTION OF THE OWNER BY THE CONTRACTOR RESPONSIBLE FOR
THE DAMAGE.
9. SOIL UNDER BUILDINGS AND PAVED AREAS SHALL BE APPROVED, PLACED AND COMPACTED AS
RECOMMENDED BY THE GEOTECHNICAL ENGINEER AND SHOULD MEET OR EXCEED TOWN OF CARY
STANDARDS.
10. THE CONTRACTOR SHALL NOTE THAT THE DRAWINGS MAY NOT SHOW EVERY OFFSET, TRANSITION,
FITTING, ETC. THAT MAY BE REQUIRED. THE CONTRACTOR SHALL INSTALL SUCH STANDARD
APPURTENANCES AS REQUIRED TO CLOSELY FOLLOW THE GRADES AND ALIGNMENTS DEPICTED ON THE
PLANS
11. CONTRACTOR IS RESPONSIBLE FOR COORDINATING CONSTRUCTION ACTIVITIES WITH THE APPROPRIATE
UTILITY COMPANIES FOR ANY REQUIRED RELOCATION (I.E. POWER POLES, TELEPHONE PEDESTALS, WATER
METERS, ETC.).
12. GRADING IN AREAS DESIGNATED AS "ACCESSIBLE" SHALL COMPLY WITH ALL FEDERAL AND LOCAL
ACCESSIBILITY RULES AND GUIDELINES. EVEN THOUGH PLANS MAY NOT SHOW ALL SPOT ELEVATIONS IN
THESE REGIONS, IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ASSURE THAT THE AREAS ARE
GRADED TO AMERICAN DISABILITY ACT (ADA) COMPLIANT SPECIFICATIONS.
13. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO IDENTIFY AREAS WHERE SPILL CURB IS NECESSARY
TO CONVEY RUNOFF TO THE NEAREST CATCH BASIN OR DROP INLET. THE OWNER AND /OR ENGINEER
SHALL NOT BE HELD RESPONSIBLE FOR CURBING INSTALLED PRIOR TO PAVING THAT DOES NOT DRAIN
PROPERLY.
14. ALL PROPOSED INLETS, CATCH BASINS, AND DROP INLETS SHALL BE PROTECTED BY EROSION CONTROL
MEASURES AS SHOWN AND SPECIFIED ON THE EROSION CONTROL PLAN
15. THE CURB INLETS AND YARD INLETS SHALL BE CONSTRUCTED IN THE LOCATIONS SHOWN UNLESS
OTHERWISE DIRECTED BY THE ENGINEER. THE CONTRACTOR IS RESPONSIBLE FOR REPORTING ANY
DISCREPANCIES IN THE CATCH BASIN ELEVATIONS OR THE PROPOSED PIPE SLOPES TO THE ENGINEER.
THE CONTRACTOR IS ALSO RESPONSIBLE TO REPORT ANY CONFLICTS BETWEEN ANY UTILITY, STORM
DRAIN LINE, WATER LINE, SEWER LINE OR ANY OTHER PROPOSED OR EXISTING STRUCTURE TO THE
ENGINEER.
16. SITE CONCURRENCE THROUGH THE UNITED STATES ARMY CORP OF ENGINEERS HAS BEEN ESTABLISHED,
THERE ARE JURISDICTIONAL WETLANDS ON SITE. STREAM BUFFER CALLS HAVE BEEN VALIDATED
THROUGH NCDENR OWQ (SEE NB/RRO #14 -145). ALL GRADING SHALL NOT ENCROACH INTO ANY
LOCATED BUFFERS AS SHOWN ON THESE PLANS.
17. THE CONTRACTOR SHALL PROVIDE POSITIVE DRAINAGE AWAY FROM ALL BUILDING FOUNDATIONS. THE
CONTRACTOR SHALL FIELD VERIFY GRADES SURROUNDING ALL BUILDINGS PRIOR TO GRADING ACTIVITIES
AND REPORT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY.
18. PIPE SPECIFIED AS RCP MAY BE SUBSTITUTED WITH APPROVED MATERIALS PER THE TOWN OF CARY
STANDARDS AND SPECIFICATION 08020 OUTSIDE OF PUBLIC RIGHT OF WAY AND EASEMENTS. ALL
BEDDING FOR ALTERNATE MATERIALS SHALL CONFORM TO NCDOT, AASHTO AND ASTM SPECIFICATIONS.
19. THE MINIMUM PIPE SIZE IS 12" IF INLET IS GRATED, OTHERWISE 15 ".
20. FOR ALL PIPE OUTLETS 60" AND GREATER (SINGLE) AND 36" (MULTIPLE) HEADWALLS/ENDWALLS SHALL
BE USED AND A 4' HIGH BLACK POLY COATED CHAIN LINK FENCE PLACED OVER THE WALL.
21. FOR NPDES PERMIT COMPLIANCE: ALL SLOPES 3:1 AND STEEPER MUST BE STABILIZED WITHIN 7 DAYS,
ALL OTHER AREAS MUST BE STABILIZED WITHIN 14 DAYS.
22. ALL STORM PIPE SPECIFIED AS REINFORCED CONCRETE (RCP) SHALL BE MINIMUM CLASS III PIPE.
RETAINING WALL NOTES:
1. RETAINING WALLS REQUIRE A SEPARATE BUILDING PERMIT PRIOR TO START OF CONSTRUCTION.
CONTACT THE INSPECTIONS AND PERMITS DEPARTMENT PLAN REVIEW DIVISION AT 469 -4043.
2. THE RETAINING WALL ALIGNMENT SHOWN ON THESE PLANS DEPICTS THE LOCATION OF THE FRONT FACE
OF THE RETAINING WALL AT THE BOTTOM OF THE WALL.
3. SEGMENTAL RETAINING WALLS ARE TO BE DESIGN -BUILD PROJECTS BY THE CONTRACTOR. IT SHALL BE
THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN FINAL CONSTRUCTION DRAWINGS FROM A REGISTERED
ENGINEER AND GAIN ALL REQUIRED PERMITS NECESSARY FOR THE CONSTRUCTION OF THE RETAINING
WALLS.
4. RETAINING WALLS SHALL BE ASSUMED TO BE BACKFILLED PROCESSED FILL UNLESS THE CONTRACTOR
CAN PROVIDE THE OWNER WITH CONFIRMATION FROM THE GEOTECHNICAL ENGINEER AND THE RETAINING
WALL DESIGNER THAT READILY AVAILABLE ON -SITE SOILS CAN BE USED.
5. THE TOP AND BOTTOM OF WALL ELEVATIONS SHOWN ON THESE PLANS IDENTIFY FINISHED GRADE
ELEVATIONS ONLY. THE EXTENT THAT THE RETAINING WALL WILL BE EXTENDED BELOW GRADE TO THE
FOOTING SHALL BE IDENTIFIED ON THE RETAINING WALL CONSTRUCTION DRAWINGS.
6. ALL GRADING AND ELEVATIONS SHOWN ON OR AROUND SEGMENTAL BLOCK WALLS SHALL BE VERIFIED
BY WALL DESIGNER. ANY CHANGES NECESSARY TO MEET THE DESIGN CONSTRAINTS OF THE WALL
SHALL BE CONVEYED TO ENGINEER TO COORDINATE DISCREPANCIES BETWEEN GRADING PLAN AND WALL
DESIGN.
TOWN OF CARY
GRADING /EROSION CONTROL NOTES:
1. TEMPORARY AND PERMANENT EC MEASURES SHALL BE PROVIDED FOR ALL LAND DISTURBING
WORK IN ACCORDANCE WITH AN EC PLAN APPROVED BY THE TOWN.
2. ALL PERMANENT EC MEASURES SHALL BE INCORPORATED INTO THE WORK AT THE EARLIEST
PRACTICAL TIME.
3. ALL TEMP MEASURES SHALL BE MAINTAINED UNTIL THE PERMANENT MEASURES HAVE TAKEN
EFFECT OR APPROVED BY THE EROSION CONTROL OFFICER.
4. TO MINIMIZE DAMAGE TO EXISTING TREES NEAR THE INTERIOR EDGE OF BUFFERS AND
STREETSCAPES, THE CONTRACTOR SHALL CUT MINIMUM 2' TRENCHES ALONG THE LIMITS OF
DISTURBANCE, SO ASTO CUT, RATHER THAN TEAR, ROOTS.
5. THE TREE PROTECTION FENCE SHALL BE MAINTAINED ON THE SITE UNTIL ALL SITE WORK IS
COMPLETED AND THE FINAL SITE INSPECTION PRIOR TO THE CERTIFICATE OF OCCUPANCY (CO) IS
SCHEDULED. THE FENCING SHALL BE REMOVED PRIOR TO FINAL INSPECTION FOR THE CO.
6. A PRE - CONSTRUCTION CONFERENCE SHALL BE SCHEDULED BEFORE THE GRADINGAAND
DISTURBANCE PERMIT IS ISSUED.
7. STREETS IN FRONT OF THE PROJECT WILL BE KEPT CLEAN AT ALL TIMES OR A WASH STATION
WILL BE REQUIRED.
8. TREE PROTECTION FENCING ON THIS PROJECT WILL BE INSTALLED AND INSPECTED BEFORE THE
GRADING PERMIT IS ISSUED.
9. SITE IS LOCATED WITHIN THE NEUSE RIVER WATERSHED.
10. PERMANENT GROUND COVER MUST BE ESTABLISHED WITHIN 15 WORKING DAYS OR 30 CALENDAR
DAYS, WHICHEVER IS SHORTER.
11. A GRADING PERMIT WILL NOT BE ISSUED UNTIL THE TOWN OF CARY HAS RECEIVED NOTIFICATION
FROM THE ECOSYSTEMS ENHANCEMENT PROGRAM THAT A RECEIPT HAS BEEN ISSUED TO THE
DEVELOPER AND THE LOCAL GOVERNMENT STATING THE NITROGEN BUY DOWN HAS BEEN
COMPLETED,
12. THIS PROJECT WILL MEET ALL THE REQUIREMENTS RELATIVE TO BEST MANAGEMENT PRACTICES
AND ENGINEERED STORMWATER CONTROL STRUCTURES AS OUTLINED IN THE TOWN OF CARY LAND
DEVELOPMENT ORDINANCE (CHAPTER 4, PART 4.6, LDO)
13. ALL STORM DRAIN FRAMES, GRATES & HOODS SHALL BE STAMPED WITH "DRAINS TO THE RIVER"
IN ACCORDANCE WITH TOWN OF CARY STANDARDS.
14. TOTAL DISTURBED AREA = 13.80 AC.
15. ALL SLOPES 2.0 H : 1.0 V OR GREATER SHALL BE STABILIZED WITH PERMANENT SLOPE
RETENTION DEVICES OR SUITABLE COMBINATION OF PLANTINGS AND RETENTION DEVICES. ALL
SLOPES GREATER THAN 3.0 H : 1.0 V WILL REQUIRE BIODEGRADABLE EROSION CONTROL MATTING
WITH A MINIMUM 2 YEAR LIFE. THESE SLOPES SHALL NOT BE STABILIZED WITH TURF GRASS BUT
MUST BE STABILIZED WITH VEGETATION THAT REQUIRES MINIMAL MAINTENANCE. WEEPING LOVE
GRASS, RED FESCUE OR OTHER APPROVED VARIETY. (CH 7, PART 2, SECTION 4(G) OF LDO)
16. FOR NPDES PERMIT COMPLIANCE: ALL SLOPES 3:1 AND STEEPER MUST BE STABILIZED WITHIN 7
DAYS, ALL OTHER AREAS MUST BE STABILIZED WITHIN 14 DAYS. SEE TABLE BELOW.
17. ALL STORM PIPE SPECIFIED AS REINFORCED CONCRETE (RCP) SHALL BE MINIMUM CLASS III PIPE.
18. A GRADING PERMIT WILL NOT BE ISSUED UNTIL THE TOWN HAS RECEIVED NOTIFICATION FROM THE
ECOSYSTEM ENHANCEMENT PROGRAM OR AN APPROVED NUTRIENT OFFSET BANK THAT A RECEIPT
HAS BEEN ISSUED OT THE DEVELOPER AND THE LOCAL GOVERNMENT STATING THE NITROGEN
BUYDOWN HAS BEEN COMPLETED.
19. THIS PROJECT IS NOT LOCATED WITHIN A FEMA REGULATED FLOOD PLAIN.
20.SEDIMENT BASIN RISER AND BARREL MATERIALS MUST BE ON SITE BEFORE GRADING PERMIT CAN
BE ISSUED.
21. LEVEL SPREADERS ON THE PROJECT MUST BE LOCATED ON COMMON OPEN SPACE, HAVE AN
ACCESS AND MAINTENANCE EASEMENTS LOCATED AROUND THEM AND INCLUDE AN OPERATIONS
AND MAINTENANCE MANUAL AND A MAINTENANCE AGREEMENT.
22.TREE PROTECTION FENCING SHALL NOT BE MOVED AND THERE SHALL BE NO ENCROACHMENT INTO
SUCH PROTECTED AREAS WITHOUT WRITTEN AUTHORIZATION OF THE TOWN'S ZONING COMPLIANCE
STAFF. ANY ACTIVITY (LANDSCAPING, FENCING, OR UTILITY INSTALLATION) SHOWN ON THE APPROVED
PLANS IN A TREE PROTECTION AREA, SHALL ALSO NOT OCCUR WITHOUT WRITTEN AUTHORIZATION
FROM THE TOWN'S ZONING COMPLIANCE STAFF. ANY UNAUTHORIZED ENCROACHMENT OR
DISTURBANCE WITHIN THE BOUNDARIES OF A TREE PROTECTION AREA SHALL AUTOMATICALLY
RESULT IN FINES AND THE REPLACEMENT OF ANY DAMAGED VEGETATION IN ACCORDANCE WITH THE
LAND DEVELOPMENT ORDINANCE.
MAINTENANCE PLAN
1. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CHECKED FOR STABILITY AND
OPERATION FOLLOWING EVERY RUNOFF- PRODUCING RAINFALL BUT IN NO CASE LESS THAN
ONCE EVERY WEEK. ANY NEEDED REPAIRS WILL BE MADE IMMEDIATELY TO MAINTAIN ALL
MEASURES AS DESIGNED.
2. SEDIMENT BASINS SHALL BE INSPECTED REGULARLY DURING LAND DISTURBING ACTIVITIES
AND AFTER EACH RUNOFF- PRODUCING RAINFALL. SEDIMENT SHALL BE REMOVED AND THE
BASIN RESTORED TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT HAS ACCUMULATED TO
ONE -HALF THE DESIGN DEPTH OF EACH BASIN. PORTIONS OF THE BASIN'S GRAVEL FACING
THAT ARE CONTAMINATED BY SEDIMENT SHALL BE REPLACED WITH FRESH GRAVEL DURING
EACH SEDIMENT REMOVAL EPISODE.
3. SEDIMENT FENCES SHALL BE INSPECTED AT LEAST ONCE A WEEK AND AFTER EACH
RAINFALL. REPAIRS SHALL BE MADE IMMEDIATELY. SEDIMENT DEPOSITS SHALL BE REMOVED
AS NEEDED TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAINFALL EVENT, AND
TO REDUCE PRESSURE ON THE FENCE. FENCING MATERIALS AND SEDIMENT DEPOSITS SHALL
BE REMOVED, AND THE AREA BROUGHT TO GRADE FOLLOWING STABILIZATION OF
UPGRADIENT DISTURBED AREAS.
4. DIVERSION DITCHES MUST REMAIN IN PLACE UNTIL PROJECT IS STABILIZED.
SEEDBED PREPARATION
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL
CONDITIONS, IF AVAILABLE.
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3. REMOVE ALL LOSE ROCK ROOTS AND OTHER OBSTRUCTIONS LEAVING SURFACE
REASONABLY SMOOTH AND UNIFORM.
4. PER ONE TIME ONLY, APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE
UNIFORMLY AND MIX WITH SOIL.
5. CONTINUE TILLAGE UNTIL A WELL - PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS
PREPARED 4 TO 6 INCHES DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER.
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH,
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE
PLANTING SEASON, IF POSSIBLE. AFTER PERMANENT COVER IS ESTABLISHED.
9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT
CONSTRUCTION SEQUENCE - STAGE 1
1. REQUEST PRECONSTRUCTION MEETING WITH TOWN OF CARY EROSION CONTROL
OFFICER.
2. INSTALL TREE PROTECTION FENCE.
3. OBTAIN GRADING PERMIT.
4. INSTALL CONSTRUCTION ENTRANCE PAD AT STREET "A" NEAR WESTON PARKWAY.
5. CONSTRUCT STREAM DIVERSION CHANNEL FOR THE PROPOSED CULVERT CROSSING.
5.1 EXCAVATE THE DIVERSION CHANNEL WITHOUT DISTURBING THE EXISTING
CHANNEL.
5.2 PLACE P550 TURF REINFORCEMENT MAT (TRM) LINER IN DIVERSION CHANNEL
WITH A MINIMUM OF 4' OF MATERIAL OVERLAPPING THE CHANNEL BANKS.
SECURE THE OVERLAPPED MATERIAL USING AT LEAST 12" OF FILL MATERIAL.
5.3 CONNECT THE DOWNSTREAM DIVERSION CHANNEL INTO THE DOWNSTREAM
EXISTING CHANNEL AND SECURE THE P550 TURF REINFORCEMENT MAT (TRM)
LINER AT THE CONNECTION.
5.4 CONNECT THE UPSTREAM DIVERSION CHANNEL INTO THE UPSTREAM EXISTING
CHANNEL AND SECURE THE P550 TURF REINFORCEMENT MAT (TRM) LINER AT
THE CONNECTION.
5.5 CONSTRUCT AN IMPERVIOUS DIKE (COFFER DAM) IN THE EXISTING CHANNEL AT
THE UPSTREAM SIDE TO DIVERT FLOW INTO THE DIVERSION CHANNEL.
5.6 CONSTRUCT AN IMPERVIOUS DIKE (COFFER DAM) IN THE EXISTING CHANNEL AT
THE DOWNSTREAM SIDE TO ISOLATE THE WORK AREA.
6. INSTALL DOUBLE CULVERTS NEAR SITE ENTRANCE OFF WESTON PARKWAY.
7. REMOVE THE IMPERVIOUS DIKES AND DIVERT THE CHANNEL INTO THE CULVERTS,
REMOVE P550 TRM AND FILL IN DIVERSION CHANNEL.
8. CLEAR AREAS NEEDED TO ACCESS EROSION CONTROL DEVICES. FOLLOW STEPS 5 -7
FOR CONSTRUCTION OF STREAM DIVERSION CHANNEL NEAR SOUTHERN PROPERTY
LINE AND FOR CONSTRUCTION OF 24" CULVERT CROSSING. INSTALL AND PLACE
EXCAVATED MATERIALS FOR SB -1 AND SB -2. PLACE EXCAVATED FILL FROM
SEDIMENT BASINS IN ISOLATED STOCKPILE LOCATIONS AND /OR AREAS OF PROPOSED
FILL LOCATIONS SURROUNDED BY SILT FENCE. MAKE SURE THAT DIVERSION
CHANNELS ARE INSTALLED WHEN SPOIL PILES ARE PLACED TO ASSURE RUNOFF IS
COLLECTED BY THE SEDIMENT TRAPPING DEVICES.
9. INSTALL ALL REMAINING PERIMETER EROSION CONTROL MEASURES AS SHOWN TO
PREVENT EROSION AND SEDIMENTATION FROM OCCURING WHEN GENERAL GRADING
COMMENCES.
10. OBTAIN CERTIFICATE OF COMPLIANCE THROUGH ON -SITE INSPECTION BY EROSION
CONTROL OFFICER.
11. BEGIN CLEARING AND GRUBBING AND GENERAL GRADING. MAINTAIN DEVICES AS
NEEDED.
12. CONTINUE TO STAGE 2.
NOTES:
• CLEAN SEDIMENT BASINS WHEN ONE -HALF FULL
• SEED ANO MULCH DENUDED AREA WITHIN 15 DAYS AFTER ANY PHASE OF GRADING
• MAINTAIN SOIL EROSION CONTORL MEASURES UNTIL PERMANENT GROUND COVER IS
ESTABLISHED.
CONSTRUCTION SEQUENCE - STAGE 2
1. CONTINUE MASS GRADING FROM STAGE 1. CONSTRUCT RETAINING WALLS AROUND
PERIMETER AND UTILIZE THE SUITABLE BACKFILL MATERIAL FROM EXCAVATION.
2. CONSTRUCT THE STORM DRAIN SYSTEM AS SHOWN TO DIVERT SURFACE RUNOFF TO
RISER BASINS. TEMPORARY DIVERSION DITCH BERMS SHALL REMAIN IN PLACE UNTIL
STORM DRAINAGE SYSTEM IS FULLY FUNCTIONAL AND DISCHARGING ALL RUNOFF TO
SEDIMENT BASINS. INSTALL INLET PROTECTION ON ALL INLET STRUCTURES DURING
CONSTRUCTION.
3. BEGIN BUILDING PAD CONSTRUCTION.
4. CONTINUE TO UTILIZE FUTURE BMPS AS SEDIMENT BASINS WHILE SITE IS BROUGHT
TO FINAL GRADE AND STORM DRAIN SYSTEM IS ROUTED.
5. ONCE SITE IS STABILIZED REQUEST FINAL APPROVAL BY EROSION CONTROL OFFICER.
6. IF SITE IS COMPLETE AND ALL RETAINING WALLS ARE CONSTRUCTED, BUILDING
FOUNDATIONS ARE COMPLETE AND ALL SITE HARDSCAPING AND FINAL LANDSCAPING
IS COMPLETE AND THE EROSION CONTROL OFFICER HAS APPROVED THE SITE THEN
THE CONTRACTOR SHALL INSTALL THE VAULT OUTLET ORIFICE AND CONVERT
SEDIMENT BASINS 1 and 2 TO THE FINAL BMP DEVICE PER THE STORMWATER PLANS
AND DETAILS.
7. ALL EROSION CONTROL MEASURES SHOULD BE REMOVED AT THIS TIME. ALSO, THE
FINAL LIFT OF ASPHALT SHOULD BE PLACED.
NOTES:
• CLEAN SEDIMENT BASINS WHEN ONE -HALF FULL
• SEED AND MULCH DENUDED AREA WITHIN 15 DAYS AFTER ANY PHASE OF GRADING
• MAINTAIN SOIL EROSION CONTROL MEASURES UNTIL PERMANENT GROUND COVER IS
ESTABLISHED.
TEMPORARY SEEDING SCHEDULE
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
JAN 1 - MAY 1 RYE (GRAIN) 120 LBS /AC
KOBE LESPEDEZA 50 LBS /AC
MAY 1 - AUG 15 GERMAN MILLET 40 LBS /AC
AUG 15 - DEC 30 RYE (GRAIN) 120 LBS /AC
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB /AC GROUND AGRICULTURE LIMESTONE AND 750
LB /AC 10 -10 -10 FERTILIZER (FROM AUG 15 - DEC 30, INCREASE 10 -10 -10 FERTILIZER TO 1000 LB /AC).
MULCH
APPLY 4000 LB /AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING
TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
JAN 1 - AUG 15:REFERTIUZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE, AND MULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
AUG 15 - DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOP DRESS WITH 50 LB /AC
OF NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY COVER
BEYOND JUNE 15, OVERSEED WITH 50 LB /AC KOBE LESPEDEZA IN LATE FEBRUARY
OR EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT TO USE THE PERMANENT
SEEDING SCHEDULE.
PERMANENT SEEDING SCHEDULE
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
AUG 25 - OCT (BEST) TALL FESCUE 200 LBS /AC
FEB - APR 15 (POSSIBLE)
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 4,000 LB /AC GROUND AGRICULTURE LIMESTONE AND
1000 LB /AC 10 -10 -10 FERTILIZER.
MULCH
APPLY 4000 LB /AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING
TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE FOLLOWING YEAR; USE SOIL
TESTS OR APPLY 150 LB /AC 10 -10 -10 FERTUZER. MOW REGULARLY TO A HEIGHT OF 2 -4 INCHES.
GROUND STABILIZATION
SITE AREA
DESCRIPTION
STABILIZATION
TIME FRAME
STABILIZATION TIME
FRAME EXCEPTIONS
PERIMETER DIKES,
SWALES, DITCHES
AND SLOPES
7 DAYS
NONE
HIGH QUALITY WATER
(HOW) ZONES
7 DAYS
NONE
SLOPES STEEPER
THAN 3.1
7 DAYS
IF SLOPES ARE 10'
OR LESS IN LENGTH
AN AR N T R
D E O STEEPE
THAN 2:1, 14 DAYS
ARE ALLOWED
SLOPES 3:1 OR
FLATTER
14 DAYS
7 -DAYS FOR SLOPES
GREATER THAN 50
FEET IN LENGTH
ALL OTHER AREAS
WITH SLOPES
FLATTER THAN 4:1
14 DAYS
NONE (EXCEPT FOR
PERIMETERS AND HOW
ZONES)
TEMPORARY SKIMMER BASIN/TRAP DESIGN TABLE
SEDIMENT TRAP ID
SB -1
SB -2
Drainage Area (AC.)
6.64ac.
2.25ac.
Disturbed Area (AC.)
6.64ac.
2.25ac.
Flow Q25 (CFS)
33.Ocfs
11.2cfs
Bottom Elevation
346ft
364ft
Sediment Depth
3.Oft
2.6ft
Freeboard (from Sediment Depth)
1.5ft
1.4ft
Depth to Crest of Riser
3.0
2.6ft
Depth to Crest of Emergency Spillway
N/A
N/A
Side Slopesl
3.OH:1 V
3.OH:1 V
Spillway Length
20.Oft
16.Oft
Height of Berm
4.5ft
4.Oft
Top of Trap Length3
N/A
N/A
Top of Trap Width3
N/A
N/A
Storage Volume Required
23904cu. ft.
8100cu. ft.
Storage Volume Prov'd.
41400cu. ft.
21060cu. ft.
Sediment Surface Area Req'd
14360sq. ft.
4870sq. ft.
Sediment Surface Area Prov d
16170sq. ft.
9640sq. ft.
Number of Skimmers
1
1
Skimmer Size
3in
2in
Skimmer Orifice Size
2.75Tn
1.75in
Town of Cary Detail
04000.02
04000.02
Notes:
1. Side slopes pertain only for the vertical height from the base to the
top of berm, 2H:1V above that.
2. See details on silt fence baffle spacing.
3. Irregular shape - see plan
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT No. M I H -14000
FILENAME: MIH14000 -N1
DESIGNED BY: WTO /SRW
DRAWN BY: SRW
SCALE: N.T.S.
DATE` 06 -26 -14
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(SEE SHEET /C-6) CURB AND GUTTER BUILDING RESTRICTION
FLOODILINE STOP SIGN CONTROL - LEFT & RIGHT TURNS FROM MINOR STREET (PASSENGER CAR)
r` S70NE (ELEV.=LEV.= 330.25)
C kUMN N/F The Creeks at Weston - Car
100 YEAR CULVERT MTS SYSTEMS CORPORATION y
BACKWATER DB 4128, PG 656 9/11/2014
(ELEV.= 328.25) PIN #0755515680
50' PUD BUFFER
BM 2010, PG 65
20 R/ / IN,
128' \ l �+n° \ \\ \ _ 5_ EA jqUFFER
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I B B / 2_ 4 _ rl / \ ` �\ �� \ TOWN OF CARY \ 7 THE PUBLIC)
I I / \ \EXISTING TOWN OF CARY
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Minor Street Name
Major Street Name
Design Speed of
Major Street
(mph)
Minor Street
Slope ( °14
Left Turn Time
Gap (sec.)
Right Turn
Time Gap (sec.)
Calc'd Left Turn
Sight Distance (ft.)
Calc'd Right Turn
Sight Distance
(ft.)
Proposed Left
Turn Sight
Distance (ft.)
Proposed Right
Turn Sight
Distance (ft.)
Street B
Street A
25
2.00
7.50
6.50
276
239
280
240
Street C
Street A
25
2.00
7.50
6.50
276
239
280
240
Street A
Street B
25
-2.08
7.50
6.50
276
239
280
240
Street E
Street B
25
-2.08
7.50
6.50
276
239
280
240
Street F
Street E
25
2.18
7.50
6.50
276
239
280
240
Street F
Street D
25
-2.08
7.50
6.50
276
239
280
240
Street E
Street D
25
-5.32
8.56
7.03
315
258
315
260
Street A
Weston Pkwy
50
-3.57
N/A
6.86
N/A
504
N/A
505
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` ♦ \ \ �' / O �' �� `` !. > 1 �� \ I I BUILDING RESTRICTION 2.5' 11' TRAVEL LANE 11' TRAVEL LANE 2.5' S.0'
WALL #8 1 � , ' -�I ' j/ ` /�i \\l�\ \ ♦ / /.,.�� A`i //® \\ "� i , ' FLOODLINE
0 �e ��_ , 1 / %` 27 ' �\ `! 9 `'�� \� .; ' �,��•Qti \ �.� �� '►� (ELEV.= 375.04) ol
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\ \ \ �� 22 \� \ i GUTTER SHOULD BE USED RECOMMENDED EN I ON -SITE
w�/ i WALL #10 �` \ ,� \ \,� LIGHT DUTY (PARKING SPACES) GEOTECHNICAL ENGINEER
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A \ \ � � 23 ��/ .� \ � 35 \ � HEAVY DUTY (DRIVE AISLES)
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\ \ `� \, `� \ O /� \ \� O / WALL #12 NOTE:
E CONFIRMED BYSGEOTOECHNICAL ENGINEER
SITE LEGEND \ \ \ \ \\ WALL #s \\ /�P /
\ \\ \ \ \\ \\ O � /� ,� ` /ice PRIOR TO BEGINNING CONSTRUCTION
\ �� TYPICAL SECTION
SIGNAGE \ \\ \ \\ i. % �, \ 37 STANDARD PRIVATE STREETS
YARD LIGHTS TOWN OF CARY\ \ \\ \ _ \ ���y\ `\ /,` \\ ;�� �•� = ,/� (VARIABLE WIDTH PUBLIC CROSS ACCESS, 2'7 B -B)
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Planner
Date
SEE SHEET C -2 FOR ALL PROJECT,
SITE, GRADING, STORM DRAINAGE AND
UTILITY NOTES
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60 0 30 60 120
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DATE` 06 -26 -14
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DEVELOPMENT REVIEW COMMITTEE
Planner
Date
SEE SHEET C -2 FOR ALL PROJECT,
SITE, GRADING, STORM DRAINAGE AND
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NODES: 12
EXISTING 30 STANDARD \ / / \\ RATIO: 12 10 = 1.2
CURB AND GUTTER (TYP.) �<< OCCURING AT REAL COLUMNS. /
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' v / \ � MONUMENT \ I �G ♦
0'R 4 \ ENTRANCE SIGN
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/ , \ \ \ \ ♦ BM 2010, PG 65 /
�/ , A �`� / / / /G. '0G \ /� \ \ EX\ TOWN OF CARY \ 1 /// - -- -- --
/ 20' \S ESMT
/ / .01 e c� 1 \ / �\ ,� \ \BM 19$9, PG 580 ♦ •.'
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/ A1GC \ /,� �go'oo. �!\\ \ AND MAINTENANCE
/ `// �y j ENTR
/ ($EE AILS EASEMENT , \ ♦♦
RETAINING WALL #1 \ \ \
\yil ` IA (DESIGN BY OTHERS) \ ♦rr.
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/
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/ / /'�. �� / .000"/ ``\ �' ` 1 \� / ARCHITECTURAL OVERLAY KEY LINK TO NODE DIAGRAM
BUILDING RESTRICTION
//� FLOODIINE \ I" =200' 1" =200'
/ / j ZVI \� (ELEV.= 330.25) ♦`
// / 0 100 YEAR CULVERT -�— ®�\ \ �\ 100 YEAR CULVERT
4001** / / / / j BACKWATER ®\ 1 n \ \ \ BACKWATER
/ / �� / (ELEV.= 329.39) \ ♦ \ ` 1A � "► / \\ - \
f / / / / f// yp \ q \\ \\ '\ 'C ' \ \ (ELEV.= 328.25)
\ VEL\ READER (SEE DETAIL) \ ' \ ♦ SA
STONE / FIELDN60CATED BUILDING RESTRICTIOI)
COLUMN / FLOODLINE \ \ \� ?•
�jr / \TOP OF �4NK ELEV.= 331.29 \
/ / \ ( ) \\ ® �uXb, \ �/ \ \ RETAINING WALL #2 \ SAFETY RAIL ALONG TOP 0�\ `♦
/ / < EX. TOWN OF CARY \ \ \� �� \� \\ ` (DESIGN BY OTHERS) RETAINING WALL (SEE DETAIL• \ \
\�
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:� \� \ �\ RIVER BUFFER
`\ �\
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AND LATTER (TYPICAL \ \ \
\-�VERYWHQRE EXCEPT \ \ \
TOWN A CARY \ \
100 YEAR \
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\ \ \
50' URBAN
DISTANCE TRIANGLE \ \ \
TRANSITION
BUFFER `♦
/ \ ✓ '� — 6' ASPHALT PAVE PATH \ \ ` PUBLIC PEDESTRIAN ACCESS
/ TEMPORARY CONSTRUCTION / I (SEE DETAIL, SHE D -3)
/ EASEMENT FOR TRAIL / I I NOTE: 10% MAX BINNING �;y\ ��y T ��\ \\ \ \ 1 \ \ \ ♦ EASEMENT
/ CONNECTION / SLOPE
/ 30' LANDSCAPE I i` / / WOODEN PEDESTRIAN I \\�� \`� ; .\���\ \ 50' NEUSE \ \ \ \
/ BUFFER EASEMENT _ — — — — r i \ \ BRIDGE (SEE DETAIL, ��� `y'c, �� \ \RIVER BUFFER \ \� PUBLIC VEHICLE ACCESS
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— — / I \ \ \ / \ \ SHEET D 6) COMMUNICATIONS \� \�� �� \� ♦� \ \ \ \ \ \ \\ `
— — EASEMENT
SYSTEMS EASEMENT AN \\ \ \ \ \ \\ \ \
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\ \ \ \ `♦
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\ — / EASEMENT (NOTE: TRAIL o•�. \r\ \ \\ \ \ \ \ \
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— — — HOA AND SHALL BE \ \ \ 50'N \ \ \ \ ♦`
OPEN TO THE PUBLICY \ \ , t ` �m \ \ \ TRANSITION\ \ \ \ \
CONNECT PEDESTRIAN / / � � \ � VARIABLE TH TOW BUFFER\ OF CARL" V\ � � I \ \ \ \ \ \ \ \\ � SEE SHEET C -2 FOR ALL PROJECT,
TRAIL TO EXISTING / / \ PUBLIC COMMON TILITY \ ji�• \ \ \ \ > >
SITE GRADING STORM DRAINAGE AND
PARKING LOT / / \ / EASEMENT (TYP.)� 1I I� \ \ \ \ \ 20' SS ESMT \
\ �, !9 \ \ \ BM 1989, PG 580 \ UTILITY NOTES
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/ / \ 5' PUBLIC ACCESS (DESIGN BY OTHERS) \ \ \ ♦ (SEE DETAIL, SHEET D -3)
N/F / € ASEMENT (TYP.) \ // ',III \ \ \ \ \ \ \\ \ \ NOTE: 10% MAX RUNNING
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PIN #0755404955
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WOODEN PEDESTRIAN 1 �'� � \ �
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RETAINING WAIL #6 / (NOTE: TRAIL TO BE MAINTAINED
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® /� � i/ / i DB 1110, PG 351 \\ I \ p\ TEMPORARY CONSTRUCTION
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/ ! RIVER BUFFER 50' URBAN // / / / i (TYPICAL EVERYWHERE EXCEPT AT \ \
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RIVER BUFF R I BUFFER ON I " "'" A`GE �\ \\ 95 AT ALL DRIVEWAYS) ;� I `� \ \ TRANSITION \ \ \ \
1 \
1 1 \ 1 % 96 I 15'x240' SIGHT r �� /
\ \ 1 I 97 I 98 I DISTANCE TRIANGLE / / \\ BUFFER \\ \ \ \ \ \\
► I, 111 / / \ \ \
\ I 1 ! I I 111 I 1 RETAINING WALL #20 / \ \ \ \
I TOWN OF CARY I 1 / \\ \ 1 I 1_ 1 - - _ ' (DESIGN BY OTHER \ \ 1 \ \ \
\ 100 YEAR � \ \ \\ �� I I CLUSTER M IL KIOSK 1 j I ��: Ilj -� ✓ \ \
\ 8 CBU'S WI 13 MAIL I I I \ \ EX- 20' TOWN OF CA
FLOODPLAIN I 1 20 \\ \`� �rt�l \ \ \\ 1 L I J I RECEPTIC EACH) II I ,,A.II, III ~ 71 I I // \ \ ` \ \\
I \ \ SS ESMT
I I 1 � �\ \ \ \k � � o� \p `\® I I I I i �, I' ,k�] I 1 I - ,
1 II I II I BM 199 PG 877
\ \ 5 UBLIC CE I I 1 \
EA EM ENT YP.) 6' CONCRETE - _ @
FIELD LOCATED — - - — - - - - 1 \13o'R .�\� — t /-1 - --c - 6E / / _ I I \ \\ \
L� i, / -__ SI EWALK 10 - j n I
5 - C-9MC -RE�E _
\ 1 TOP OF BANK ; 1 j I / SFBEW,gt}F — — — -- _ TOP OF BAN;/
VARIABLE WIDTH \ \
1 - - - -- / �I I 11 I FIELD LOCATED
��_ � R = - - -- -__ l� , � -/1-9 0' i��� I I i BL.E D 1 \ \ \
cn / °90.00'
STREET , ff 5 SPACES —, .i 30_R�j U` III I I / / i �\
�� , _ 3 3 -. � , I jl I � \ / AND MAINTENANCE SS\ \ \ \ \ 1
���� - -_- --� •o� — 1-+- 7o I 1 / STORMWATER / 1 EASEMENT
\ \ TOWN OF CARY
\ 1I 1 1 21 I //� `�20��, - - - -- (PRIVATE) ��e DC's -' -- - - -- II -- r ' I�'� �I' I L _ - 1 / "1 / MANAGEMENT FACILITY #2 % \ \ <� 100 YEAR
SE 15'x280' IGHi- — — - - - -- — - / -1-� I 111 - / „ ., 1 \ \ I FLOODPLAIN
` \ 1 1111® I �— - iii / 11 \u 1 1 D TANC TRIAN E — — — _ —_ -` I �I I# ��II rw� w l (SEE SW SHEETS) ��� \ \\ \ / O
(�
I cl I - +1;
RETAINING WALL #16
i Ia�ry / / RETAINING WALL 17
f # � V V I \
1 I I Willw - 11 I RETAINING WALL #18 i \ I \
�- -
I I DESIGN BY OTHERS
I I o•II Z:j`"I- _ I 11 1 I �( ) � -
I N F
Lull, BDR REALTY LLC
N/F I I _ �. 1 �{'I ,1 it 25 1 I 1'^ Ir
�Dp 12521, PG 639
I HIGHWOODS REALTY I I I - - - — I _ �(I� w - �;i 1 I 26 I 27 O 1 II I I; I '' I 'I I `T I ht 560347
LMTD PARTNERSHIP I I I p'll w IE" I 1 Ill 1 1 2$ I w liil'' II' TOWN OF CARY
PI 4075 7
I 1 I 1 I I �� ► .I ;I li 67 1 100 YEAR \ A \ y A
^0 I 29 30 I I bll III \ FLOODPLAIN
I P N891755404 55 I 24 �Ijj Q/y la +1 11 1 _ L '— I I I I w I li I — 1
Ir a it v �j- - - -- ' -- ' -- II 'lII - (TYP.)
E - -- ' (III I Iw / / \
_ vl - -- I - - - -- - -I„ --
TYPE A BUFF I I -- _ - I III I i1 66 I / i'x\i•� \\ /
BUFFER r_ _ _ I 15'x280 SIGHT
- _ ,i DISTAN E TRIANGLE ®I
5' PUBLIC ACCESS o -- I b I
-C / 30' A SO - E JI VII �Ifi s \ \ \ C �\ \ \`�\ \ \ \\ \ \
/ I EASEMENT (TYP.) TYPE FER -- I I C-11 p - - - - ■ \ \ f� Po \\ \, \O / \
RETAINING WALL #9 I, I If I �I III! 0 - �� - _ \ \ \ �� �� <�� 90 \ \\\ 58 ® \\ \ \
L I DESIGN BY OTHERS 30" STANDARD CURB AND GUTTER p �`1 I 15'x280' SIGHT \ \ 50' RIPARIAN \ ` \��
- _
(DESIGN (TYPICAL EVERYWHERE EXCEPT AT1.7! j r I' DISTANCE TRIANGLE , \ �� �\ \ �� \ \, ACV \ \ \\ / \ RETAINING WALL #15 \
N�85'0T0T ' -- DRIVEWAYS) -- -- - - --I am , _ \ \ BUFFER \ ��\ �\ \\ �% l 3'R' �n \ \� \ (DESIGN BY OTHERS) \
yy _ _ _ RETAINING WALL #10 I , , I I 50' RIPARIAN \ \\\\ 57 � \
I I I 350.46• - - _ _ _ _ - _ (DESIGN BY OTHERS) 1 I� I G 11 - 1 \ \ BUFFER \\ / \\ \
_ - _ _ \ `15'x260' SIGHT \ �''� \ 11 \ \\ \�.� \ 50' PUD BUFFER
VARIABLE WIDTH TOWN OF CARY I Ij i ill 1 \ `DISTANCE TRIANGLE \ �� �� �,i •\ ��\ �� \ \\ \� \ \\ BM 2010, PG 65 \\ \
I it I III I - -�� �\ \ / //i 30� ?� \ \ \\ \ \
PUBLIC COMMON UTILITY I 1 II \
I I EASEMENT (TYP.) r� _ _ � I' "��
RETAINING WALL #19 ARIABLE WIDTH ` >/ /
yy � / \ 3' R/'
I 1 (�I j I III SE 1 I I (DESIGN BY OTHERSI STORMWATER ACCESS \ \' ,
5' TRANSITION FROM 30" 1 Ili I it AND MAINTENANCE 130" ROLL CURB ,+ / C` j \ \XA�,, \� \ \\
STANDARD CURB AND GUTTER 32 ;i li 1 65 I 64 \ ^ \
EASEMENT TYPICAL AT ALL '/ �'b' / / \�� \ \
To 30" ROLL CURB TYP. j - 1 62 DRIVEWAYS)
�•\ ,�\
RETAINING WALL #11 1 I I I- jB I / j j� / �h �' �cV� /ice �`� �� \ \�' > / \ \
DESIGN BY OTHERS 1 I I O Ij 1 I I ; / �� !`�' \° \
N/F
(DESIGN I 33 111 I I / /2 /ti 3R7 \ \� ®\
PULTE HOME CORP i I' / /� 8 v �\ \
1 I I I I / �/ 1� /� o \ s v\ 54 \
DB 14456, PG 2437 A��
PIN #0755406455 _ I r" I I VARIABLE WIDTFji TOWN OF
( �I CARY PUBLIC OMMONa \ \\ \ \\
I / \ \
UTILITY EASE ENT TYP. z�$ �3'R I' ilil N `\ \
RETAINING WALL #10 I ( ) / 1 ' \ ,\
DESIGN BY OTHERS 5' CONCRETE \
( ) SIDEWALK
1 li 0t r L15'x240' SIGHT ' -�_
--- '.DISTA_NCE_TRIANGLE 11 'r — y _'�? �
Ir i-�f _ = _ - °_ �� ;'! , t- -.� i� — / \,
iol I I I 35 I - - =15 - -- I -- -- -9 - - - - - - - �.. ,
I( IVATE) Z r r I'i7
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N' II I`' I % T — — — - -- v _t - --- ---- -- _ _ _� 15'x240 SIGHT 1;1 n' t *\ \\\
L _ / -_ - __� - - -- DISTANCE TRIANGLE , \ ♦ /
1 — �-r - - - -- I — __ -- cDISTANCE TRIANGLE
- __- - - \. -� 0'R
� 30" ROLL CURB - - - _ �\
i i 1
(TYPICAL AT ALL I L__, — — \
DRIVEWAYS)
1 I I I I i I I I I I I� 1 E\ \� �� \`\\
1,11 1 I V I 30" ROLL CURB I 1 1 \VvA\ /� \
—F-
C4 c (TjYPICAL AT ALL \\ 49 \
� ` E --
DRIVEWAYS)
V I I I I \ \\ \ \\ /
1
of � 38 39 40 \
II \ I I i 42 I 43 i 44 45 46 I \ \``��
It
SITE LEGEND _ — _ — _ \ ao' TYPE A BIdFFERV
v _ RETAINING WALL #12 5' T ANSIT N \ \ / /-- _''*- ---1_ '
\ \\ \ \
SIGNAGE (DESIGN BY OTHERS) STANDARD CURB AND GUTTER \ J� `� \\\ - - - \\ 30 TYPE A �R /
_ TO 30" ROLL CURB TYP. RETAINING WALL #10 �\ BUFFER _
- - _ (DESIGN BY OTHERS) \ FIELD LOCATED \\K \ 1 \�\
_ (TYP.) /` 1 / 30" ROLL CURB
- - - - _ TOP OF BANK VARIABLE WIDTH TOWN OF �' C S` 1 TYPICAL AT ALL
YARD LIGHTS N 87 35'03" W 300.76' - - _ _ _ _ _ _ \ RETAINING WALL #14 1\ \ \\ ,�
314.99' CARY PUBLIC COMMON 1 1 \ DRIVEWAYS)
r LIGHT POLE - _ - - - _ _ _ (DESIGN BY OTHERS) \ !-
VARIABLE WIDTH TOWN OF CARY
PUBLIC COMMON UTILITY RETAINING WALL #13 - UTILITY EASEMENT (TYP.) Q ��
POWER POLE EASEMENT (TYP.) (DESIGN BY OTHERS) BACKWATER ULVERT N 88.02.09" W - -'�' +�1 L _ _ _ -- --
BUILDING RESTRICTION FIELD LOCATED (ELEV.= 373.04) STUB ROAD FOR 816.50'
FLOODLINE W�LANpS POSSIBLE FUTURE llv VARIABLE WIDTH TEMPORARY
M
(ELEV.= 375.04) N/F CONNECTION ° CONSTRUCTION EASEMENT
TRAFFIC DIRECTIONAL ARROW
FOR FUTURE ROAD
CARY PARKWAY MARQUIS LP o CONNECTION BY OTHERS
ACC ACCESSIBLE PARKING STALL DB 12232, PG 1393 15'x315' SIGHT Ar \
7F17 1,1
PIN #0754592865
¢ ACCESSIBLE RAMPS DISTANCE TRIANGLE \
■ 1 1� 1 1� 1 1� 1 1� 1 1■
SE —
® -------- - - - - --
® ------ - -- - - - - --
— x— x— x— x —x —x-
PHASE LINE
PROPERTY LINE
RIGHT -OF -WAY LINE
LOT LINE
SIGHT DISTANCE EASEMENT
UTILITY EASEMENT
DRAINAGE EASEMENT
RETAINING WALL EASEMENT
CENTERLINE
SAFETY RAIL (42" TALL)
SEE SHEET C -2 FOR ALL PROJECT,
SITE, GRADING, STORM DRAINAGE AND
UTILITY NOTES
PUBLIC PEDESTRIAN ACCESS
EASEMENT
PUBLIC VEHICLE ACCESS
EASEMENT
CENTRAL AMENITY AREA
14 -SP -01 8
HTE#: 14-1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
GRAPHIC SCALE
40 0 20 40 80
1 inch = 40 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT No. M I H -14000
FILENAME: M I H 14000 - S1
DESIGNED BY: WTO /SRW
DRAWN BY: SRW
SCALE: 1 " =40'
DATE` 06 -26 -14
SHEET N0.
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-' T (120' PUBLIC R /W) NEW LOCATION) REUSED IN / EXISTING 30" STANDARD _
/ / ✓ y I CURB AND GUTTER (TYP.) T
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TOP= 334.69' \
3 I / - -_- NV UT4 328.1 VERIFY I REMOVED TO PROVIDE q0 BE S
NV -BUT= 327.42' 15 "RCP
EDGE OF STAMPED / _
I �G ----------------- NEAT EDGE TO PAVE TO. (TO BE RERTOV€Q. GRATE TO BE }�
I I � /CONCRETE MEDIAN / i - ------ - - - - -- - -- - - -- -- -� - - - -__
EXISTItpG 18" MEDIAN I _ _ _ _ _ __- RELOCATED /REUSED-IWNE �\ \\
- - c _ _ _ _ - __�OCA_TION) SAWCUT EXISTING 18" MEDIAN \\
CURB AND TIE IN NEW �
3 CURB �YP.) - - - - i � _ �-c - - _-
HATCHING DENOTES NEW \
I � --- -_____ MEDIAN CURB (TYP.)
- _
m N _ _ASPHALT PA�EME\ TYP.)
s - � EX. 12" WrL �� w o C -- -�� CURB (TYP.) MEDIAN
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K' L �
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/ -- - -� - _ w�w�
/ / _ f �_ __ /-L--- L - - - -- - - - - - -- r PROPOSED 18" MEDIAN / ° _ _ ` w— 81
/ - - -- CU / EDGE OF STAMPED = _ w - - - - - - -
/ RB (TYP.)
/ _ - - �3� - CON C-RETE MEDIAN a
o SAWCUT ,XISTING 18" MEDIAN SAWCUYAND REMOVE EX�CB 3 - - n aQ - -� - CB 2 w`w
TOP= 333.65' X 20' SS ESMT a T%C= 34.43 -�
CURB AND TIE IN NEW / EXISTkK1G ASPHALT PAVEMENT yU r BM 1989, PG 580 '0
9 MEDIA CURB (TYP.) / 2' /OFF EXISTING CURB TO BF/ INV IN= 327.06' 15 "RCP �D o INV OUT= 32�6�(VERIFY)
6x6" RECLAIMED / _
Q� / REMOVED TO PROVIDE .G / WATER TEE INV OUT= 326.97' 15 "FCC � ° �O W EX. CB \ 1� `�
m N A NEAT EDGE TO PAVE TId \
�' / �^� / / (2) 6„ GV &B / - 3 - - - _ w° TOP= 333.28' - .
I m 1 6.. G900 VG - - - - - - - - - - - - - - " ab � W \ �-
I o I RECLAIM WATER -/ - - - - - - _ _ _ sv --fX 15" RCP INV IN= 325.09 15 RCP <v I
, Rw Rw ^� Rw— �o sn s� _ INV OUT= 325.06' 15-RCP
m �' RW RRW I \ EXACTING FIRE y N Rw _ _ EXISTyG 30" STANDARD
HYD ANT ASSEMBLY - ��--CC ° -'�
< - - 6" C900 PVC
Rw _ - — RECLAIMED WATER'S m - CURB ANiD GUTTER (TYP.)
Rmw Rw _
�- jam_- EXISTING­GUARD AIL - \- - -_ - - -- -_ - -_ __ --- -_ - \\
_
EXIST G�TREET LLB Tom_ - - - - - T6REMAlAI �� - - - _ �� _
TO BE RFATED - - - - — \
EXISTING-GUA RAIL-
-TO BE-RENO / - - - _ _ _ / - - - ~ �� - - 4" RECLAIMED WATER
EXISTING �1JARDR�1� / / �` `
iNS�LL TFBMHdA�END_ -- ��� -TO-BE REMOVF_D_ - - _ / �- _ _ - - - _ BLOW -OFF ASSEMBLY `
STALL - ERMINAL -€N9 - _ - - _ _ �// �°- - �� - - - - - - -� (DRAIN TO SANITARY SEWER)
��- -�TINa CiJAR6f�AIL v{�
EXISTING -FES
ROAD IMPROVEMENT PLAN
I___ - - - -
EXISTING
rr r % WESTON PARKWAY
(120' PUBLIC_R /W)
i j PROPOSED 18" MEDIAN I °D 1 41
MUTCD R5 -1 CURB (TYP.)
30 "x30"
EXISTING 18" MEDIAN 'I
CURB (TYP.)
EXISTING GRASS MEDIA TIE TO EXISTING 18" _
MEDIAN CURB (TYP.)
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TO REMAIN
EDGE OF STAMPED
CONCRETE MEDIAN
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MEDIAN CURB (TYP.)
I
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MUTCD OM -3C
36 "x12"
/
WHITE GORE LINES
WITH CHEVRONS /
(NCDOT STD_ 1205.09)
uumn �iTr.T /
/
EXISTING GUARDRAIL
TO REMAIN
- MUTCD R1 -1 MUTCD R3 -5R
I 30"x30" 30 "x36"
ONLY
10 TAPER
HATCHING DENOTES NEW
-_ -_ ASPHALT PAVEMENT (TYP.)
\-EDGE OF STAMPED `
CONCRETE MEDIAN
20' SS ESMT
BM 1989, PG 580
PAVEMENT MAMNG AND SIGNAGE PLAN
EXISTING GRASS MEDIA
TIE TO EXISTING 18" \ ��
MEDIAN CURB (TYP.)
EXISTING 18" MEDIAN
CURB (TYP.)
EXISTING 30" STANDARD
I CURB AND GUTTER (TYP.)
SEE SHEET C -2 FOR ALL PROJECT,
SITE, GRADING, STORM DRAINAGE AND
UTILITY NOTES
Z _
,4
GRAPHIC SCALE
20 0 10 20 40
1 inch = 20 ft.
MINIMUM
PAVEMENT DESIGN
3" S -9.5 B
4" 119B
10" ABC
PAVEMENT SECTIONS SHOWN ARE
CONSIDERED MINIMUM PAVEMENT SECTIONS
AND ACTUAL PAVEMENT DESIGNS MUST BE
SUBMITTED TO THE TOWN OF CARY FOR
REVIEW AND APPROVAL PRIOR TO
PLACEMENT OF BASE MATERIAL.
PAVEMENT MARKING LEGEND
TA 4" WHITE EDGELINE
TB 4" YELLOW EDGELINE
TC 4" WHITE SKIP (10')
TD 4" WHITE MINISKIP (2')
TE 4" WHITE SOLID LANE LINE
TH 8" WHITE SOLID LINE
TI 4" YELLOW DOUBLE CENTER
TT 8" YELLOW DIAGONAL
TP 8" WHITE GORELINE
T1 8" WHITE LINE STANDARD CROSSWALK
T2 24" WHITE STOPBAR
T3 24" WHITE CROSSWALK LINE (HIGH VISIBILITY)
T4 DECORATIVE CROSSWALK (SEE PLANS BY CLINE DESIGN ASSOCIATES)
ARROWS /CHARACTERS
UI ALPHANUMERIC CHARACTER
UA LEFT TURN ARROW
UB RIGHT TURN ARROW
UC STRAIGHT ARROW
LID COMBINATION STRAIGHT /LEFT TURN ARROW
UE COMBINATION STRAIGHT /RIGHT TURN ARROW
FIRE LANE — 4" YELLOW SOLID LINE PLACED 24" FROM GUTTER EDGE.
"NO PARKING FIRE LANE" IN 8" HIGH, YELLOW LETTERING SHALL BE
PLACED AT 40 —FOOT INTERVALS BETWEEN GUTTER AND SOLID LINE.
ALL PAVEMENT MARKINGS SHALL BE THERMOPLASTIC AND ARE TO BE
PLACED PER NCDOT STANDARDS (REFERENCE NCDOT DE -
(1205.01- 1205.12)
14 - S P - 0 1 8
HTE#: 14 -1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
GRAPHIC SCALE
20 0 10 20 40
1 inch = 20 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT NO. M I H -14000
FILENAME: MIH14000 -RW1
DESIGNED BY: WTO /SRW
DRAWN BY: SRW
SCALE: 1 " =20'
DATE` 06 -26 -14
SHEET N0.
C -6
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, / ice° �' / / ' (2) 10 LF 54" 0- 144 RCP/ I I I w
FIELD LOCATED / \
VARIA LE WIDTH /% / d� - / TOP OF BANK
DRAIN�GE EASEMENT � a'
< \1 II � � VELOCITY DISSIPATOR
-
' �/ \ I 6 / / ,� �/ \ \\ 11 I \ ♦ CLASS "Ax"I RI RAP APRON
9 LF 15" RCP A \ V A \ \
0 1.44%
♦ 50' P 1 BUFFER
� JB 301 \ � \ \ \\ \ \ \ \ ♦ BM 2010, PG 65
��\ �� f \ / /�i EW 300 \ \\ BM \V89,SPG 5�O \ \\ \ \ \
01 le
�\GEf 302 \ \ \ \
9 LF 15" RCP
4"�� ` 0 8.44%
/G� 1 27 LF 15" RCP ` \ \ \
® 0.90%
EW 300A �\ \ \ \ ILDIN NEREST ICTION \5� � N/F
w v A \ \ \ MTS DB SYSTEMS PG ORATION
/ 9 LF 15" RCP \ \ \ \ (EL�V.�30.�5) \
0 2.6890 \\ \ \ \ \ \ `'cD. PIN #0755515680
/ - /� 1 � // / / / ��/ V \ / \ 1 \�\ \ JB 300B \ \\ \ \ BAA I RRGULVE�RT \ \F
/ RETAINING WALL #1 \\ \ \ \(EL .=328.20 \ \ ♦♦
/ I /� / A
A (DESIGN OTHERS V \ \ \ \�V
// A\ V AV A
C8 303
\ \� \ V A
j/ EW 1001 \ �� 1 LEVEL SPREER \ \ \ \ \ \ \ \ \ \
_ �► - i _A_
(SEE DETAIL) \ \ \ \ \ \ \ \ \ \
\/ / / \ BU�IfD INV.= 322.30 DRAINAGE \
STREAM INV.= 323.30 EASEMENT \ \ �\ "� \\ I \ \ \ \ \\ \ \ \ \ \ \ \\
FIELD LOCATED ( ) � \ VARIABLE WIDTH \
�OP OF BANK \ \ \ \ ,i \ STORMWATER ACCESS D \ \\ TOWN OF CARD
AINTENANCE EASEMEN 1 100 YEAR\
CB 304 (TYP•\\) \ \ \ \ \\ \ \ \ \ \ �♦
WALL #2
20' SS ESMT / / \6 \ \ R ESIGN BY OTHERS)
\ BM 2010, PG 64 / \
/� \ � \ / � �� � � � � � \-- A 50' REUSE
CB 305 �/\ RIVER BUFFER\ \ \ 1 \ \
/1A A \ /
�� I- w�i> V \ \ \ \ \ \ \ SAFEN RAIL `ONE TO Of \\ \ \ \ \
BUILDING RESTRICTION O�� ♦�C \ I i 1 ai j / -� - �'C \ \ \ \\ \\ RETAINING W \ALL \(S6� D AIL \ \ \ \
\ ,HEFT D; -3) 0 FN (ELEV.= 331.29) \ \ � - _ �' \ \ 3R \ BUFF \
/ 100 YEAR CULVERT \\ ✓ - p �B 306 �� \ \ \ \ \ \ \ \ \ \ \ \ \ \
BACKWATER /I
(ELEV.= 329.39) \ \ \ \\ �aj. \ \
/ x_1 `� \ 11 4O \ 50' NEl1SE \ \ \ \ \
P'�? ♦� / 6' PHALT PAVED 6P TH \ \ \ \ `\ \ \ \ \ \
/ 30' LANDSCAPE � \ � h i ♦ / ` / � A \ � \� \ RIVER BUP�ER \ \ \ \ \ \ \ \ \ \
\ w \ \ \ �+. 1 (SEE DE�i'AIL� SHEETI D 3} \ \ \ \ \ \ \
/ BUFFER EASEMENT a w �aa, a� ,� \ \ NOTE: 1090 MAX RU NING
BM 2010, PG��� °� 1 ,LOPE o� \ �\ \ \ \ \ ♦\
\\ \TOP OLOBANK \ v \ \ \ \ \ \ \ \ \, \\ \ \\ \ `♦
/ / // WOODEN PEDES AN
BRIDGE (SEE DE T.
/ �3� \ \ \ \ \ \ \ \\ \ \ \
'lF `� I I I_I-I�J I -SHEET D -6 / 6\ 348 50` b12BAN \ \ \ \ \ \ \ \ \ \ \ \ \ ♦♦
9 `0 6' ASPH�IL qSA MATH I / ) OM UN CATIONS /� - \y / \� \ \ \ \ \ \ IRAN ITIAN \ \ \ \ \ \ \ \\ \ \ \ \
e% (S E DETAIL. ISHEET D -3) / \ / \ \� \ \ \ \\ �� BUFF
NOTE: 1090 MAX RUNNING / SYST MS EASEMENT _ / �� �6 \ \ \ \ \ \ \ \ ` 6' ASPHALT PAVED PATH
DB 4f54, PG 792 / �� �� \ ` \ ` \ \ \ \ \ \ \\ \ \ \ \ ♦ SEE DETAIL, SHEET D -3
SLOPE) i _ \ \ 3 \ \ \ \ p \�E \ \ \ \ ` y NOTE: 10% MAX RUNNING
7819 0 \ \ IN \ \\ \ I 1 89;SPG 58\0\
\\ \ \ ` _ - SLOPE)
-366- N/F / / / / _ - \ 6 \\ \ RETAINING WALL #2 \ \ \ \ \ \ \ -
� HIGHWOOOS REALTY / � / / � \\ �. \\ \ I � �� \ \ \ \ \ (DESIGN BY OTHERS ) \ � _ X
IMTD PARTNERSHIP / / // l / / DRAINAGE �1 \ \ \ \
DB 8916, PG 1562 / / / EASI`MENT - \ \ \ \ LOCI�TY DIISSIPATbR \
PIN #0755404955 / / / / (�.)/ f03A �� \ \ \ \ 7. 'Lx4'Wx22 "THK-
/
\ �� \ Ia S \ \ \ \ \ \ \ \ \ \ \\ \ \ \ \ CLASS "B "_RIPRAP_AP _ - / / %♦
1
'7� 24 LF 15" RCP
® 3.54%
?
/ /RETAINII<IG ALL / #6 IQ2
/ / / i 1 \\ /`
�(G1ESION BOTHER / \ \ \ \ \ V\
Y 1` \\ \ \\
j / ^� / / / // / / / / 3S,��\ \ �` \ \ \\ \ INV.= 332.35 a' - \� \ \ \ \\ Flo,
/ 50' URBAN ^� / / / O `�
/ TRANSITION / / 'hM / / / / / / \ c B /�01 \ \ \ \ \ \ \ =3330 _ is
/ `l �I\
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/ 50' NEUSE
/ RIVER BUFFER
\/ i LW 10� \ \? o `p V I \ V / / A N/F
\�7 ALF 3 CV ENTERPRISE, LLC
\ \ \ \ _� \ \ \ DB 10757, PG 2444
®71aC`P PIN #0755509936
50' NEUSE �I50' IUR�AN / / ` C 11 / \ \ OQ ° \
RIVER BUFFER / TRANSITION / / VV� 01) D,SS OR \ \ V \ V 3 \ \ \
/ / I
BUFFER / / / \ � � ` \ 18'L 11' x18" \ \ \ \ \ \ Y VV�pOE�I REDESTRiA IC \ � \ � \ \
LASS "B� IP AP A RO \ o \ \
I ' / O x BRIDGE -(SEE DETAIL, \\ \ aj \ \
STO A�WATE \ \ \ � e sHEET�o -s� \ �\ \ � � r
A�M� T vFA LITY v r \� v \\ \ \\
/ TOWN OF CARY / / / I I / // / // / © \ / / / \ \ \ \ SEE '7S W7 §HGGI S,\ \ \ p C��\ 30' Y\ LIC SERRVI %E COMR�NY \� \
/ / / / / / ) V A A \ V �� OF NC GAS LINE EAMENT-
\
/ 100 YEAR / I C 105 \ \ \ \ \ D 1110\ P G 3 \ \ \
FLOODPLAIN ET NIN�G WALL #8/ / \ \ � \ \ � \ \ 120' TOWN OF CARY \
/ I / \\ �� \ \ \ g -RETA* 1NG 1 4LL�{3� \ \ \ \ \ y \ \ \ \ SS ESMT \
(TYP.) / /(DESGN BY� O�iHE♦YS) / O / / X64 C \
RETAINING WALL #4 \ \ \ \ \ ARIA WIDTH, \ \ BM 1991, PG 877 \
�E rte` A \� A 8 \ STORMWA FR ACCESS AND \
RING yyAlL5 \ \ \��i \\ C
SIN BY TTHE S \ \ \ \ d"\\ MAINTENAN F�EASEMENT
/ CB 108 \ b \ \ \ \
�`� 6ro \\ \ \ \ vARlY PUBN,CD COMMON OF
/ �,� / \ \ \ - \ `\ \ \ 100 YEAR
89 CARY \
/ \ \� - \ \ tea,• \ \ \ \ FLOODPLAIN \
CB 709 / i / / 4`. 6 ���\ - \ \\ ` �,•. \ (TYP.) \
E \ \ \ 82 \ 50 UD BUFFER \ \ \
/ Dr / j( \ v
FIELD 0 TED/ / / / `� I i / 87 / / \ \\ \ ,123 \ \ \ \ FIELD LOCATED \
/ OP 6F \ \ a BM 10, PG 65\
� 10 I 126 0 \\\\ v /\ \ \ \ �\ \ \ i ` a9\ REt�JNING WALLS #3 \ TOP OF BANK
57 LF " R �� 86 \ II 3 \ \ 81 Vm \ V (DES)GN By OTH RS)
0 1.23%
MATCH LINE - SEE SHEET C -9
GRADING LEGEND
CM
FLARED END SECTION
WIDTH
CATCH BASIN
TYPE CLASS
DROP INLET
■
STORM SERVICE INLET
•
STORM SERVICE ROOF -DRAIN
Q
JUNCTION BOX
�--
DRAINAGE FLOW ARROW
ti
LINE BREAK SYMBOL
250150
3.5'
250.00
TOP & BOTTOM CURB ELEVATIONS
TW= 223.00 - TOP OF WALL ELEVATION
BW= 213.00 - BOTTOM OF WALL ELEVATION
5.5'
(NOTE: BOTTOM OF WALL IS GROUND
NCDOT CLASS "A"
ELEVATION NOT WALL FOUNDATION)
+ 250.60
SPOT ELEVATION
I SEE SHEET D -5
STORM DRAINAGE
CQ 103
T 354.89
STORM SERVICE LINE
/C=
INV. IN= 349.00 (DI
103A)
-TP - TREE PROTECTION
-TP -TP
LD
LD LIMITS OF DISTURBANCE
DI 1031
WOODED AREA
INV. IN= 361.00 DI 111A)
250 10' CONTOUR
INV. OUT= 360.90
252 2' CONTOUR
_______250
EXISTING 10' CONTOUR
_______252
EXISTING 2' CONTOUR
--- -
- - - -- UTILITY EASEMENT
JB 301
DRAINAGE EASEMENT
105)
SEE SHEET C -2 FOR ALL PROJECT,
INV. OUT= 353.75
SITE, GRADING, STORM DRAINAGE AND
INV. IN= 324.77 (CB 302)
UTILITY
NOTES
INV. OUT= 324.56
VELOCITY DISSIPATOR SCHEDULE
ID
LENGTH
WIDTH
THICKNESS
TYPE CLASS
EW 100
18'
11'
18"
NCDOT CLASS "B"
EW 100B
SEE SHEET D -5
SEE SHEET D -5
SEE SHEET D -5
SEE SHEET D -5
EW 300
5'
3.5'
12"
NCDOT CLASS "A"
EW 200
8'
5.5'
12"
NCDOT CLASS "A"
EW 2006
SEE SHEET D -5
1 SEE SHEET D -5
I SEE SHEET D -5
SEE SHEET 0-5
EW 1ODA
BURIED INV.= 322.30
STREAM INV.= 323.30
EW 100B
BURIED INV.= 319.90
STREAM INV.= 320.90
EW 100
CB 108
INV.= 339.00
INV. OUT= 362.90
T /C= 365.04
CB 101
INV. OUT= 333.90
INV. OUT= 360.29
T /C= 357.11
INV. IN= 365.95 (CB 126)
CB 109
INV. OUT= 365.85
1 NV. OUT= 334.25
C8107
T /C= 364.90
INV. IN= 3407.85 (CB
1023
INV. IN 362.40 (CB 113)
INV. OUT= 342.70
JB 300B
INV. IN= 359.70 (DI 110)
CQ 102
T
INV. OUT= 359.10
DI 110
/C= 354.89
INV. IN= 348.65 (CB
103)
T /G= 365.00
INV. OUT= 348.25
INV. IN= 360.20 (DI 111)
CQ 103
T 354.89
INV. OUT= 359.95
DI 111
/C=
INV. IN= 349.00 (DI
103A)
T /G= 365.00
INV. OUT= 348.90
INV. IN= 361.00 DI 112)
DI 1031
INV. IN= 361.00 DI 111A)
T /G= 353.00
INV. OUT= 360.90
INV. OUT= 349.73
EW 300
CB 104
INV.= 323.80
T /C= 360.35
JB 301
INV. IN= 353.85 (CB
105)
RIM= 333.80
INV. OUT= 353.75
INV. IN= 324.77 (CB 302)
CB 105
INV. OUT= 324.56
T /C= 363.09
CB 302
INV. IN= 357.60 �CB
1051)
INV IN
329.05 (CS 304)
INV. OUT= 355.75
INV. IN= 328.60 (CB 303)
CB 106
INV. OUT= 324.90
T /C= 362.93
CB 303
INV. IN= 357.00 (CB
107)
T /C= 333.83
INV. OUT= 356.50
INV. OUT= 329.05
CB 1
INV N6 364.40
I =114
(CB
125)
331.75 (CB 305)
INV. OUT= 364.30
INV. OUT= 331.65
14 - S P - 0 18
HTE#: 14-1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
f' •)tT=i
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GRAPHIC SCALE
40 0 20 40 80
1 inch = 40 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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FILENAME: MIH14000 -G1
DESIGNED BY: WTO /SRW
DRAWN BY: SRW
SCALE: 1 " =40'
DATE` 06 -26 -14
SHEET N0.
C -8
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T 367.64
T�C3339.03
INV. OUT= 362.90
INV. IN= 334.00 (CB 306)
CB 125
INV. OUT= 333.90
T /C= 370.95
CB 306
INV. IN= 365.95 (CB 126)
T /C= 339.01
INV. OUT= 365.85
1 NV. OUT= 334.25
C8107
T /C= 364.90
EW 300A
INV. IN= 358.00 CB 109
INV .- 323.10
INV. IN= 360.01 CB 108
JB 300B
INV. OUT= 357.90
RIM = 334.00
INV. IN= 324.00
INV. OUT= 323.35
14 - S P - 0 18
HTE#: 14-1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
f' •)tT=i
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FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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FILENAME: MIH14000 -G1
DESIGNED BY: WTO /SRW
DRAWN BY: SRW
SCALE: 1 " =40'
DATE` 06 -26 -14
SHEET N0.
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VARIABLE WIDTH TOWN OF
CARP PUBLIC COMMON MATCH LINE - SEE SHEET C -8
UTILITY EASEMENT (TYP.)
.6 \NA_ A \
/ CB o9 // 0 , CB
kCTAININC WALL #3 \V
(DESI N BY OTF�ERS) \ \ \
o DI 1 i 86 "
/ FIELD 4- OCATED/ /6- _ j `�� 70 LF 15 RCP
9-,
\ \
' SOP OF ANK / I _7 LF3% _ _CP 3� �. / 0 5.29% [ I 3 \ \ \ _ - _ \\ \ \ \ \ \ \
�/� I I I ' \ \II \ \ \
C��1 \ 0 V \ �0' URBAN I V A \
ANSITION \ \
3 DI 11 A V v \ \ V A BUFFER
\379 I 1 \ \ \ 1 \ \
DI�11 ��� �\ 1 \ \ I� 79 V �� V \\ \ \\ \\ \�\ V �� \ \- "/F
I DB 10757, PIGE2444
- J � `� PIN #0755509936
RAINING }MALL # I 13 \ 23 LF 15" RCP I 1 Y2A V I I V A ` V 1\ \ V A \ \ \ \
DESIGN �Y OTH S) A I \i 91 ®6.30% 78 \ V
/ / _ _ tf� I l\ _ _ _ - \ 1 A 1 3j � \ V V \ N 50 UD�BI'lFFER 1 V A
/ / I I \ \ ( \ C (113 / 84 ..... _ \ \ \ \ \ \ BM 2'10, PG 65 \ \ 1 \
14 �I
X31 \ 76
jig I
FIELD LOCATED \ \
TOP OF BANK \ \
uRBAN\
TRANSITION \
BUFFER \
-
1 RW L co \ I I 75 \ \ \ \ \ / 100 YEAR CARY
_ _ \\ I FLOODPLAIN I \ \ \ \
" CB 115 114 - - �$ �`D
RETAINING WALL � � I \ I � - - - - - I / / / (TYP.) � � � \ \ \` �
� \
y�� (DES`­ �THERS)\ 3 I \\ \ \ \ \
/ E RETAINING WALL �21
/ 1 1 CCESSIBLE _ _ \ DESIGN Y OTHEF�S I j EN I _ I l y / \ \ \ \ \ \ \ \ TO YEAR C� \
\ I / y /1 WI RAILS ( ) � -
\� \ / 1 TFI SIDES) RETAININ WALL #2 (VARIABLE WJ�TH TOWPG OF - r ( UR�AN \ \ \� \ FLOODPLAIN \
BY OTHERS) \ I Ig CARY PUBLfC COMMON / /I i I l I j / 50' RIPARIAN TRAN 10 \ \ Eq \ (TYP.) \
\ UTILITY EA�6EMENT /(TYP.) / 6I I / 73 /I I / / / BUFFER 1 %� BUFFEk\� \ a \\ \ \ \ \ \
1 1 50' NEUSE j URBAN \
RIVER BUFFR I SITI0�1
V I I UFFFR
l I I I I 19 ,� 1 9s I , I I e 12 - d� _�,J. _ v � l > vA \ \� v A
RETAINING WALL #20 \ \
(DESIGN B OTHER ✓ / / / \ \ d1 \� J /�V �q \ \ \ \ \ \ \\
\ \ I 3 \ \
l \°ai�� C- 20' TOWN of CARY
I 1
\ \ I I I I I I 20 .I'♦ + 1 E 3$ / I 71 `60' FIELD LOCATED �� n� cb / / \ SS ESMT \\
117 I / 1 1 386 I \ \ I TOP OF BANK / / / \ \ \ \ \ \ BM 1-1, PG 877
1 II III I I CB 116A
�Z�D 0
1 I TOPIO �K I I \ -� \ Ij I -- _ - - -- I \ I \ \ I i / /
\ I' V v
\ �A v v \
\ 1 TOWN F c�ARY \ \ \ I 21 \ I - 38Q i-REET J� \ I \ \ 70 1 \ / / ��° � / / / S C�RMW T \ \ \
1 V IF�oob IN \ _ 6(1118 -1- - -- - v v i A' - L \ 1/ ( / /� v v v V A G I I.
\ \ ' - _ _ - - - - \ , - I / ANAGtMENT FACILITI�?`
I 1 )1 \ \ \ I 1 / - - I I/ / / /(SEE "SW" SHEUS�
/ VARIABLE �
l / R AINING Ws4LL_ #1 STORMWi4JER A CESS N \
_ RETAIN�G WALL #16 I 1 \
Cdd 130 - _ LI /mod/ / / r \ \ AINTENANCE EA EMENT
iRETAININ!"ALL \
(DESIGN- BY E \ \ \ \ \ \ I \
-
I I / LF 34" / \ \ \ \ \ \\ \ N F
I I 1 VELOCITY DISSIPATOR / 37 / / o -RING RCP i \ \ \ \ \ \ \ BDR REALTY LLC
N/F I I / / / - - - ��` 25 26 1 27 1 1 ! I j\ I \ Lx .5'Wx12 "THK \ / 0 ,9.87% �D 12521, PG 639
/ / / / 1 O ! I I CLAS "A" RIPRAP APRON \I �' \ \ \ \ \ \ \ \ \ \ PIR y{t0755603477
HIGHWOOOS REALTY I 1 I I 28 0 30 III I \ �I 1 / EW'200
I LMTT) PARTNERSHIP I� / / I (�/ �/ I �� I 29 O II I � I \ \ 67 � \ ,
DB 8916, PG 1 §62 I I / / 24 / I II 1 �� ' 1 I I I 1 g \ / ' 60 \ \ \ \
PIN #0755404 55 j / / l � _ _ L v L- j ' 1 _ I \ - � - 1 I I
L
I - - - -- - - - - - -- - J _ ' I I _ L I I \ TOWN OF CARY
�I 121 / / E - -� I I I ��� \ I I \ FLOODPLAIN /
o IR AINING / # (TYP.)
(UtSIPN Y THE S) /I
_Tp \
\ RETAtNIING 7AIALL 15 \
- _ / -/ / I I I -��� / �- - CB 1 1 I V \ \ 1 \ \ 50' RIPARIAN / �� �\ ���� \ o \ V A V A \
T / �'L I /_ I I I BUFFER / C v v G
/ N� 5�7r - � '50 fi - I- - I \ (bESIGN BY bTHERS
/ W r- 1 I \ V A \ 50' RIPARIAN\
\, \ I m - m - I - - �� _ BUFFER
I � - - \ \ / ( V A50' P4 BUFFER \ V c
VARI BLE WID H TgqWN OF I O ` �O JB ,yb \ \ BM, 201 PG 5 \ \\
PAR PUBILIC dOMMON I I I 117 LF 15" RCP \ w I 1 \ \ \ I W 2008 1 / r� 1�i 0\
( I II I WTILITY EASEMENT (TYP.) I I 0 0/98% / I I 9 1 \ \ \ \ ruRIED INV. - 362.25
I V I I I I I \ \ I I RETAINING WALL #10 I _ - -' - \ 2 I - -fir- - 1 1 f - \. \ 1 RETAINING WALL #19 STREAM INV.= 362.65 I
I I ^ I I I I \ \ I I I (DESIGN BY OTHERS) I -� \ I (DESIGN B OTHERSy % ^p
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I o m RIPR BASIN
I I I \ \ I 0 W 1 64 I 63 m f1 Y I
I- I � LNE G ens r / / /
I I I I I I I I I I \ I �1 \ 1 I 1 J� (SEE DErILr / / �B 20 \ \ \ \ \ \ \
I I I I I I I I V A I I RETAINING /WALL #11 i �g r rr�� A V \ \ \
I I N F DESIGN /bY OTHERS 7 I I I / j /
I I I I I y I I I ( ) I / II 33 \ I I I r r /
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I PIN #,0755406455 -
I� I I RETAINING WALL #10 � / � � A L A \ I I I I . �
I - - /
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GRADING LEGEND / "�
386 -r - -- _ - - \ ! ��
CA FLARED END SECTION I / I 36 I
m CATCH BASIN I I - g I \ I I \ 1 CB
� pia m - - •� // 1� 6I\ /.
DROP INLET I aro II I I ' I 1 \ I �IS �` r J l� \ / \ \
■ STORM SERVICE INLET I o a II I 1 38 I \ EASN(�GE / I \
\ 0 � I � A
39 40 EASEML�NT
z I I I 37 \ � 111 I I 41 I (TYP.) 6 kF 15" RCP
STORM SERVICE ROOF -DRAIN al I 1 I 1 \ R 1.05%
o JUNCTION BOX I - - I \ \ - \ � I III 47 1 \ \ \
4 � \ \ I o \ � \
,- DRAINAGE FLOW ARROW 1 6� �_ DI 04 I �� o I o I - - _ /
� _ 408 Ia
r.. LINE BREAK SYMBOL
250.50 TOP & BOTTOM CURB ELEVATIONS EW 200A ID �S.- -,- �-�_ I
- - � - - � - -7P - I RET NINA W L 10 R AININd, WALE #1'3 \
250.00 BURIED INV.= 370.10 - 1 (DE GN B THE S) DES N BY, OTHERS) \ ELD
STREAM INV.= 370.50 RETAINING WALL #12 87 35'03" W - - -� - L L _ - - - \ SOP- 6�F�$ANK/ `\
300.76' m
TW= 223.00 - TOP OF WALL ELEVATION (DESIGN BY OTHERS) 314.99' - 1° '��
EW 2006 1 107 LF 24" 0 -RING RCP - - - - - - _ �1D wv \ \
BW= 213.00 - BOTTOM OF WALL ELEVATION () - - - - -� - __��
BURIED INV.= 362.25 CB 128 DI 112 BUILDING RESTRICTION -> - -� �
(NOTE: BOTTOM OF WALL IS GROUND STREAM INV.= 362.65 T /C= 382.01 T /G= 369.50 VARIABLE WIDTH TOWN OF FLOODLINE N 88'02'09" W
FIELD LOCATED RETAINING WALL #14
INV. IN= 377.25 CB 130 INV. IN= 364.80 (DI 112A) CARP PUBLIC COMMON 816.50'
ELEVATION NOT WALL FOUNDATION) EW 200 DI 208 INV IN =377 00 CB 129 INV OUT =364 70 WETLANDS (ELEV.= 375.04) (DESIGN BY OTHERS) VARIABLE WIDTH TOWN OF '
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PROJECT NO. M I H -14000
FILENAME: MIH14000 -G1
DESIGNED BY: WTO /SRW
DRAWN BY: SRW
SCALE: 1 " =40'
DATE` 06 -26 -14
SHEET N0.
C -9
'J MCADAMS
INV.= 360.00
T /G= 385.00
INV. OUT= 376.90
DI 121
UTILITY EASEMENT (TYP.)
EW 200A
100 YEAR CULVERT
CARY PUBLIC COMMON
-I- 250.60 SPOT ELEVATION
CB 201
INV. OUT= 381.15
CB 129
CB 113
T /C= 374.86
T /G= 387.00
BURIED INV.= 370.10
STREAM INV.= 370.50
BACKWATER N/F
UTILITY EASEMENT (TYP.)
T /C= 388.88
INV. IN= 375.78 (JB 202)
CB 209
T /C= 385.80
T /C= 382.01
INV. OUT= 377.25
INV. IN= 369.05 (CB
114)
INV. IN= 381.05 (DI 122)
INV. OUT= 380.95
(ELEV.= 373.04) CARY PARKWAY MARQUIS LP
DB 12232, PG 1393
STORM DRAINAGE
INV. OUT= 363.95
INV. IN= 380.80 (CB
210)
CB 130
INV. OUT= 368.95
DI 122
PIN 0754592865
#
STORM SERVICE LINE
JB 202
INV. OUT= 380.70
T /C= 388.14
CB 114
T /C= 380.27
T /G= 387.00
RIM = 389.10
INV. IN= 378.35 (CB 206)
CB 210
T /C= 385.80
INV. IN= 383.40 (CB
INV. OUT= 383.30
131)
INV. IN= 375.10 (CB
116)
INV. OUT= 382.20
-TP -TP -TP -
TREE PROTECTION
INV. IN= 384.05 (CB 203)
INV. OUT= 381.05
CB 131
INV. IN= 375.25 (CB
INV. OUT= 374.35
115)
DI 111A
LD LD
LIMITS OF DISTURBANCE
INV. OUT= 377.85
CB 203
CB 123
T /C= 369.40
T /C= 391.27
INV. IN= 386.25 (CB
132)
CB 115
T /C= 380.28
T /G= 371.00
INV. OUT= 364.70
T /C= 391.14
INV. IN= 364.40 (CB
125)
INV. OUT= 386.15
INV. OUT= 375.50
DI 112A
WOODED
INV. IN= 386.40 (CB 205)
INV. IN= 386.35 (CB 204)
INV. OUT= 364.30
CB 132
CB 116
T /G= 371.00
INV. OUT= 366.25
1
4 S P 01 8
AREA
INV. OUT= 386.25
CB 124
T /C= 391.27
T /C= 382.21
VELOCITY
DI SSI P ATOR
SCHEDULE
250
10' CONTOUR
CB 204
T /C= 367.64
INV. OUT= 362.90
INV. OUT= 386.50
CB 109
INV. IN= 377.10 CB
INV. IN= 377.20 �CB
117))
116A)
H T E 14
-1
6 8 2
INV. OUT= 376.80
ID
LENGTH
WIDTH
THICKNESS
TYPE CLASS
252
2' CONTOUR
INV OUT= 388.40
CB 125
T /C= 370.95
T /C= 367.91
INV. IN= 362.40 CB
113)
CB 117
EW 100
18'
11'
18"
NCDOT CLASS "B"
CB 205
INV. IN= 365.95 (CB
126)
INV. IN= 359.70 (DI
110)
T /C= 382.91
EW 1008
SEE SHEET D -5
SEE SHEET D -5
SEE SHEET D -5
SEE SHEET D -5
APPROVED BY THE TOWN OF CARY
- - - - - -- 250- -__
EXISTING 10' CONTOUR
T /C= 396.88
INV. OUT= 392.10
INV. OUT= 365.85
CB 126
INV. OUT= 359.10
DI 110
INV. IN= 377.50 (CB
INV. OUT= 377.40
118)
EW 300
5'
3.5'
12"
NCDOT CLASS "A"
DEVELOPMENT REVIEW COMMITTEE
SEE SHEET C -2 FOR ALL PROJECT,
GRAPHIC SCALE
"A"
_____ -- 252- - - - - --
EXISTING 2' CONTOUR
CB 206
T/C= 386.08
T /C= 376.40
INV IN= 371.65 CB
128
T /G= 365.00
INV. IN= 360.20 (DI
111)
CB 11g
T /C= 382.96
EW 200
EW 200B
8'
5.5'
12"
NCDOT CLASS
SITE GRADING STORM DRAINAGE AND
> >
40
0 20 40 80
SEE SHEET D -5
SEE SHEET D -5
SEE SHEET D -5
SEE SHEET D -5
- - - - - - - - -
UTILITY EASEMENT
INV. IN= 379.85 (CB 207)
INV. OUT= 379.75
INV. IN= 371.65 �CB
1273
INV. OUT= 359.95
INV. IN= 378.20 (DI
121)
UTILITY NOTES
INV. OUT= 371.40
DI 111
INV. OUT= 377.95
-------- - - - - --
DRAINAGE EASEMENT
CB 207
T /C= 386.08
TC 377.62
/V.
INV N6 361.00 DI
112)
Planner Date
1 inch = 40 ft.
INV. IN= 380.35 CB 209)
IN OUT= 372.85
INV. IN= 361.00 (DI
111A)
8
INV. 1p�Dl 208)
INV. OUT= 3so.so
OUT 80
FINAL DRAWING
- NOT RELEASED FOR CONSTRUCTION
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FILENAME: MIH14000 -G1
DESIGNED BY: WTO /SRW
DRAWN BY: SRW
SCALE: 1 " =40'
DATE` 06 -26 -14
SHEET N0.
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26- SS \E\SMT \ \ \\ \ \ \\ \
/ �� i `�` i �' / % \ BM \1989, PG 5�0
TW= 330.00 \ \ \ \\ \ \�\ \\ \\ \ \♦
I BW= 324.00
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EW 300A N /F
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JB 300B \ \ N \ \ \ \ \ \ \ PIN #0755515680
RETAINING W,�L #1 A� \V AV AV A A V A V ♦♦
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!� � �-` \ ./ _ ✓ CB 303
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y TW= 329.75 \ \ \ \ \
FIELD LOCATED \ BW= 328.00 RET �NIINGAJW AL� ( SEE \DETiUL\ /TOP OF BANK THE D 3) \ \ \ \ \ s
% / i / \ / \ TW= 330.00 N \ \ \ J \ \ \ \ \
BW= 329.00 \I T WN OF\CARY\ ``�.
1 YEAR
CB 304 \\ FL(0�0DPLAIN \ \\ \\ \ \ \ \ \ �♦
/ 1 20' SS ESMT / / / 3 \ RETAINING WALL #2 \ (T1'T.) \ \ \ \ \ \ \ \ 1
` BM 2010, P 64 / \ DESIGN BY OTHERS) \\ \ \ \ \ \ \ 1
/
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/ \ \ �♦
_ 1 50' NEUSE \ 1 \
CB 305 \ \ \\ RIVER �UFFER\ \\ \ 1 1\ \ \\
I / \ /
�o, NSIRTioN
TW= 344.00 y \ \ ��22AA �I
\ \ \ \ \ \ \ BUFFER \ \
/ ✓ \ /I O CB 306 BW= 334.00 \ \ \ \\ \ \ \ \ \ �\ \ \ \ \
50' NEUSE \ \ \ \
/ \ p \ 6 _ASPHALT PAVED IPATH \\ \ \ \
/ RIVER BUP'F<ER
30' LANDSCAPE \ II i ♦_ \ (SEE _-DETAIL, SHEET D- \ \ \ \ \ \ \ \ \ \
/ BUFFER EASEMENT \ \ \ I s ' \ NOTE: 10 % -MA)( RUNG \ \ \ \ 1 \ \ \ \ \\ \ \ \ \ \
\ \ TW BM 2010, PG 65 / \ \ \ IPE)_ I \ \\ \\ BW =335 50\
♦ I I \ --- I
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FIEL% LOCATED \ \
J (/F S / // / \\ ♦ \� \ \ \ \ \ \\ TOP OF BANK \\ \ \\ \ \\ \ \ \ \\ \ \\ \ \ ♦♦
WOODEN PEDESTRIA / / \_ \ \ 3 \ \ 1 \ \ \ \ \ \ \
BRIDGE (SEE DETAIL, \ / \
I I D -6) _ _T �\ _ 348 \ \ \ 50\ URBAN \ \ \ \ \ \ \ \ \ \
II I I I I I ^ I OM UN CATIONS I / / \� \ \ �� \ \ \ TRAN RION \ \ \ \ \ \ �\ \ \ \ \
SYST MS EASEMENT \� \ BUFF \ \ \ \ \ \ \\ \ \ \ \\
i / 1 \ / \ DB 4 54, PG 792 / �l �� \ \ \ \ \ \ TW= 6.00 \ \ \ \ \ \\ \ \ \ \
\+\` \ \ BW =3 3.00 \ \ \ 2Q' SS SM�
/ / \ 0 \ BN6 198 PG 580\ \\ \
6� N/F / �/ \ / -- W= 355.00_ — \ \ \ \ \ RETAINING WALL #2 \\ \
HIGHWOODS REALTY / % / Bye__35 •00 \ \ \ (DESIGN BY OTHERS) \ \ \ \ \ \\ _ _ _ — _ �
LIAM PARTNERSHIP / / /TOWN OF CARP l /� /
DB 8916, PG 1562 / 100 YEAR / / Dl- t e-3A—
PIN #0755404955 / FLOODPLAIN \ 1`W_ 0
W-
(TYP.) / / I / O / / / / / / \ \\\ \ \ \ \ \ \ \ \ \ \\ B333.75
63.5f1 3 / \ 3
35�C50 / / \\ \ \ \ \R \ c\ \ \\ \ \ \ I \ \� \ \ / 6' ASPHALT PAVED PATH
RETAJNWG WALL / #6 / / O � � � \ \ \
(P�ESI�N B�' OTHER ' / 1 � � \ Cg \ \ \ (SEE DETAIL, SHEET D -3)
// ` ` \ 35 \ \ 0 \ \ \\ \\ \\ \\ \ / \� \ \ \� SLOPE)
PE)10X MAX RUNNING
363.00 / % / \♦ �\ \ \.,_ \ \ \ \ \ \ C \ \ moo,
/ TRANSIITION / " / /TW -361 60 / \ \ \ c6
/ BUFFER / / / // 8 W=36 .50 / // / O 35
50' NEUSE
RIVER ER
� BUFI F
/
& / 0 =3 0.00/ / / ® \ \ \ E\1N\10� \ \ o �\ \ \ \ \ �\ I \ \ \ / CV ENTERPRISE, LLC
/ / / 1 / ♦ \ \ \ \ \ \ _ 1 \ \ '� DB 10757, PG 2444
//5 \ PIN #0755509936
50' NEUSE I / l CB 1 \ \ \ \ � � \\ \ 0 U R N RIVER BUFFER TRANS ION
/ I BUFFER %1 / / / 5 \ ` \ I \ \ \ \ \ \ \ \ \ \ \ \ -A— _'S PEDESTRIAN
1 / / / O 6 \ TokIII L-1 \ \ \ BRIDGE E o�AIL, \\ \ \ \
1 0 OF CARY/ / \ \ \ \ SHEET D -6 \ \ \ \
1 o°op I IN / / v \ A ZM \E�T\FA LIT �v �� \ \ \
SEE \ `3 �H S�\ \ \ {j \\ 30'��BLIC SERVIG�E COM�NY \ \ \ \ \
`OF NC GAS\LINE EASEMENT` \ \
#8/ / / \ CB 105 \ \ \ \ \ \ \ \ \ \ DB�1110 \PG 3.51
\ \ ET� ING� \ \ \ \ \ -A \ \ \ 120' TOWN OF CARY \
/ /(bE GN� OTHERS) / O / / \ \ \ R NI WALL #4 \\ \ \ \ \ \ \ SS ESMT \
564 Wq� \ \ \ \ \ BM 1991, PG 877 \
FIWA 3 8.q �/ i ♦\ / / / CB�1Q6 y6� \ \ 8 \ R SI IN BY THERS \ \ \ \ \ \�\ \\ ` \\ \ \ \ \ \ \ \ A �\ \
CB 108 �\ `�
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1/ 1 / \ \
B\,\,
/09 \ \ `' \ 1 oo YEGAFR CARY d 7 / / CB / 8s / B 1$4 6 \ Y \\ \ \ \\ ��\ \ FLOODPLAIN \
FIELD LOCAT. D / / / I I \ \ \ \ _N 50' UD BUFF�R \ \ \ \ \
TOES 0 BA NNK / / I / DI 1 87 / \ \ \ C� 123 \ �\ BM N10, PG 65\ \ \
I /
FIELD LOCATED
\ OPOF BANK REIGeWO #3
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CB 125\
----------------------------------------=------------------------------------------------------------------------------------------------------
MATCH LINE - SEE SHEET C -913
la
GRADING LEGEND
CA
FLARED END SECTION
CATCH BASIN
DROP INLET
■
STORM SERVICE INLET
STORM SERVICE ROOF -DRAIN
Q
JUNCTION BOX
��--
DRAINAGE FLOW ARROW
�..
LINE BREAK SYMBOL
250.50
250.00
TOP & BOTTOM CURB ELEVATIONS
\,a=223.00-TOP OF WALL ELEVATION
BW= 213.00 - BOTTOM OF WALL ELEVATION
(NOTE: BOTTOM OF WALL IS GROUND
ELEVATION NOT WALL FOUNDATION)
+250.60
SPOT ELEVATION
STORM DRAINAGE
STORM SERVICE LINE
—TP — TREE PROTECTION
—TP —TP
LD
LD LIMITS OF DISTURBANCE
WOODED AREA
250 10' CONTOUR
252 2' CONTOUR
250 EXISTING 10' CONTOUR
- - - - - --
252- - - - - -- EXISTING 2' CONTOUR
- — — —
— — — — — UTILITY EASEMENT
® -------
- - - - -- DRAINAGE EASEMENT
SEE SHEET C -2 FOR ALL PROJECT,
SITE, GRADING, STORM DRAINAGE AND
UTILITY
NOTES
14 -SP -018
HTE #: 14 -1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Date
GRAPHIC SCALE
40 0 20 40 80
1 inch = 40 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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FILENAME: MIH14000 —G1
DESIGNED BY: WTO /SRW
DRAWN BY: SRW
SCALE: 1 " =40'
DATE: 06-26 -14
SHEET N0.
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/ / 1 \ \ F\ \ \ \
DI 110 / \ \ \ \ 82 \ REEAINN WALL R \ \ \ \
(DESI NN BY OTHERS) \ \ \ \
\ 1 \\ \ TW= 355.50 \ \ \ \ \ \\ \
0 DI 11 BW= 54.50
_
\ 125\ 80 \ TRANSITION \\ I \ \ \
I I 25 \ \
-' I / / r I 3)21 1 ` D�1 \ \ \ \ \ \ \ \ \ \ \ BUFFER \\ \ \\ \ \
\379 \ \ 1+ \ \
I I I \ I \ I 12 I O DI 11 A \ 1 \ 79 \ \ \ \ \\ \ \\ \ - CV ENTERPRISE, LLC
1
� \ 1 85 \ \ \ \ \ \ \ \ \ � \ DB 10757, PG 2444
I � �� \ I I 3�� ♦ � \ \ � \ \ \ \ \ 50� PUD BUFFER \ \ \
/ I \ ` 1 112.0 \ \ \ \ 1 \ \ \ \ \ \BM 010, PG 65 \ \ TOWN OF CARP \ \ \ PIN #0755509936
/ I I RETAINING )HALL # I 13
DESIGN OTy S) I O \ 3� \ 91 / \ _ \ 78 \ 1 \ \ 100 YEAR \
// - - - -� \ _ O_ I l /�\ 1 84 \ \ 37 \ O \ \ \ \ \ \ /� ` \ i ((TYP.)PLAIN \ \\
14
363.30
TW= 382.00 \ 6 \ 76 \ \ \ \
TW =81.00 TW= 377.75 \1 BW= 377.00
I I / / / ' / / 93 / W�378.00 \ 3W= 376.25 - =378.
l / I / � \ TOP OF BANK \\ \\
�$ \\ 7 -- - \ \ \ \ \ / / \ \ i. \ \\ 50' URBAN
I I / / I / / / TRANSITION \
I / TW 367 50 / I / B -3 = 79. \ \ \ \ f / \ BUFFER \
B =36 .50 I / / TW= 380.00 / 1 �6' \ \ BW= 78.5 w \
BW= 378.50 i TOWN OF CARP \ \ \ \ \
S \ \ \ \ � 75 \ \ \ \ \ / 100 YEAR
#25 /�� $0 \ TW= 35,00 \ TW =388. O 1 \ I I 1 / FLOODPLAIN
I / CB 15 5 BW =38 .00 - / (TYP.) _ \
B =380.0 � - -�- I I /
RJAINING WALL #2
(DESIGN BY \OTHERS
/ACCESSIBLE , _ - 5.50 M \RETAINING\ WALL # 1 /I
LS / (`DESIGN B�' OTHER) / 1 TW= 37b.00I / / / / URA
gyp -3 7750 TW 392.00 RETAINING WA // #23 I / / - / �W= 38.59 / 50' RIPARIAN I TRANSITION \ \ \ \ \ \\ \ \ \\
BW 86.00 (DESIGN BY �ERS)/ / / 73 I / / BUFFER BUFFER \ \ \ \ < \ \
I 50' NEUSE I UFFFIR �BAN �I 1 / 18 / / 1 1 W =3 2.50 / I / / O lI I l 1 J / / I \ \ \ \ \ \ \ \ \ A\ \
I ITIO 1 / RNER BU R I / / 1 TW =391.00 # I J R AINI G W 24 382 / CB 2 TW= 372.00 97 I BW= 386.00 I (D SIG BY B 128 )/ / / /
72 �// BW= 362.00
I \ 1 I I I 1 I 1 - 392.00 X 1 RETAINING WALL #20
B = 391.501 / / / / (DESIGN BY OTHER
\ TOWN I OF I Y I I I 20 L I / I // /
\ � I 1 3 I I \ 8 I // � � �N`FIELD \ \ \ \ 20' TOWN OF CARP 10QQ YEAR I LOCATED / / �`o / \ \ \ �� \ \ SS ESMT \
LOOL�PL�►IN I I CB 117 1 / 1 1386 \ I TOP OF BANK PG 877
I CB 116.0 I I / \ \� I ' \ / / /
TW =373.00
FIELQ �OtAT D 1\ 1 \- - T \ 'I I \\ \ \ \1 \ \ \ \ \
\ 1 r�P101 A t TW =85.5 \ \ \I\ \ \� / \ \ \ \ \
BW= 85.50 \ \ TW= 86.00 "
c+r� \ \ \ W=3 X50 \ 1 � I / / / / / � \ \ \ \ J \
r.71 �1 T ff \ \ \ \ $ \ \ \ 70 \ \ / TW= 375.50 / �O / / / \ \ \ \ \ \ \ \ \ \ \
I I \I I I \ \ _ ' \ \ - _ - L \ \ Bw= 374.00 / / / STORMW�T€R, \ \ \ \ rn
\ = 74. o _ _ _ _ I c6 1118 I \ \ _ I 1 / If / // / AN�MEN�T /FACILITY #2, \ \ \ \ \\ <
/ SEE "-SW" SHEET
\ \ / / RET NG WALL #16 \ \
iL) - PN ==3�5 0 '� -� � \ I I I I \ Cdr 130, - - _ LI I I / I �/ / / / / / / / R T G 1NALL 1 \ \\ \ \ \ \ \ \ I \ \ \\
DESIGPi BY E \ \ \ \ \ \ \ \ \ -
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I N/F I I / / / I _ - _ _ / I 25 1 1 1 I I \ \ \ I 11 1 \/ / / / / / / 61 ♦ \ \ \ \ \ \ \ \ \ \ �D 12521, PG 639
TYJ�374.5 _ / / l 2s 27 1 I I / i \ \ \ \ PIR .0755603477
HIGHWOODS REALTY �1 / I \ \ \ \ \ \ \
D8
MTD 8916R PARTNERSHIP I / / Bw =369/ 0 I / I [.,y/ ; 1 28 29 I \ \ 1 fa
I - /I 24 / / / /I 1 I O l 30 I \ \ \ _ 67 I \ TOWN OF CARY i ` Ew 200 O \ \\ \ \ \ \ \ \ \ \ \
PIN #0755404955 I I iW- �76.b0 -�1- 1 1 \ I 100 YEAR
121/ - J J ' I I I 390 _ I I \\ FLOODPLAIN
/ I-L D 122 I / / / 5s \ \ \\ \ \ - \ \ \ \ \ \
/ / / I \ I \ 1 I \ _ \ \ c6 201 0 Tw-3� .00 \ \
I ' � IR�!AINING /BALL # / - �� , �� _ L \ I \ I I I \ TW _372.00 / / / \\ \ B -375.0 \ \ \\
M I(SIN 8Y OTHE S) II I I / \ BW 370.50 \ / , \
132 /In 58 \\ \ W7-3 �0�\ \ \
RIPARIAN \ / i v,j RETAINING -WALL 5� \
40 \ \ \ 1 1 1 ` BUFFER ` / / \ (DESIGN�BY OTHERS \ \ \
v / I 50.4\6' I - II� .I. _ _ 1 \ \ \ \ \
BUFFER
ARIAN \)\ \ \
7TW =389.00 - - 31 -� _ \ \ / / / JB 202 O 're \ \ \
I I \ W 38 .00 Tw- 88.00 I _! - � \w \ TW= 386.00 ` / / \ \50' P� BUFFER
,, i \ BAT 22�01 PG 5 \ \\
\ .. 9 1 \ \ 1 \ BW= 369.00 / 1 / - `V r i 56 % \ =38 0\ \ \ \\ \
BW 386.50 / / � \� \ \\� � \ \ \ \ \
RETAINING WALL 010 - \ 1 - - TTT ��� \ 1 RETAINING WALL #19 / , / v B =80.50 \ \
(DESIGN BY 0TH RS) I \ (,, \ (DESIGN BY OTHERS y ^o I / / / / / ,x/55
\ I r TW =39 .00 N) / / \ \ \
BW =3 0.00 1 I 32 1 65 I O o TW= 385.50 /i \ \
W \ I 64 l s3 � s2 � \ ew= 3ss.00 / / ,�° // / / / / / / / \
I I I I I I I I I I \ \ I I I I ew 3s2:�a I �L- _ _ \ �W, \ i O TW= 389.90 / / CB �4`
I I \ F i
I I I I I I 1 \ I I RETAINING WALL #11 1 BW= 374.00 / / "• \
I I I I I I I I (DESIGN A3Y OTHERS) 1 / I I O \\ 1 l / 7 / I I \ ' \ ♦ \ \ \ \ \ \ \ \ \ - - \
� I I
qLT�Hii CARP I / J � /I I / / CB 203 14, G 2437 \ I N 554064$5 I // �/
- \
I I 1 RETAINING WALL #10
(DESIGN BY OTHERS) a I 1 34 \ \ I I / "1 / /
/ I L_
c6 210
BW= 386.20
TW= 388.20
BW= 386.20 y4' CB 209 I CB 207
GRADING LEGEND 386
® FLARED END SECTION
CATCH BASIN 96\ \ I l 1 '� I I I 1 I ,' / I CB �05 \ ♦ \ \ \
DROP INLET
•rill � \ 38 1 ' �' ` TW= 389.90
l
■ STORM SERVICE INLET I ZI II 37 \ 1 I i O 39 l 40 I O 1 \ \BW= 380.00
41 FIELD LOCATED 48 \
l ' 1 \ 1 1 1 1 1 \ TOP OF BANK
• STORM SERVICE ROOF -DRAIN
O JUNCTION BOX TW= 399.00
BW= 397.00 \ \ I \ I I \ \ \ \ \ \ \
1 TW= 382.00 0 0
B /I I I I - - T DRAINAGE FLOW ARROW 38 \ \ \ \ \ \
r.. LINE BREAK SYMBOL 4 8
_ _ 1 \ RET NINI� W 1 L 10 R AININt3 WALE #1'S \\ / /
- Oy �l _ (DE GN 1 _THE S) DES N Bl� OTIf�RS) \ \ HIV =3g7 6 / / \
250.50 _ _ _ _ _ 41 TW =405.0 1 ( \
` 250.00 TOP &BOTTOM CURB ELEVATIONS 300.76' 1 _I \ _ _ _ \ \ i / T ) I
° TW= 405.00 8735 03 W - - -� -L � -6W - / I I
RETAINING WALL #12 \
° BW= 397.00 _ �_ _ _ , - \
�TW= 223.00 -TOP OF WALL ELEVATION (DESIGN BY OTHERS) ��_ _ _ _314:99 ( I 1) \ \ \
m B W= 213.00 -BOTTOM OF WALL ELEVATION
t (NOTE: BOTTOM OF WALL IS GROUND N 88'02'09" W - -��
ELEVATION NOT WALL FOUNDATION RETAINING WALL 14 TW= 404.00 816.50'
FIELD LOCATED = 398.50 #
WETLANDS BW= 388.00 (DESIGN BY OTHERS) TW= 399.00
+250.60 SPOT ELEVATION N BW= 394.00 BW= 398.00
o CARY PARKWAY MARQUIS LP
° STORM DRAINAGE DS 12232, PG 1393
c PIN #0754592865
STORM SERVICE LINE
2
0
-TP TP TP -
TREE PROTECTION
LD LD
LIMITS OF DISTURBANCE
v
0
o°
WOODED AREA
14 -SP -018
250
10' CONTOUR
H T E # : 14-1682
=
252
2' CONTOUR
APPROVED BY THE TOWN OF CARY
_______250_______
EXISTING 10' CONTOUR
DEVELOPMENT REVIEW COMMITTEE
SEE SHEET C -2 FOR ALL PROJECT,
GRAPHIC SCALE
w;
252
EXISTING 2' CONTOUR
SITE, GRADING, STORM DRAINAGE AND
40 0 20 40 So
o
--- - - - - --
UTILITY EASEMENT
UTILITY NOTES
-------- - - - - -- DRAINAGE EASEMENT Planner Date 1 inch = 40 ft.
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SCALE: 1 " =40'
DATE: 06 -26 -14
SHEET N0.
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PROJECT NO. M I H -14000
FILENAME: MIH14000 -OAG1
DESIGNED BY: WTO /SRW
DRAWN BY: SRW
SCALE: 1 " =60'
DATE` 06 -26 -14
SHEET N0.
C -10
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d, / TREE PROTECTION NOTE:
le e \\ 0�\ �/ �/� / 1. TREE PROTECTION FENCING SHALL NOT BE MOVED AND THERE SHALL BE NO ENCROACHMENT INTO
/ / / SUCH PROTECTED AREA(S) WITHOUT WRITTEN AUTHORIZATION OF THE TOWN'S ZONING COMPLIANCE
/ C STAFF. ANY ACTIVITY (LANDSCAPING, FENCING, OR UTILITY INSTALLATION) SHOWN ON THE
a 9 APPROVED PLANS IN A TREE PROTECTION AREA, SHALL ALSO NOT OCCUR WITHOUT WRITTEN
AUTHORIZATION FROM THE TOWN'S ZONING COMPLIANCE STAFF. ANY UNAUTHORIZED
ENCROACHMENT OR DISTURBANCE WITHIN THE BOUNDARIES OF A TREE PROTECTION AREA SHALL
16 /j / / / AUTOMATICALLY RESULT IN FINES AND THE REPLACEMENT OF ANY DAMAGED VEGETATION IN
ACCORDANCE WITH THE LAND DEVELOPMENT ORDINANCE.
Y 0 .01 4" RECLAIMED WATER RETAINING WALL NOTE:
% / \ /BLOW —OFF ASSEMBLY 1. RETAINING WALL TIE —BACKS ARE NOT PERMITTED TO ENCROACH INTO THE TOWN OF CARY PUBLIC
COMMON UTILITY EASEMENT.
T 6"C90 PV '
REC ED ATER
6 "x6' RECLAIMED / / / e -/ / EXISTING FIRE / / ♦\
WATER TEE /
\ i (2) 6" GV &B oo / �, / HYDgAW ASSEMBLY /
12 "x8" TAPPING / /
\� SLEEVE AND VALVE \ s / i / /\ FIELD LOCATED
i ` \ �, / i a•�' \ TOP OF BANK
/ \ / s \ \
50' PUD BUFFER
BM 2010, PG 65
'`o `rS\ \ \ 20' SS ESMT \
�/ / , o
� / f \ ^ \ \ BM 1989, PG 580 \
//f ;04�' �/ / \ MTS SYSTEMS CORPORATION
/ �,�° jf `�` , / / \\ \ \ \ `cA. P N 4#0755565680
' / \ \ \
6" C900 PVC / , O, `/ ' ✓ /
RECLAIMED WATE pp i 6\ \ \ < °o �$ 0 \ \ \♦
MAIN (TYP.) % r
4" RECLAIMED WATER / / / x ` \\ \ /\ I \ \\ TOWN OF CARY \ \ ♦♦
-- / \ 100 YEAR \ S
BLOW —OFF ASSEMBL /% / / \ " FLOODPLAIN
/ �� ♦ /
FIELD LOCATED 6 C900 PVC
\ EX SSMH 100 \ \ (�•) \ \
�o // TOP OF BANK RECLAIMED WATER 6 \� \\ \ \ `♦
/ MAIN TYP.) \ \ \
50' NEUSE ♦♦
S �� \ \ \ \ \ RIVER BUFFER �\
x S 1 \
`' /J
� \ \ \ � \\ l' BM 2010SP�1F/ �// \ \\ � \�` \ \ I \\ \ ♦
VARIABLE WIDITI.TOWN 0 ` \\ \ ♦
/ �,♦ ,� i i / T? \ \ \ \ CARY PUBLIC COMNN \ \ \ 50' URBAN
\TILITY EASEMENT (TYP.) , \ \ \ TRANSITION \`
� � \ \ \ \ \ BUFFER ♦
ED TP
/001 '000, > f 1 50' NEUSE \ \ ♦
\ I \ �\ \ \\ \ RIVER BUPVR \\ \ \ \
/ 30' LANDSCAPE I \ \
/ BUFFER EASEMENT �a�°1 —I d i ' \ I \ Rx \ \ \
BM 2010, PG 65 ��°�— aL��Q' aL —�1— / / \ \ \I 10' AT &T \\ \� \ \ \ \ \ `♦
\ I \ I \ \ I SOS EMSICEASOEMEN
TP ey I DB 4254, PC 792 \ \ \
I TP _. Tp T \ \\
�/ ♦ \ ( I \ I \ \ Q \ \\ FIELD LOCATED �I \ \ \ \ ♦\
/ / 6" C900 PVC \ \ TOP OF K \ \\
/\ RECLAIMED WATER \ �z
_�Pi� / TOWN OF CARY / / \ \� \ MAIN (TYP.) 6\ < \\ \\ \� ��i. \ \ \j ?\ \\ \\ \♦ 100 YEAR
FLOODPLAIN / / \ \ SSMH 103
(TYP.)
N F \ 20' SS ESMT \\ ♦\
HIGHWOODS REALTY / 0' \\ BM 1989, PG 580 \
LMTD PARTNERSHIP / / / / % \� I 2 \ \ ON �� \ \ \ \ \ `♦
DB 8916, PG 1562 B / / \ \ B \R \ \ \ \ \\ \ \ X
PIN #0755404955 / /
\o?�
/RETAINING WALL \\
(DESIGN BY OTHERS) / / ` SSM"4
Ns" FIRE HYDRANT
ASSEMBLY (TYP.)
/ \ dpi
50' URBAN
TRANSITION
/ O e \\ �\�_ m �i \ \ \ \
/ BUFFER / /
/
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50' NEUSE
RIVER BUFFER
6" C900 PVC I \ ' N/F
RECLAIMED WATER 1 \ I \ \ DB ENTERPRISE, IISE, LLC
50YNELISE / MAIN (TYP,) \
If RIVER BUFFER 50' URBAN / �� \ \ \ \ PIN #0755509936
/ , STORMWATER \
TRANSITION MANAGEMENT FACILITY
BUFFER
` / a \ \ \
8 "x8" TEE o
/ 1 " (2) 6° GV &B (SEE SW SHEETS) \9 \\ \ \ \ \\
4" PVC SANITARY SEWER SERVICE WITH r \ \\ 'C \ \ \
CLEANOUT 0 2.0% MIN. SLOPE (TYP.)
SSMH 105 / \ \
1" WATER SERVICE WITH 5/8 "X3/4" \ �9\ 30' PUBLIC SERVICE COMPANY \ \ \ \
OF NC A LINE
WATER METER IN BOX (TYP.) \\ DB 1110,PC 3 1 EASEMENT \\ \
ISOS ESMT TOWN
SMWN OF CARY \
RETAINING ^ \ \ \
(DESIGN BYrOTHERS) \ \\ \ \ \ \ JBM 1991, PG 877 \
8 \ 6" C900 PVC \\ RETAINING WALL `C\ \
RECLAIMED WATER VARIABLE WIDTH TOWN OF \ (DESIGN BY OTHERS) \ \ \
RETAINING WALL
(DESIGN BY OTHERS) //, ® / MAIN (TYP.) CARY PUBLIC COMMON �\
y> V A UTILITY EASEMENT (TYP.)
\ 4" RECLAIMED WATER
TOWN OF CARY BLOW —OFF ASSEMBLY \
AND DRAIN TO SSMH \ \
100 YEAR / O \ ` / \ \ \ \ TOWN OF CARY
89 \
FLOODPLAIN / / / / FIRE / / \ \ \ \ S 100 YEAR \
HYDRANT — FLOODPLAIN \
• ,' / / ASSEMBLY / \ � � � � a'• \
FIELD LOCATED // � � / _ \� _
L/ ` E HYDRANT 82 \ 50' PUD BUFFER \
/ TOP OF BANK / / v / / O / / ASSEMBLY (TYP. \�S BM 2010, PG 65
/ \ \ \ \\ \ \\
/ /� \ _ — \ .\ \ FIELD LOCATED
\
TOP OF BANK \ \ \ \ \ \
SSMT F
SSMH 111 � � � � / •��- �
MATCH LINE - SEE SHEET C -12
UTILITY LEGEND
—+4.*
FIRE HYDRANT ASSEMBLY
13
WATER METER
N
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REDUCER
'—'
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•
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•
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>
SEWER FLOW DIRECTION
ARROW
WATERLINE
WATER SERVICE LINE
UTILITY SLEEVE
SANITARY SEWER
SEWER SERVICE LINE
EASEMENT LINE
RESTRAINT JOINT SECTION
SEE SHEET C -2 FOR ALL PROJECT,
SITE, GRADING, STORM DRAINAGE AND
UTILITY NOTES
RESTRAINT JOINT NOTE
1. ALL RECLAIMED WATER SHALL BE FULLY RESTRAINED. ALTERNATE
RESTRAINT DETAIL #06000.09 SHALL BE USED IN FILL AND ON
VERTICAL BENDS WHERE STANDARD BLOCKING IS NOT SUITABLE.
2. ALL WATERLINE VALVES SHALL BE RESTRAINED PER PLAN.
3. RESTRAINT JOINT LENGTH: 4' — 20 FT
6" — 28 FT
8' = 37 FT
4. IN ALL OPEN TRENCHES, BACKFILL SHALL BE COMPACTED TO 95%
MAXIMUM DRY DENSITY. THE CONTRACTOR SHALL BE RESPONSIBLE
FOR VERIFYING COMPACTION REQUIREMENTS BY SOILS TESTING
CERTIFIED BY A LICENSED PROFESSIONAL GEOTECHNICAL ENGINEER.
(SEE DETAIL 05000.01 FOR STANDARD TRENCHING REQUIREMENTS)
1 4-SP-01 8
HTE#: 14 -1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date I�
a
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GRAPHIC SCALE
40 0 20 40 80
1 inch = 40 ft.
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION

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TOWN OF CARY /6 _ _ �*
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+ I 2" GATE VALV
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1 I I "
(All 1" WATER SERVICE
1 WATER SERVICE ■ I \ \
I I WITH 5/8 "x3/4" WATE - - - - - I I -' I 76 M WITH 5/8-x3/4- N X WATER \
I I I \ � 93 1 _� 1 I9 METER IN BOX (TYP.) / � , \ ^ \ \
METER IN BOX (TYP.) I
4" PVC SANITARY I I - _ _ _ _ ( _ _ _ 4~ PVC SANITARY / �1 \ \ \ TOP OF BANK \ \
I I SEWER SERVICE WITH I I I ac> I _ - _ _ _ _ qs SEWER SERVICE WITH /TOWN OF CARY
I I / CLEANOUT 0 2.0% / 100 YEAR \ \ \\ 50 URBAN \\
MIN. SLOPE ®2.0% I I 15 I I I MIN. SLOPE (TYP.) / FLOODPLAIN \ TRANSITION
I I I MIN. SLOPE (TYP.) RETAINING WALL I _ / (TYP.) / \ \ BUFFER \
(DESIGN BY OTHERS) I ' I _
I
%VARIABLE WIDTH TOWN OF
CARY PUBLIC COMMON // \ \ ¢ \ \
UTILITY EASEMENT (TYP.) 11 I 74 / �� FIELD LOCAT�O \ \ 6 I \ \ \�� TOWN OF CARY\ \
SSMH 113 - - _ _ I w _ - I // / WETLANDS - - I _ \ 100 YEAR \ \
' a \ 1 // r / 50' RIPARIAN (TYP.) \
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RETAINING WALL I I I 73 I I aI 1 / \ \ is \ \ r l
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TRANSITION � 1 DESIGN BY OTHERS I / \ 50' BAN \ \ \ \\ \
I 1 RIVER BUFF�R ` BUFFR \ \\ 95 ' 9 (DESIGN I I H I I� / \
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VARIABLE WIDTH (DESIGN BY OTHER) �/
\ \ I I TOWN OF GARY
PUBLIC COMMON I I I s \ \ \ S 20' TOWN OF CARY \\
\ UTILITY EASEMENT I ; 20 \ y - c` 1 L { J I II SSMH 109 I 71 I I I FIELD LOCATED // �/ �\ \ \ S \ \ SS ESMT \
I(TYP.) ' -! \ \�\ I 1 1 I I TOP OF BANK / \ �' d, \ \ \\ BM 1991, PG 877
I
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N OF \ 1 100 YEAR CARY 21 I o _ - - I
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(SEE "SW" SHEETS) \
_ VARIABLE
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ASSEMBLY
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`METER IN BOX (TYP.)
Z I 37 1 I I I 41
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0
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ARROW
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-----------
- - - - -- UTILITY SLEEVE
SANITARY SEWER
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N 8735'03" W 300.76' — — —
TREE PROTECTION NOTE:
1. TREE PROTECTION FENCING SHALL NOT BE MOVED AND THERE SHALL BE NO ENCROACHMENT INTO
SUCH PROTECTED AREA(S) WITHOUT WRITTEN AUTHORIZATION OF THE TOWN'S ZONING COMPLIANCE
STAFF. ANY ACTIVITY (LANDSCAPING, FENCING, OR UTILITY INSTALLATION) SHOWN ON THE
APPROVED PLANS IN A TREE PROTECTION AREA, SHALL ALSO NOT OCCUR WITHOUT WRITTEN
AUTHORIZATION FROM THE TOWN'S ZONING COMPLIANCE STAFF. ANY UNAUTHORIZED
ENCROACHMENT OR DISTURBANCE WITHIN THE BOUNDARIES OF A TREE PROTECTION AREA SHALL
AUTOMATICALLY RESULT IN FINES AND THE REPLACEMENT OF ANY DAMAGED VEGETATION IN
ACCORDANCE WITH THE LAND DEVELOPMENT ORDINANCE,
RETAINING WALL NOTE:
1. RETAINING WALL TIE -BACKS ARE NOT PERMITTED TO ENCROACH INTO THE TOWN OF CARY PUBLIC
COMMON UTILITY EASEMENT.
IV
1 \
RETAINING WALL \
(DESIGN BY OTHERS) \
\
4" PVC SANITARY -
SEWER SERVICE WITH
CLEANOUT 0 2.0%
MIN. SLOPE (TYP.)
14—SP-01 (9
HTE#: 14-1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
WETLANDS
Ir 42 I 43 QL4 45
h I 47 t \
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WITH 5/8 "x3/4" WATER
METER IN BOX (TYP.)
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T& Z TP _ to 'p 1D �� CLEANOUT 0 2.0%
FIELD LOCATED _ MIN. SLOPE (TYP.)
TOP OF BANK RETAINING WALL N 88'02'09" W - -gym _ _ _ _ _ _
(DESIGN BY OTHERS) VARIABLE WIDTH TOWN OF \ 816.50'
CARY PUBLIC COMMON
N/F UTILITY EASEMENT (TYP.) 2" BLOW —OFF
CARY PARKWAY MARQUIS LP oASSEMBLY (TYP.)
DB 12232, PG 1393 k
PIN #0754592865
RESTRAINT JOINT NOTE
1. ALL RECLAIMED WATER SHALL BE FULLY RESTRAINED. ALTERNATE
RESTRAINT DETAIL #06000.09 SHALL BE USED IN FILL AND ON
VERTICAL BENDS WHERE STANDARD BLOCKING IS NOT SUITABLE.
2. ALL WATERLINE VALVES SHALL BE RESTRAINED PER PLAN.
3. RESTRAINT JOINT LENGTH: 4" = 20 FT
6" = 28 FT
8" = 37 FT
4. IN ALL OPEN TRENCHES, BACKFILL SHALL BE COMPACTED TO 95%
MAXIMUM DRY DENSITY. THE CONTRACTOR SHALL BE RESPONSIBLE
FOR VERIFYING COMPACTION REQUIREMENTS BY SOILS TESTING
CERTIFIED BY A LICENSED PROFESSIONAL GEOTECHNICAL ENGINEER.
(SEE DETAIL 05000.01 FOR STANDARD TRENCHING REQUIREMENTS)
1" WATER SERVICE
7
SEE SHEET C -2 FOR ALL PROJECT, GRAPHIC SCALE
SITE, GRADING, STORM DRAINAGE AND 40 0 20 a0 80
UTILITY NOTES
1 inch = 40 ft.
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PROJECT NO. M I H —14000
FILENAME: MIH14000 —U1
DESIGNED BY: WTO /SRW
DRAWN BY: SRW
SCALE: 1 " =40'
DATE` 06 -26 -14
SHEET N0.
C -12
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PLANT SCHEDULE
TREES
GTY
COMMON NAME
BOTANICAL NAME
AB
21
Trident Maple
Acer buergerianum
AR
8
October Glory Maple
Acer rubrum `October Glory` TM
CB
38
Pyramidal European Hornbeam
Carpinus betulus 'Fastigiate`
IN
13
Nellie Stevens Holly
Ilex x `Nellie R Stevens'
LT
7
Tulip Tree
Liriodendron tulipifera
MG
12
Dwarf Southern Magnolia
Magnolia grandiflora 'Little Gem`
COLUMN PT 13 Loblolly Pine Pinus taeda
PC 28 Chinese Pistache Pistacia chinensis
PR 13 Carolina Laurel Cherry Prunus caroliniana
QN 27 Nuttall Oak Quercus nuttallii
QP 19 Willow Oak Quercus phellos
,01 // '�
QS 5 Shumard Red Oak Quercus shumardii
/ %Jt\
'o SHRUBS Q]]' COMMON NAME BOTANICAL NAME
CP 3 Pink Camellia Camellia japonica `Debutante`
ICD 102 Dwarf Burford Holly Ilex cornuta 'Dwarf Burford`
ICC 78 Dwarf Japanese Holly Ilex crenate 'Compacts'
I-ol / IGL 96 Inkberry Holly Ilex glabra
\� //'/ / d1 (21)Q / / �� / \ IP 30 Anise Tree Illicium parviflorum
15'x505' SIGHT_ / / / F ♦/
I DISTANCE TRIANGLE / �. / / / �/ `� / v / FIELD LOCATED /I/ /♦ IF 18 Florida Sunshine Illicium Illicium parviflorum 'Florida Sunshine`
/ ,✓ \ d �F, TOP OF BANK \ / \ JP 129 Parsoni Juniper Juniperus chinensis `Parsornl
"` I / LCP 70 Fringe Flower Loropetalum chinense 'Purple Diamond'
/� \ \ / MC 27 Wax Myrtle Myrica cerifera
\ / / / ' ,' P° \ \ s \ OFR 32 Sweet Olive Osmanthus fragrans
PLO 78 Luykens Laurel Prunus laurocerasus `Otto Luyken`
RIN 63 Indian Hawthorn Rhaphiolepis indica
MONUMENT \ �\ �" VIB 152 Chindo Viburnum Viburnum awabuki ' Chindo'
/ ENTRANCE SIGN \ 9
/// �� / / ,' Bouquet aurestinus Viburnum tinus 'Spring
(SEE 6�ETAILS) \ 1 \ G� P 9 9 Bouquet'
50' PUD BUFFER VS 9 Spring
(7)PLO \ \ \ �� BM 2010, PG 65 VINE/ESPALIER OTY COMMON NAME BOTANICAL NAME
EX. TOWN OF CARP GS 128 Jessamine Gelsemium sempervirens
20' SS ESMT
/ / / • i� \ • J A \ BM 1989, PG 580
1// d \ \ *MAXIMUM AMOUNT OF ANY ONE CANOPY SPECIES = 25% (51)
/, �� \ ,' \ "-VARIABLE WIDTH \
/ � �/ /MONUMENTS� i �� ° TORMWATER ACCESS \ \ \ \
ENTRANCE 51GN , \ / AND MAINTENANCE \ \
��� \ E
SD ,
(SEE DETAILS , \ \
RETAINING WALL N/F
(DESIGN BY OTHERS) �\ \ �♦ MTS SYSTEMS CORPORATION
/ / / �j�\'w✓ z / / / ` �� \ \ \ ♦ DB 4128, PG 656
REQUIREM TS v i \ \ \\ \ LEVEL SPREADER \ \ \\ \ PIN #0755515680
TO BE MET WI1)Y (SEE DETAIL) \
EXISTING VEBE 110N 4F` • \ 1 \ " \ / \ ,
OFF \ /
// /// // // \ F,� \\ \ • \ \\�_, \ \ \\
BUFFER REQUIREMENTS`
TO BE MET WITH ♦,
/// / / / \\ \\ TO VEGETATION
STONE / FIELD�OCATED \ \
COLUMN / TOP OF NK A A \\ RETAINING WALL
\\(DESIGN BY OTHERS) \ <00, I-
EX. TOWN OF CAk / V \V • (9)IGL �\ \111x \
/ / \ 20' SS ESMT \ \ X k \ \ ' \\ \ \
BM 2010, PG 64 / / �\ \ \
/ \ / /\ \ \ �\ � \ \ 50' NEUSE ♦
S\ / / \ �\ \ \ \ \ RIVER BUFFER \\
" \10I' TOWN OF
CAL
HGT
REMARKS
2"
Street
3"
Street /Amenity /Champion
Replacement
Credit
2"
Street
—
6'
Buffer
2"
Buffer
—
6'
Buffer
—
8`
Buffer
2"
Street
—
6'
Buffer
3"
Street /Amenity /Champion
Replacement
Credit
3"
Street /Amenity /Champion
Replacement
Credit
2"
Buffer
M
QQ IGAL
REMARKS
24"
24"
24"
24"
24"
24"
24"
24"
24"
24"
24"
24"
24"
24"
HGI QQ REMARKS
10" 5 Draping Wall Below
CHAMPION TREE REPLACEMENT CALCULATIONS
REMOVED TREES
CHAMPION TREE TO BE REMOVED: 34" OAK
CHAMPION TREE TO BE REMOVED: 32" OAK
REQUIRED REPLACEMENT CALIPER INCHES: 66"
REPLACEMENT TREES
UPSIZED STREET TREES (47 TREES): 47"
(2" CAL. TO 3" CAL.)
AMENITY AREA TREES (7 TREES): 21"
(3" CAL.)
PROVIDED REPLACEMENT CALIPER INCHES: 68"
CA�Y GI�EENWAY / \ ,> \ \' \ \ \ \ \ LANDSCAPING SITE PLAN NOTES:
_EA EIV ENT
\ ♦ \ al / / I \ v� \ \ \ \ 9 VIB ` \ \ 1. ALL MECHANICAL EQUIPMENT, WASTE DISPOSAL FACILITIES, AND VEHICULAR USE AREAS (DRIVES
15'x505' SIGHT ♦ �� I d'" / TP • / \ :` ( ) \ \ \ \ 50' URBAN \ AND PARKING) SHALL BE SCREENED FROM PUBLIC VIEW.
/ DISTANCE TRIANGLE \ / V A /a' — — , / �e ,� �� V A A \ \ TRANSITION
BUFFER ♦ 2. WHERE EXISTING OR PROPOSED VEGETATION FAILS TO FUNCTION ADEQUATELY AS REQUIRED,
/ \ ✓ a> — — e 1p V �V A \ THE TOWN OF CARY SITE INSPECTOR RESERVES THE RIGHT TO REQUIRE SUPPLEMENTAL
/ 6�ASPHALT I 91 '� \ \ \ \ \ \ \ \ PLANTINGS IN ADDITION TO THOSE SHOWN ON THE LANDSCAPE PLAN BASED ON ACTUAL FIELD
/ 10' PEDESTRIAN TRAIL av TI — rP �PPAVED PATH �' \ � \
/ EASEMENT (NOTE: TRAIL / I • J ', \ \ 50' NEUSE \ CONDITIONS.
/ TO BE MAINTAINED BY
O 9 ICDRIVEA BUFFER \ \ \ V V ♦♦
/ 1 ♦ / \ I I \ \ \ \ 3. THE SIZE OF THE PLANTING AREA AND OF PLANT MATERIAL AT MATURITY SHALL ALLOW FOR A
/ 30' LANDSCAPE HOA AND SHALL BE OPEN TO THE PUBLIC) ♦ 1� / /` \ I \ \\ \ "` \ \ \ \ \ TWO AND ONE –HALF FEET WIDE BUMPER OVERHANG MEASURED FROM THE BACK OF CURB.
/ BUFFER EASEMENT d " — i
BM 2010, PG 65 di di — di — di — dl — d'— to ' __J I \ q • \ \ \ \ \ \ \ \ \ ♦ 4. NO TREE SHALL BE LOCATED WITHIN A ROADWAY RIGHT –OF –WAY, WITHIN FIVE FEET OF A
a dl� /P �,e \ \ I \ ��\ \ \ \\ ♦ SIDEWALK, OR WITHIN TEN FEET OF A LIGHTING LOCATION.
V A \ V �\ (9)PLO \ \\ V A
a i P ) \ \ \ \ \ \ \ 5. ALL SHRUBS INSTALLED AS VEHICULAR USE SCREENING WILL BE MAINTAINED AS A CONTINUOUS
TP rP ;7/,/' — TP ,P \ •\ FIELD LOGQTED \
\ / 1 \ ( I \ 10' AT &T \ \ \ \' \\ TOP OF STREAM \ \ \ \ ♦♦ HEDGE AT A MINIMUM HEIGHT OF 36 INCHES.
a> / STAIRS ♦ \ I COMMUNICATION
� WOODEN PEDESTRIAN ) \ SYSTEMS EASEM \T V V A \ BANK \ \
h \ \ 6. SOIL AMENDMENTS REQUIRED
BRIDGE (DESIGN BY / , \ DB 4254, PG 792 Q \ \ \\ \ (7)IGL \\ \
OTHERS) 50' gRBAN \ \\ \♦ 6.1. SOIL AMENDMENTS SHALL BE SPECIFIED AND USED TO IMPROVE THE QUALITY OF SOIL USED
TRANSITION \ \ \ ♦ AS PLANTING MEDIA FOR TREES. THIS REQUIREMENT APPLIES TO ALL DEVELOPMENT,
\ \ \ \ EXCEPT FOR RESIDENTIAL SINGLE – FAMILY LOTS. COMMON AREAS OF SUBDIVISIONS AND
/ / \ 1I \ • \ \ BUFFER\ \ \ \ \ \ TOWNHOUSE DEVELOPMENTS ARE SUBJECT TO THE REQUIREMENTS OF THIS SECTION.
VARIABLE WIDTH TOW' N�OF CARP .� \ \ \ \ 6.2. A REGISTERED LANDSCAPE ARCHITECT SHALL PROVIDE A RECOMMENDED SOIL AMENDMENT
PUBLIC COMMON TILITY \ \ \ N \ \ \ \ ♦ SCHEDULE BASED ON THE EXISTING SOILS FOUND ON –SITE AND THE TYPE OF PLANT
N/F / I \ EASEMENT (TYP.)� . / \\ �\ RETAIN NG WALL \ 20' SS ESMT \ ♦ MATERIAL PROPOSED. THIS SCHEDULE SHALL BE INCLUDED AS PART OF THE REQUIRED
HIGHWOODS REALTY / / / �� \ / �\ \\ \ \ \ (DESIGN VY OTHERS) \\ BM 1989, PG 580 \\ \ LANDSCAPE PLAN SUBMITTED AS PART OF A SITE AND /OR SUBDIVISION PLAN.
LMTD PARTNERSHIP 6.3. PRIOR TO THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY, A CERTIFIED STATEMENT
DB 8916, PG 1562 / / / �� / \ ��� dl PUBLIC ACCESS I \� \ \ \ \ \
\ SHALL BE PROVIDED TO TOWN STAFF CARY SITE INSPECTOR ATTESTING TO THE FACT THAT
PIN #0755404955 / / r mJ / ICC(9) \ - \SF\ aT (TYP.) \ \ \ \ \ \ \ \~ \\ \ \ \ \ / THE SOIL AMENDMENT SCHEDULE WAS FOLLOWED AS SPECIFIED IN THE APPROVED SITE
AND /OR SUBDIVISION PLAN. THIS STATEMENT SHALL BE CERTIFIED BY A REGISTERED
I / ��� I / \ \ \ \ \ \ \ \ \ LANDSCAPE ARCHITECT, CERTIFIED ARBORIST, OR OTHER SPECIALIST AS DETERMINED
/ I / x280' SIGHT 'r r \ ACCEPTABLE BY THE PLANNING DIRECTOR.
/ \ \ \ 6 ASPHALT
DISI�JCE TRIANGLE �\ dl � � � A V \�\ � \ \ V /
/ / o / \ • / \\ \ I PAVED PATH • \\ \ / \ / 7. ALL ABOVE– GROUND EQUIPMENT ASSOCIATED WITH ON –SITE ELECTRIC, CABLE, TELEPHONE, GAS,
LCP(9) \ CB ; $ / /\� \\ \ \ \a SS / / \ — OR SIMILAR UTILITY SHALL BE LOCATED TO THE SIDE OR REAR OF THE SITE AND SCREENED, TO
oe
( \ >\ \ \ �\ \ / / / THE EXTENT PRACTICAL, WITH EVERGREEN PLANTS. PLANTINGS SHALL ALLOW A MINIMUM OF FIVE
UFFER REQUIREMENT / RETAINING WALL C �� e \ \� FEET OF CLEARANCE AROUND THE STRUCTURE WITH TEN FEET OF CLEARANCE ON ANY SIDE
TO B@�MET WITH / (DESIGN BY \ \\��� �� to C \; \\ \ dl WOODEN PEDESTRIAN \ \ �� \ /
EXISTING VET WITH / \ \ \ \\ IDGE (DESIGN BY CONTAINING A DOOR ACCESS FOR MAINTENANCE. THE CLEARANCES SHALL ACCOUNT FOR THE
/ OTHERS) \ B\ \ MATURE SIZE OF THE PLANT MATERIAL.
\ \ \ \\ 0TH 62 a� d _ 10 PEDESTRIAN TRAIL EASEMENT
ICC 9 \ \ i \\� / (3)AR \' C\ \ \ ' \ \ (NOTE: TRAIL TO BE MAINTAINED
/ f / ( ) \ a1 \ \ \ BY HOA AND SHALL BE OPEN TO
4 / / �V / \ THE PUBLIC)
PEDESTRIAN STUB
50' URBAN / / / \ / / G� \ ��� a� V A \ FOR POSSIBLE
TRANSITION / / / // / / \ 1 �\ \ \ iP = \ \�� \ \ FUTURE CONNECTION
P—
BUFFER / • \ A�� GREENOWAY�E8EMENT
50' NEUSE \ + , / / \ \
/ RIVER BUFFER
30' PUBLIC ^ COMPANY OF NCI GAS ��/ \\ I \ \ \ \\ / ` N/F
\ \ CV ENTERPRISE, LLC
�. ,� LINE EASEMENT \ ( \
RIVER EBUFFER 50' URBAN rr "�' i/ / DB 1110, PG 351 \ i\ e \ \ \ \ \ \ DB PIN #07555099364
ION
BUFFER 1
x \ \\ \\ \ \ \ \ \\
LCP(9) // \O (9)PLO STORMWATER \ d \ \ \\ \ \ \ \ \ \
MANAGEMENT FACILITY #1
(9)LCP (SEE "SW" SHEETS) \ \\ \\ \ �\ \ \ \ \ \\
VARIABLE WIDTH \ \ 1EX. 20 TOWN OF CAR\
/ , // PC(4) i \ \ \ \ \ SS ESMT
d, STORMWATER ACCESS,
MC(9) \ \ / \ �\ \ AND MAINTENANCE \ \ \ \
BM 1991, PG 877
(9)PLO \� EASEMENT \ \ \
/ RETAINING WALL \ - - --
(DESIGN BY OTHERS) / \ �r i� \ \ RETAINING WALL
\ q�� �� DESIGN BY OTHERS \� (88)GS
89)JP WITH \ /
( ) \ d \ BUFFER REQUi(2EMEN \ \
(9)LCP \� ( ) \ EXISTING MET ON \ A A
VIB(9) O \ – ° –� i / \ \ ��� 5' PUBLIC ACCESS PLO(10) 1 \ \
CB(7i� /r / r \ \\\ EASEMENT (TYP.) LCP(10)
(10)PLO
\ \
9 \ � 7 % % \ � cC/8,�\ \ ' �x RETAINING WALL
(DESIGN BY OTHERS) \y \ \ \
I I FIEL/ D LOCAT D \
I /
\ \ \ \
I T� P of B9�IK a
LCP(9) / r �d, r / . (7)RIN �
1 (14)PC \ 50' PUD BUFFER \ \ \ \ \ \
IN(8) \1 1 \ — _ – – \ _ \ BM 2010, PG 65 \ FIELD LOCATED \ \ \ \
/ v 1 \ – – N \ r \ (15)IP \ TOP OF BANK \ \ \ \ \
15'x240' S16I�T \ / ��� 11 1 \ o \ 1 \ \
– / DISTANCE TRIAWC� E �, r �6 / \ \ \ \ \ \
MATCH LINE - SEE SHEET LS -2
TREE SYMBOL LEGEND
Trident Maple
+ October Glory Maple
+ Pyramidal European Hornbeam
• Nellie Stevens Holly
+ Tulip Tree
Dwarf Southern Magnolia
SLAIN a•
• 1 Loblolly Pine
o Chinese Pistache
Carolina Laurel Cherry
• Nuttall Oak
• Willow Oak
• Shumard Red Oak
GRAPHIC SCALE
40 0 20 40 80
1 inch = 40 ft.
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION

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FIELD /LOCATED/
I TOP/ OF BANS( / LCP(9)
RETAINING WALL
(DESIGN BY OTHERS)/
I _
ICD(9) – _ _ +
� I
m
cc
Q I
I of MC(9) I Q ~ �i
Q4 �1
C—+ i
II VIB(9) I 1Q +
I I I \I
I I I I 5' PUBLIC CESS \
EASEMENT ( 111 �� CII
I I I II
I I
1 I
I I
I ' I B FFER REQUIREMEN I I -' + II „'
TO BE MET WI
II ' S NG VEGETA 0
lu'
� 1
Ic
O
I I I 50 NEUSE II TRANSITION
I RIVER BUFF�R I URBAN 1 _
�\
O
I \ \ II � 1► C �� \ \�
I \ FI$D LOCATED
TOP OF BAND 1 I 1 - -- - - --
I \ I o 1 Ez
II \ I T* IGL(9)
+
I I IP(9) IIC \
N/F
HIGHWOODS REALTY
LMTD PARTNERSHIP I I RETAINING WALL I
DB 8916, PG 162 I (DESIGN BY OTHERS) � �A
PIN #0755404955 I
( vIB(3)
I
I 3 I MEL A-AUFFE
I I - +
' BUFFER REQUIREMENTS
/ TO BE MET WITH
E*ISTING VEGETATION T
VtiERE UNDISTURBED
_ IN(11)
LT(6) MG(11)
1 VIB(9) IGL(9)
PT(10)
PR(11)
VARIABLE WIDTH TOWN OF CARY
I PUBLIC COMMON UTILITY
I EASEMENT (TYP.)
LANDSCAPING SITE PLAN NOTES:
1. ALL MECHANICAL EQUIPMENT, WASTE DISPOSAL FACILITIES, AND VEHICULAR USE AREAS (DRIVES
AND PARKING) SHALL BE SCREENED FROM PUBLIC VIEW.
2. WHERE EXISTING OR PROPOSED VEGETATION FAILS TO FUNCTION ADEQUATELY AS REQUIRED,
THE TOWN OF CARY SITE INSPECTOR RESERVES THE RIGHT TO REQUIRE SUPPLEMENTAL
PLANTINGS IN ADDITION TO THOSE SHOWN ON THE LANDSCAPE PLAN BASED ON ACTUAL FIELD
CONDITIONS.
3. THE SIZE OF THE PLANTING AREA AND OF PLANT MATERIAL AT MATURITY SHALL ALLOW FOR A
TWO AND ONE -HALF FEET WIDE BUMPER OVERHANG MEASURED FROM THE BACK OF CURB.
4. NO TREE SHALL BE LOCATED WITHIN A ROADWAY RIGHT -OF -WAY, WITHIN FIVE FEET OF A
SIDEWALK, OR WITHIN TEN FEET OF A LIGHTING LOCATION.
5. ALL SHRUBS INSTALLED AS VEHICULAR USE SCREENING WILL BE MAINTAINED AS A CONTINUOUS
HEDGE AT A MINIMUM HEIGHT OF 36 INCHES.
6. SOIL AMENDMENTS REQUIRED
6.1. SOIL AMENDMENTS SHALL BE SPECIFIED AND USED TO IMPROVE THE QUALITY OF SOIL USED
AS PLANTING MEDIA FOR TREES. THIS REQUIREMENT APPLIES TO ALL DEVELOPMENT,
EXCEPT FOR RESIDENTIAL SINGLE - FAMILY LOTS. COMMON AREAS OF SUBDIVISIONS AND
TOWNHOUSE DEVELOPMENTS ARE SUBJECT TO THE REQUIREMENTS OF THIS SECTION.
6.2. A REGISTERED LANDSCAPE ARCHITECT SHALL PROVIDE A RECOMMENDED SOIL AMENDMENT
SCHEDULE BASED ON THE EXISTING SOILS FOUND ON -SITE AND THE TYPE OF PLANT
MATERIAL PROPOSED. THIS SCHEDULE SHALL BE INCLUDED AS PART OF THE REQUIRED
LANDSCAPE PLAN SUBMITTED AS PART OF A SITE AND /OR SUBDIVISION PLAN.
6.3. PRIOR TO THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY, A CERTIFIED STATEMENT
SHALL BE PROVIDED TO TOWN STAFF CARY SITE INSPECTOR ATTESTING TO THE FACT THAT
THE SOIL AMENDMENT SCHEDULE WAS FOLLOWED AS SPECIFIED IN THE APPROVED SITE
AND /OR SUBDIVISION PLAN. THIS STATEMENT SHALL BE CERTIFIED BY A REGISTERED
LANDSCAPE ARCHITECT, CERTIFIED ARBORIST, OR OTHER SPECIALIST AS DETERMINED
ACCEPTABLE BY THE PLANNING DIRECTOR.
7. ALL ABOVE- GROUND EQUIPMENT ASSOCIATED WITH ON -SITE ELECTRIC, CABLE, TELEPHONE, GAS,
OR SIMILAR UTILITY SHALL BE LOCATED TO THE SIDE OR REAR OF THE SITE AND SCREENED, TO
THE EXTENT PRACTICAL, WITH EVERGREEN PLANTS. PLANTINGS SHALL ALLOW A MINIMUM OF FIVE
FEET OF CLEARANCE AROUND THE STRUCTURE WITH TEN FEET OF CLEARANCE ON ANY SIDE
CONTAINING A DOOR ACCESS FOR MAINTENANCE. THE CLEARANCES SHALL ACCOUNT FOR THE
MATURE SIZE OF THE PLANT MATERIAL.
TREE SYMBOL LEGEND
Trident Maple
'C')
VARIABLE WIDTH TOWN OF CARY
PUBLIC COMMON UTILITY � _
+ October Glory Maple
EASEMENT (TYP.) MATCH LINE
+ Pyramidal European Hornbeam
(7)RIN�� � \ RETAINING WALL
\ \ \ \ Nellie Stevens Holly
\��� (14)PC �2 \ \ (DESIGN BY OTHERS) \\ \ \ \ \ \
CD 11 1 \ (16)IP \ \ \ \ \ + Tulip Tree
/ T \�\ 1 \ O \ \ \ 50' PUD BUFFER 1 \ \
15'x240 SIlCHT' \ \ 1 \ _ \ \ BM 2010, PG 65 \
l?I1TANCE TRIANGLE `� 6 i \ \ Dwarf Southern Magnolia
N/F
50' URBAN \\ O- \ ` \ \ CV ENTERPRISE, LLC = Loblolly Pine
TRANSITION \ \ \ \ \\ \\ DB 10757, PG 2444
BUFFER t�` PIN 0755509936
PC(3) ° Chinese Pistache
fill r} Carolina Laurel Cherry
I VARIABLE WIDTH TOWN OF
\ CARY PUBLIC COMMON i' Q _ _ - 1 1 - 1 d \ \ \ \ \
I 1 I UTILITY EASEMENT (TYP.) • I I 11' ”' ' O _ I \ 50' PUD 0FFFER 1 \ \ ' Nuttall Oak
( ) • 1 �� 11 ° 1' __ —__� I \ BM 2510, PG 65 I \ \ \ I \\\
1 AR
Willow Oak
1 I �
Shumard Red Oak
ICC
FIELD LOCATED \ \
VA RIABLE WIDTH TOWN OF / / \ TOP OF BANK \ \
D QP(1) I n \ _ _ _ _ _ CARY PUBLIC COMMON \ \
I 1 AR I H 1 \, i I NTILITY EASEMENT (TYP.) ' \ \ 50' URBAN \\
II 9� I I c ) (DESIGN BY INI \ I / // / \ d \ TRANSITION \
I ) I I
CENTRAL P' P — F
I� 94 _— __ / / s0'
I QN(2) AMENITY AREA \. I � iii " ° �S 0 r / / / ` _ \
n – _ 10)RIN – / (1)QP RETAINING Q/ (7)PLO ICC(9) I ate., I _ _ / : / �A BuER \ V A \
v
ICD(9) (DESIGN BY 5' PUBLIC ACCESS Ili r[-�
OTHERS) EASEMENT � .n , °
D(12 ) 1 — of . i `_ I a / 50' RIPARIAN
Al 1 1 _ I _ a _ CHAMPION - i 7 g IF / BUFFER
1 \ I I TREE TO I 1 7 I a ( ) / \ EX. 2(N, OF CARY
1 1 I
',REMAIN ICC(9) � i _- O 1 50' Uf�BAN I \ \ SS E M
(7)ICD I II II I I 1 - - I -- / -- , / / BUFFER BM a \\ \ \ \ \ BM 19911\ 877
I \ 1 O I I 9 d (2)QP I ti f -- Y I EAINING WALL ``\
RIN(51� 1 1 1 \ (6 )LC I l �� I DESIGN BY OTHERS)
(9)LCP a
I 1 u
\\ 1 I I I I / e \ \ \ \ \ EX. 20' TOWN OF CAFN
\ �\ \ 1 II • I II c� �7 I / \ SS ESMT
0 BM 1991, PG 877 A
/ / 6NCRfTE S+B z 1 I 1 - - TREE TO
1 �
J a
— — _ I REMAIN � f � TOP DOF BANK LOCATED
5' PUB I I
/ l I I �� �' / VARIABLE WIDTH \ \
EASEMENT (TYP.) — I / I \� \
_1 (5)AB ST E �T " , 5 RIN SIDEWALK TE � I I I I a � �� / � STORMWATER ACCESS UFFER REQUIREMENTS \
_
(PRIVATE) AB -- + �0 I I -- / STORMWATER i AND MAINTENANCE \ TO BE MET WITM I
) 15'x240' SIGHT RIN(5) , _ _ - O � _ al /I MANAGEMENT FACILITY #2 JP 40 / \ E STING VEGETATIO \ \
CE TRIANGLE 1 I � li - _ _ I CV / GSM \
�' W (SEE SW SHEETS)
w 1 _ -_ I III - ��
\ 1 1 I I PLO(5) \
_ I
a �" RETAINING WALL
w...
(DESIGN BY OTHERS)
ICC(13) _N/F
-
Z \\ BkR REALTY L C
RIN 5 �� \ s \ DB 12521, PG 63\9
\ PIN 1k0755603477
PLO(7 ` \ \
� w RETAINING WALL
I I 1 ,� r O - -_ O I I \ (DESIGN BY OTHERS)
C-+ 1- - - - - -- v - - - - -- ICC(11) / O 4" \
1 • ..... _ j -- - - -- IV — I 1 H 1 \ 000
r__ I QP(1) I 1 6(s
( _ VI B(8) _ L0(5) O I a ' 6 VIB \ \ RIN(5) -- / - -,s9
(9)VI I – – – – a I I I O \ ICD(12) > \\ \ + 50' U BUFFER
If JA, --- )v q )� ' � 1 _ _ � � 6y �� BM 2 N11PG 6550' RIPARIAN � \
+i ^� � — — — — — J �'��I BUFFER
(9)MC \
\ \\ \ \
T - - — - — _ _ — \ 50' RIPARIAN 15'x265' SIGHT \ \ \\ I \ +
1 I - \ ` 50' PUD BUFFER
P �J 5'x280' GHT — - _ BUFFER `DISTANCE TRIANGLE \ \ \� / \
DISTANCE TRIANGLE ` �\ \ \ y i \ BM 2010, PG 65
VIB(11) IGL(9) * C I — I �\ \ / IN(10) \�
ARIABLE WIDTH \ r %/ i ^\ / TRE\AME PIO BE
ITORMWATER ACCESS \ i i i \
I ss \
AND MAINTENANCE �� rr ,, r v REM 'D
�i3 6 (9)VIB �-� EASEMENT �� ,�'� vv /v � � v + \\
IGL(9) I I 1 A �
VARIABLE WIDTH T6WN OF ��� • \ \ i' d \ \ \
N/F �� 1 ` I I I I CARY PUBLIC OIv}�v10N /
PULTE HOME CORP - - •\ \ / S \
O I I I I / I UTILITY EASEMEW�T (TYP.) a i
DB 14456, PG 2437 (3)A \ \
� A
PIN #0755406455 F-� - - — - - — ° 1 I 1 - - (4)QP �/ ICD(16) a r �
– \ RIN(3) 1 I N 4
() ` \
VIB(11)
0
'� • � I - _ =614 — — — — — I _ I (' - -- �� •r' � 7 � I - - `> '� \ .' . � \\
RETAINING WALL 1� - - — _ _ _ 01 15'x265' SIGHT I
(DESIGN BY OTHERS) "" � - DISTANCE TRIANGLE STR�'� � �� —
_ 4 A� (PRIVATE) 1 QP 3 I i I �j�— ( ICD(14) ` CHAMPIO
( ) 5' CONCRETE - TRE' TO B
5 AB SIDEWALK J REM D 1
— — = — I ( ) 15'x2y40' SIGHT \ �
- • I _ _ — _ - DISTANCE TRIANGLE \ \\ + /
+ PC(1) 1
O I I I o I fill
d - --
0.11
IQ
/ I
TI +
1 I I �
I' '' L I I I �9 I AO A� (9)VIB� T P �TF i� ��
VIB 9
1 1
O -_ — 1 1 FIELD LOCATEd
I I I A A
I I \ 5 IP \ \ TOP OF BANK
_ \ ABLE WIDTH TOWN OF
30' TYPE A BUFFER �. /� I 7 VIB I • \ \\ ° ARY PUBLIC COMMON
��JJ�� — I
•y R "`N "r "Y • P- P —P —_ FRET IANING WA'f'L P \ BUFFER RE UIREMEN �- I (� OFR(7) / "r \ \ i UTILITY EASEM NT (TYP.)
P DESIGN BY OTHERS \ TO BE ET WITH - p
(9)VI ( ) / * * a � � E A BUFFER
TI = TP TP TP T TP ;= (9)IGL \ EXISTING GETATIO / TP OFf( T TP TP T —_ ; • \\ ' , AP
%wr � _ _ _ _ _ (9)OFR \ WHERE NDISTURBED VIB(7) P
(9)IGL 10 VIB - - \ RETAINING WALL - s �r�ir "N '� rewa \ P BUFFER REQUIREMENTS
( ) - - -_ �_ _ DESIGN BY OTHERS) PR 2 +, �+� — `> \ EXISTING VEGETATION
VARIABLE WIDTH TOWN OF CARY - - � � � ` rrv" � � � T tP (1 O)CB
PUBLIC COMMON UTILITY _
EASEMENT TYP. '�AeAr IGL(7) (2)IN v a� .. — T�,
(TYP.) FIELD LOCATED - _
WETLANDS PT(3)
(1 )LT (1)QS (1)MG
QP(3)
N/F STUB ROAD FOR
CARY PARKWAY MARQUIS LP POSSIBLE FUTURE
DB 12232, PG 1393 CONNECTION
PIN #0754592865 15'x320' SIGHT
DISTANCE TRIANGLE
GRAPHIC SCALE
40 0 20 40 80
I inch = 40 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
a

m
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I I
I I
t
STREET TREE
DECIDUOUS UPPER -STORY TREE
2" CAL. MIN.
SMALL TREE
r I 2" CAL. MIN.
I
t ACCENT SHRUB
EVERGREEN SHRUB
SHRUB ACCENT 36" HT. MIN.
(TYP) SHRUB SHRUB
-s Uj
(TYP) EVERGREEN SHRUB
24" HT. MIN.
STREET TREE
(TYP, SEE PLANS)
PRIVATE STREET
SHRUB
(NP) 1 ACCENT
SHRUB
A (TYP) 4
I I
I I I
I I I
I
+ + SHRUB + SMALL TREE
(TYP) (NP)
PLANTING GUIDELINES MAY VA Y DUE TO UNIT /BUILDING SIZES OR ORIENTATION.
TYPICAL TOWNHOME UNIT PLANTINGS
NOT TO SCALE
WIDTH - 3 X WIDTH OF ROOT BALL
PLANTING DETAILS
Tree Planting
PRUNE ONLY TO REMOVE ANY BROKEN, DEAD OR
DISEASED WOOD WHILE PRESERVING FORM AND
CHARACTER OF TREE; DO NOT CUT LEADER; DO NOT
PRUNE IN ORDER TO REDUCE CANOPY SIZE
NATURAL SOIL LINE
ROOTCROWN
TOP OF BALL AS DUG
CUT AND REMOVE TOP 112 OF WIRE BASKET, TURN DOWN
TOP 112 OF BURLAP, REMOVE ALL CORD & TWINE FROM
BASE OF TRUNK, IF NONDEGRADABLE WRAP IS USED,
REMOVE TOTALLY
4' BUILT -UP EARTH SAUCERAT EDGE OF ROOT BALL
(OPTIONAL) IF PROVIDED, REMOVE PRIORTO ONE YEAR
INSPECTION
2 -3" SHREDDED BARK MULCH, 3 'MINIMUM FROM TRUNK
(DO NOT PLACE MULCH IN CONTACT WITH TREE TRUNK)
UNAMENDED BACKFILL
BREAK UP EDGE OF PLANTING PIT
TAMP SOIL SOLIDLY AROUND BASE OF ROOT BALL
LEAVING SOIL PEDESTAL UNDISTURBED
NOTES
1. Contractor to verify that adequate drainage exists
prior to planting.
2. Do not wrap trunk of tree.
3. Staking of trees is not recommended, except
on windy sites or for large evergreen trees. If
staking is done, flexible straps - not hose and
wire - should be used and must be removed at
appropriate time. Property Owner is responsible
for replacement of destroyed or damaged trees.
4. All trees shall conform to the standards set
forth in the most recent American Standards
for Nursery Stock published by the American
Association of Nurserymen (A.A.N.).
5. Trees with root flare covered by more than 1.5" of
soil will be rejected prior to installation.
REF SEC:
IN�tll:���3i
DETAIL NO:
LA -24
Town of Cary Community Appearance Manual
LAN - 37
PLANTING DETAILS
Shrub, Groundcover, and Perennial Planting
SET TOP OF ROOT BALL 1 %2 "ABOVE
FINISHED GRADE
FOLD BURLAP DOWN INTO
GROUND. SET T OP OF BALL
FLUSH WITH FINISHED GRADE
2 -3" SHREDDED BARK MULCH - DO NOT
PLACE AGAINST TRUNK
BACKFILL: AMEND THE TOP
6' BY INCORPORATING V
1.5" COMPOSTED GROUND
BARK OR OTHER SUITABLE
CONTAINER GROWN PLANT -PULL ROOTS
ORGANIC MATTER OR
J
J
OUTOF BALL, OR CUT SIDES
PROVIDE NATIVE SOIL WITH
FIRM PEDESTAL UNDER ROOT BALL
A MINIMUM OF 5% HUMIC
MATTER
BREAK UP I1 =I I1 =111- 12" DEEP - CULTIVATE
I1 =111 =I I-1E ENTIRE PLANTING AREA
EDGE OF - - -I I I- III -III -_
I11111I 1I11II11 AS SINGLE BED WHEN
PLANTING III= III =III- f' III= III =III=
PIT III III =111 1 =III =1 =III 111 H 1 III III III =III PLANTING MULTIPLES
IIII 11 11 H 1 =1 111 1111 11 11 11 11 �I H II H 11 11 11 11 11 �I 11 _ - FOR LARGER SHRUB
-I 11 =1 I1 =1 I I� 11 =1 I I- III - III - III -I I �I I I -I 11 =1 I H I I-1 I I-1 I I-1 I I-1 11 =1 I �I 11 =1I 1 =1 I I- III - III - III - III -I 11 =1 I I:
I I1 =111 =1 11 =1 I �I I I -1 I I- III - III - III - III - III -I 11 =1 I �I I I-1I I -I I I-1I 1 =1 I I -I I1= 111 =1I 1 =1I �I I I- III -I 11 =1I I -III- ROOT BALLS, MAKE 4"
-I 11 =1 I I -I I H I I =1 11 -1 I I- III - III -I I �I I I -I 11 =1 11 =1 I I-1 I I-1 I I-1 I I-1 11 =1 I �I I I-1I 1 =1 I I- III - III -I 11 =1 I I -I 11 =1 I I:
I1 =111 =1 1 =1 �I 1 -1 -I I1 =1I I- III - III - III -I 1 =1 H I- III -I I1 =1I 1 =1 1= 111 =1I -I 1 =1I �I I- III -I 1 =1I -I I1- DEEPER THAN ROOT
11 l 11 l 11 l l l l l l l l l l l l l 11 l 11 l 11 l 11 1 1 1 1 1 1 11 l 11 l 11 1 1 1 1 1 loll l II �IIIII 11 = III - III - III - III - III -L_ BALL)
NOTES
1. All shrubs shall conform to the
standards set forth in the most
recent American Standards for
Nursery Stock published by
the American Association of
Nurserymen (A.A.N.).
2. Soil analysis shall be obtained
prior to planting. Soil shall be
amended as recommended.
3. Sheet preparation of beds is highly
preferred to individually dug holes.
I0 :11d 3i
:1 61=1IA
DETAIL NO:
LA -25
Town of Cary Community Appearance Manual
LAN - 38
L
A
N
PLAN
LANDSCAPE MAINTENANCE PLAN
THE OWNERS OF THE PROPERTY AND THEIR AGENTS, HEIRS, OR ASSIGNS SHALL
BE RESPONSIBLE FOR THE INSTALLATION, PRESERVATION AND MAINTENANCE OF
ALL PLANTING AND PHYSICAL FEATURES SHOWN ON THIS PLAN. THE PROPERTY
MANAGER SHALL BE RESPONSIBLE FOR MAINTENANCE OF THE VEGETATION,
INCLUDING BUT NOT LIMITED TO:
A. FERTILIZATION - FERTILIZER FOR ALL TREES, SHRUBS AND GROUNDCOVERS
SHALL BE NURSERY SPECIAL OR EQUAL DELIVERED TO THE SITE IN UNOPENED
CONTAINERS. FERTILIZER APPLICATION RATES SHALL BE THE APPROPRIATE
N-P-K AS INDICATED BY PRIVATE SOIL ANALYSIS AT LEAST EVERY 5 YEARS.
FERTILIZER SHALL BE UNIFORM IN COMPOSITION, DRY AND FREE FLOWING, AND
SHALL BE DELIVERED TO THE SITE IN THE ORIGINAL, UNOPENED CONTAINER,
BEARING THE MANUFACTURER'S GUARANTEED ANALYSIS. FERTILIZER SHALL NOT
HAVE BEEN EXPOSED TO WEATHER PRIOR TO DELIVERY TO THE SITE. AFTER
DELIVERY UNTIL USED, IT SHALL BE COMPLETELY PROTECTED AT ALL TIMES. IT
SHALL NOT BE STORED IN DIRECT CONTACT WITH THE GROUND.
B. PRUNING WITHIN LIMITS - DECIDUOUS TREES AND SHRUBS SHALL HAVE
DEAD, BROKEN, AND CROWDED WOOD PRUNED TO COMPENSATE FOR THE LOSS
OF ROOTS IN TRANSPLANTING. REQUESTED AND REQUIRED ADDITIONAL PRUNING
MAY BE NECESSARY AT THE DIRECTION OF THE PROPERTY MANAGER.
EVERGREEN TREES AND SHRUBS SHALL BE PRUNED ONLY TO THIN OUT HEAVY
GROWTH. ALL PLANTINGS ON SITE SHALL BE INSPECTED YEARLY BY
MAINTENANCE CREWS TO ENSURE THAT MATERIALS ARE HEALTHY AND ANY
DEAD WOOD WITHIN TREES OR SHRUBS IS REMOVED. SHRUBS SHALL REMAIN
PRUNED TO A HEIGHT SUFFICIENT TO MAINTAIN ADEQUATE SITE DISTANCE AT
ANY DRIVEWAY ENTRANCES AND ANY DEAD MATERIALS SHALL BE REMOVED
AND REPLACED IN A TIMELY FASHION PER THE APPROVED PLAN. ALL TREE
PRUNING SHALL CONFORM TO ANSI A300 STANDARDS.
C. PEST CONTROL - PRE - EMERGENT WEED CONTROL FOR SHRUB BEDS MAY BE
APPLIED IN FEBRUARY. CHEMICAL TREATMENT FOR INSECT INFESTATION AND
DISEASE MAY BE APPLIED AND SHALL BE SPECIFIC TO THE PROBLEM.
D. MULCHING - MULCH SHALL BE CLEAN, FRESH, FREE OF NOXIOUS WEEDS,
SEED, FIRE ANTS, JAPANESE BEETLES Al FRINGED BEETLES. MULCH
SHALL BE MAINTAINED AT A DEPTH OF 2 " -3" IN ALL FORMAL PLANT BEDS.
E. MOWING - PRIMARY FESCUE LAWNS SHALL BE MAINTAINED AT A HEIGHT OF
3" AND SHALL BE MOWED APPROXIMATELY 30 TIMES PER YEAR. SECONDARY
TURF AREAS MAY BE MAINTAINED HIGHER AND LESS FREQUENTLY. WARM
SEASON GRASSES SHALL BE MOWED AS NEEDED DURING THE GROWING SEASON
TO MAINTAIN THE RECOMMENDED HEIGHT OF THE SPECIES OF TURF GRASS.
F. PLANT PROTECTION - DURING INSTALLATION OF PLANT MATERIALS, ENSURE
NO EXCESS INTRUSION INTO THE ROOT ZONE PROTECTION AREAS OF EXISTING
VEGETATION IN THE VICINITY.
G. WATERING - IF ANY AUTOMATIC IRRIGATION SYSTEM IS TO BE UTILIZED, THE
SYSTEM SHALL BE REGULATED TO PROVIDE APPROXIMATELY 1" IF
PRECIPITATION PER WEEK DURING THE GROWING SEASON.
FAILURE TO MAINTAIN ALL PLANTINGS IN ACCORDANCE WITH THIS PLAN MAY
CONSTITUTE A VIOLATION OF THE LAND DEVELOPMENT ORDINANCE AND MAY
RESULT IN FINES.
(SEE TABLE 7.2 -1 IN THE LDO.)
BUFFER PLANTING STANDARDS
Type A Opaque
EXISTING TREE TO BE SAVED
NEW EVERGREEN TREE
NEW DECIDUOUS TREE
OPTIONAL FENCE OR WALL
NEW EVERGREEN SHRUBS
NEW EVERGREEN SHRUBS
NEW EVERGREEN TREE
OPTIONAL FENCE OR WALL
NEW DECIDUOUS TREE
EXISTING TREE TO BE SAVED
TYPE A BUFFER INTENT
Formation of an opaque screen from the
ground to a height of at least 6 feet.
MINIMUM PLANTING REQUIREMENTS
Trees
50% of all new trees shall be evergreen.
Mature height = 60' H
Installed size = 2" cal.
Shrubs
100% of all new shrubs shall be evergreen.
Mature height = 6' H
Installed size = 24" H
NOTES
1. Refer to NOTES listed on page LAN -5.
REF SEC:
7.2.3(D)(1)(a)
REVISED:
DETAIL NO:
LA -1
Town of Cary Community Appearance Manual
LAN -6
LANDSCAPING NOTES
1. ALL TREE PROTECTION FENCING SHALL BE MAINTAINED UNTIL ALL SITE WORK
IS COMPLETE. THE FENCING SHALL BE REMOVED PRIOR TO THE FINAL SITE
INSPECTION FOR THE CERTIFICATE OF OCCUPANCY (CO).
2. ALL ABOVE GROUND UTILITY EQUIPMENT RELATED TO SOFT UTILITIES SHALL
BE LOCATED IN THE SIDE OR REAR YARD AREA OF THE SITE AND SCREENED
TO THE EXTENT POSSIBLE WITH EVERGREEN PLANTINGS. PLANTINGS SHALL
ALLOW FOR A MIN OF A 5 -FOOT CLEARANCE AROUND THE STRUCTURE TO
ALLOW ACCESS. ADDITIONALLY, ANY SIDE OF THE STRUCTURE HAVING A DOOR
OR LOCK, THE PLANTINGS SHALL ALLOW FOR A 10 -FOOT CLEARANCE. THE
AMOUNT OF CLEARANCE SHALL ACCOUNT FOR THE SIZE OF THE PLANT
SPECIES AT MATURITY.
3. ALL MECHANICAL EQUIPMENT, WASTE DISPOSAL FACILITIES, AND VEHICULAR
USE AREAS (DRIVES AND PARKING) SHALL BE SCREENED FROM PUBLIC VIEW.
4. WHERE EXISTING OR PROPOSED VEGETATION FAILS TO FUNCTION
ADEQUATELY AS REQUIRED, THE TOWN OF CARY SITE INSPECTOR RESERVES
THE RIGHT TO REQUIRE SUPPLEMENTAL PLANTINGS IN ADDITION TO THOSE
SHOWN ON THE LANDSCAPE PLAN BASED ON ACTUAL FIELD CONDITIONS.
5. ADJACENT TO PERPENDICULAR PARKING AREAS, THE SIZE OF THE PLANTING
AREA AND OF PLANT MATERIAL AT MATURITY SHALL ALLOW FOR A TWO AND
ONE -HALF FEET WIDE BUMPER OVERHANG MEASURED FROM THE BACK OF
CURB.
6. NO TREE SHALL BE LOCATED WITHIN A ROADWAY RIGHT -OF -WAY (WITHOUT
APPROVAL), WITHIN FIVE FEET OF A SIDEWALK, OR WITHIN TEN FEET OF A
LIGHTING LOCATION.
7. ALL SHRUBS INSTALLED AS VEHICULAR USE SCREENING WILL BE MAINTAINED
AS A CONTINUOUS HEDGE AT A MINIMUM HEIGHT OF 36 INCHES.
8. SOIL AMENDMENTS REQUIRED: SOIL AMENDMENTS SHALL BE SPECIFIED AND
USED TO IMPROVE THE QUALITY OF SOIL USED AS PLANTING MEDIA FOR TREES.
THIS REQUIREMENT APPLIES TO ALL DEVELOPMENT, EXCEPT FOR RESIDENTIAL
SINGLE - FAMILY LOTS. COMMON AREAS OF SUBDIVISIONS AND TOWNHOUSE
DEVELOPMENTS ARE SUBJECT TO THE REQUIREMENTS OF THIS SECTION.
A. UPON ESTABLISHMENT OF FINISHED GRADES AND PRIOR TO BEGINNING
INSTALLATION OF ANY TREES, A SOIL AMENDMENT SCHEDULE FOR ALL TREE
PLANTINGS SHALL BE PREPARED BY A CERTIFIED LANDSCAPE ARCHITECT
AND BE PROVIDED TO THE TOWN OF CARY PLANNING DEPARTMENT.
B. PRIOR TO THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY, A CERTIFIED
STATEMENT SHALL BE PROVIDED TO TOWN STAFF CARY SITE INSPECTOR
ATTESTING TO THE FACT THAT THE SOIL AMENDMENT SCHEDULE WAS
FOLLOWED AS SPECIFIED IN THE APPROVED SITE Al SUBDIVISION PLAN.
THIS STATEMENT SHALL BE CERTIFIED BY A REGISTERED LANDSCAPE
ARCHITECT, CERTIFIED ARBORIST, OR OTHER SPECIALIST AS DETERMINED
ACCEPTABLE BY THE PLANNING DIRECTOR.
9. ALL STORMWATER DETENTION DEVICES VISIBLE FROM THE REAR OF ANY
ADJOINING DWELLING, STREET OR FROM OFF -SITE SHALL BE SCREENED WITH
EVERGREEN PLANTINGS, EXCEPT WHERE BUFFER PLANTINGS SUFFICIENTLY
SCREEN DEVICES.
10. ALL PLANTS AND PLANTING PROCEDURES SHALL MEET OR EXCEED ANLA
STANDARDS SET FORTH IN THE AMERICAN STANDARD FOR NURSERY STOCK,
2004 OR LATER EDITION.
11. ALL TREES AND SHRUBS SHALL BE FULL, WELL BRANCHED PLANTS WHICH
ARE CHARACTERISTIC TO THE SPECIES AND MEET INDUSTRY STANDARDS.
12. TOPSOIL SHALL BE SPREAD OVER THE ENTIRE LANDSCAPE AREA TO A
DEPTH OF AT LEAST FOUR INCHES IN LAWN AREAS AND SIX INCHES IN
PLANTED AREAS.
13. ALL PLANT MATERIAL INSTALLED WITHIN A SIGHT DISTANCE EASEMENT
SHALL BE MAINTAINED AT A HEIGHT ABOVE SIX FEET OR BELOW TWO FEET.
STREET TREES WITHIN A SIGHT DISTANCE EASEMENT SHALL BE LIMBED UP TO
SIX FEET TO PREVENT THE OBSTRUCTION OF VISION.
14. ALL WALLS AND FENCES IN BUFFERS SHALL BE MAINTAINED BY THE
HOMEOWNERS ASSOCIATION. ALL BUFFER AND STREETSCAPE LOCATIONS MUST
BE FREE OF ANY EASEMENT SUCH AS SEWER, WATER AND STORM DRAINAGE
LINE EASEMENTS UNLESS OTHERWISE APPROVED.
15. ALL LANDSCAPING INSTALLED WITHIN ISLANDS AND MEDIANS WITHIN PUBLIC
STREET RIGHTS -OF -WAY SHALL BE MAINTAINED IN PERPETUITY BY THE
HOMEOWNERS ASSOCIATION.
16. PLANTING IN A BUFFER WITH EXISTING TREES: WHEN SUPPLEMENTING A
BUFFER WITH EXISTING VEGETATION, LOCATE NEW PLANTINGS IN A NATURAL
PATTERN, FILLING IN GAPS IN THE BUFFER. NEW PLANTINGS SHALL BE KEPT
OUT OF THE CRITICAL ROOT ZONES OF EXISTING TREES IN ORDER TO PROTECT
ROOTS.
17. COMMON AREAS OF THE SITE CLEARED AND GRADED SHALL BE
REFORESTED IN ACCORDANCE WITH LDO SECTION 7.2.9(L): REFORESTATION OF
CUT AND FILL SLOPES - WHERE PORTIONS OF A SITE HAVE BEEN GRADED DUE
TO, BUT NOT LIMITED TO, TOPOGRAPHY, CUT AND FILL SLOPES ASSOCIATED
WITH ROAD Al PARKING LOT CONSTRUCTION; WITH TRANSITIONAL
PERIMETER GRADING; OR WITH THE INSTALLATION OF MAJOR UTILITIES, AND
OTHER SIMILAR AREAS, THE DEVELOPMENT PLAN SHALL CONTAIN A
REFORESTATION PLAN PREPARED BY A LANDSCAPE ARCHITECT, A CERTIFIED
ARBORIST, A REGISTERED FORESTER, OR A PROFESSIONAL SPECIALIST AS
DETERMINED ACCEPTABLE BY THE PLANNING DIRECTOR. THE REFORESTATION
PLAN SHALL CONFORM TO THE FOLLOWING STANDARDS:
A. LOBLOLLY PINE (PINUS TAEDA) SEEDLINGS SHALL BE INSTALLED ON A
STAGGERED GRID WITH A SPACING OF TEN (10) FEET WITHIN A ROW AND
FIFTEEN (15) FEET BETWEEN ROWS.
B. ALTERNATE TREE SPECIES OR PLANTING ARRANGEMENTS MAY BE
APPROVED BY THE PLANNING DIRECTOR IN RESPONSE TO SITE - SPECIFIC
CHARACTERISTICS THAT DICTATE SUCH A CHANGE.
C. THE PLANTINGS REQUIRED BY THIS SUBSECTION SHALL NOT BE SUBJECT
TO THE REQUIREMENTS OF SUBSECTIONS (J) AND (K) IN LDO SECTION 7.2.9.
FINAL DRA�"VING - NOT RELEASED FOR CONSTRUCTION

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APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
SEE SHEET C -2 FOR ALL PROJECT,
SITE, GRADING, STORM DRAINAGE AND
UTILITY NOTES
TYP
SYMBOL
DESCRIPTION
LAMP
LUMENS
MOUNTING BALLAST
LLF
QTY
CUTOFF TYPE OPTION
PROVIDED BY
MAX/MIN
AVE/MIN,
DUKE energy Cobra Flat Lens
1599.50x1561.75Ft
PROP / H -H
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20.00
< +>
0.16
5.36
COBRA
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250 Watt HPS
(1) 250 Watt HPS
28,500
Type 'C' w/ Davit
0.72
15
FULL CUTOFF
DUKE ENERGY
5.08
0.66
Type III
TYPE III
Parking Lot 2
Anchor Base
-
ACORN
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100 Watt MH
(1) 100 Watt MH
9,000
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0,72
1
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DUKE ENERGY
-
1.50
Mitchell Top Hat W/ R, B & M
TYPE V
13.41
3.77
Parking Lot 4
-
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CALCULATION SUMMARY
AREA NAME
DIMENSIONS
GRID TYPE
# PITS
SPAC
GROUP
AVE
MAX
MAX/MIN
AVE/MIN,
Project BNDY
1599.50x1561.75Ft
PROP / H -H
3147
20.00
< +>
0.16
5.36
0.00
N/A
N/A
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2.28
5.08
0.66
7.73
3.48
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2.04
4.81
0.58
8.32
3.53
Parking Lot 3
-
-
-
1.50
5.34
0.40
13.41
3.77
Parking Lot 4
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-
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2.11
4.79
0.60
8.02
3.52
Parking Lot 5
-
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-
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-
1.81
5.56
0.47
11.80
3.85
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SUCH PROTECTED AREA(S) WITHOUT WRITTEN AUTHORIZATION OF THE TOWN'S ZONING COMPLIANCE
STAFF. ANY ACTIVITY (LANDSCAPING, FENCING, OR UTILITY INSTALLATION) SHOWN ON THE
APPROVED PLANS IN A TREE PROTECTION AREA, SHALL ALSO NOT OCCUR WITHOUT WRITTEN
AUTHORIZATION FROM THE TOWN'S ZONING COMPLIANCE STAFF. ANY UNAUTHORIZED
ENCROACHMENT OR DISTURBANCE WITHIN THE BOUNDARIES OF A TREE PROTECTION AREA SHALL
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FILENAME: M I H 14000 —EC1
DESIGNED BY: WTO /SRW
DRAfPN BY: SRW
scALE: 1 " =60'
DATE: pg -26 -14
SHEET NO.
EC -1
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11 =11 2 : 1 SLOPE III= N=M =1 = THE PUBLIC ROAD.
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1111 #1 RIP -RAP 25' OR WIDTH OF 3. IF A PROJECT CONTINUES TO PULL MUD AND DEBRIS ON TO
EXISTING PROPOSED STREET, THE PUBLIC ROAD, THE TOWN WILL CLEAN THE AREA AND INVOICE
�T�I fT NOTE: � 2 " -3" STONE TO BE USED
ROADWAY WHICHEVER IS THE FINANCIALLY RESPONSIBLE PERSON AS INDICATED ON THE O
CROSS SECTION A —A STABILIZE DIVERSION DITCH WITH TEMPORARY VARIES (SURGE STONE OR RAILROAD BALLAST) GREATER. FINANCIAL RESPONSIBILITY FORM. THE MINIMUM FEE THE TOWN OF
SEEDING AND EROSION CONTROL NETTING. CARY WILL CHARGE TO CLEAN THE STREETS WILL BE $300 FOR O
SIDE VIEW THE FIRST HOUR AND $200 FOR EACH HOUR THEREAFTER. ^'
EXISTING
SLOPE
A _ EXISTING
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O
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TT JILT DESIGN OF SPILLWAYS
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A PLAN VIEW 2. KEY RIP RAP INTO THE DAM FOR STABILIZATION.
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DETAIL No. DETAIL No. DETAIL No. O
STANDARD TEMPORARY DIVERSION DITCH 04000.09 STANDARD CHECK DAM 04000.06 STANDARD CONSTRUCTION ENTRANCE 04000.07 z
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E NOTES: EXTENDS TO TOP OF BOX STANDARD METAL POSTS 2' -0" IN GROUND
E 1. SKIMMER IS TO BE A SURFACE DEWATERING DEVICE
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87 B7 H T E � : 14 -16 8 2 DRAWN BY
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DETAIL No. DETAIL No. APPROVED BY THE TOWN OF CARY SCALE: N.T.S.
STANDARD SKIMMER DETAIL 04000.18 STANDARD CATCH BASIN/YARD INLET PROTECTION 04000.14 DEVELOPMENT REVIEW COMMITTEE DATE:
EFFECTIVE: 12/10/09 SHEET 1 OF 1 EFFECTIVE: 12/10/09 SHEET 1 OF 1 06 -26 -14
SHEET NO.
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II
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BURY WIRE FENCE HARDWARE CLOTH
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FRONT VIEW
87
87
THE TRENCH
DETAIL No.
DETAIL No.
DETAIL No.
STANDARD INLET SEDIMENT CONTROL DEVICE
04000.19
PIPE OUTLET TO WELL- DEFINED CHANNEL
04000.21
STANDARD SILT FENCE OUTLET 04000.23
EFFECTIVE: 12110/09
SHEET 1 of 1
EFFECTIVE: 12/10/09
SHEET 1 of 1
EFFECTIVE: 12/10/091
SHEET 1 of 1
NOTES:
NOTES:
1. ALL PLANTS DESIGNATED TO BE SAVED SHALL BE
PROTECTED BY FENCING, AS ILLUSTRATED.
1. TEMPORARY DIVERSION: GENERALLY, USE AN EARTHEN DIVERSION WITH A DIKE
TOP ELEVATION OF STORMWATER
D.5' -1'
RIDGE TO DIRECT SURFACE RUNOFF INTO THE TEMPORARY SLOPE DRAIN. MAKE
2. INSTALL TREE PROTECTION FENCE AT TREE DRIP
. . . — . . . . . . . . . � � � � � � . . . . � �
THE HEIGHT OF THE RIDGE OVER THE DRAIN CONDUIT A MINIMUM OF 1.5 FEET AND
111111111
1 MAX.
AT LEAST 6 INCHES HIGHER THAN THE ADJOINING RIDGE ON EITHER SIDE. THE
LINE OR AT EDGE OF DISTURBED AREA, AS SHOWN
`ILIIIIII III- 111 =11= 111 =1I' #57 WASHED STONE
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2. OUTLET PROTECTION: PROTECT THE OUTLET OF THE SLOPE DRAIN FROM EROSION.
3. SPACE TREE PROTECTION ZONE SIGNS A MINIMUM
-III
OF ONE EVERY 300 FEET. THE SIZE OF EACH
RIP -RAP
3. MINIMUM OF 10 INCH PIPE OR GREATER BASED ON AREA OF DRAINAGE.
SIGN MUST BE A MINIMUM OF 2' x 2' AND BE
VARIES
DIKE
1.5'
w: VISIBLE FROM BOTH SIDES OF THE FENCE.
PLASTIC CORRUGATED PIPE
MINIMUM
¢: THE SIGN MUST CONTAIN THE FOLLOWING
o; LANGUAGE IN BOTH ENGLISH & SPANISH:
SIDE VIEW
- - _
m: "TREE PROTECTION ZONE, KEEP OUT ".
EXISTING
SLOPE
INLET
i- III -� -�
FENCE MATERIAL: �: 3. THERE SHALL BE NO STORAGE OF MATERIAL
EXISTING
SLOPE
G
III III -
III 1 I-
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ORANGE, UV RESISTANT cn:
WITHIN THE BOUNDARIES OF THE TREE PROTECTION
HIGH TENSILE STRENGTH
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POLYETHYLENE LAMINAR Q:
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w: 4. TREE PROTECTION FENCING SHALL BE MAINTAINED
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T 1'
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I�
DESIGN OF SPILLWAYS
T- SECTION
- III -III-
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LEVEL SECTION
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TOPOGRAPHY AND SEDIMENT STORAGE REQUIRED.
STANDARD T- SECTION
MINIMUM 1.33 Ibs /LF STEEL POST
PLAN VIEW
2. KEY RIP
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RAP INTO THE DAM FOR STABILIZATION.
87
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DETAIL No.
DETAIL No.
DETAIL No.
STANDARD CHECK DAM
04000.06
STANDARD TEMPORARY SLOPE DRAIN
04000.24
TREE PROTECTION FENCE 04000.25
EFFECTIVE: 12%10/09
SHEET 1 OF 1
EFFECTIVE: 12/10/09
SHEET 1 OF 1
EFFECTIVE: 12/10/09
SHEET 1 OF 1
14 S P 0 1 8
HTE#: 14 -1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner Date
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2905 Meridian Parkway
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INV. OUT= 365.85
INV. IN= 362.65 (CB
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License No.: C -0293
INV. IN= 362.65 (CB
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STREET B STA. 10+00 TI�2U STA. 19+00
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HORIZ. SCALE: q
INV. IN= 364.40 (CB 125)
INV. OUT= 365.85
INV. IN= 362.65 (CB
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INV. OUT= 364.30
License No.: C -0293
INV. IN= 362.65 (CB
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INV. IN= 371.65 (CB 1273 INV. IN= 377.00 (CB 1293 INV. OUT= 383.30(CB 131)
INV. OUT= 371.40 W. OUT= 376.90 CB 131
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14SP01 8
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APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
GRAPHIC SCALE
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RALEIGH, NC 2 7607
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STORMWATER MANAGEMENT FACILITY CONSTRUCTION SPECIFICATIONS
GENERAL NOTES
1. PRIOR TO CONSTRUCTION, ANY DISCREPANCIES IN THE PLANS AND NOTES SHALL BE BROUGHT TO THE DESIGN
ENGINEER'S ATTENTION IMMEDIATELY.
2. THE FINAL CERTIFICATION FOR THIS FACILITY WILL INCLUDE A CERTIFICATION BY THE ON -SITE GEOTECHNICAL
ENGINEER THAT THE PROJECT WAS CONSTRUCTED PER THE APPROVED PLANS. IT IS THE RESPONSIBILITY OF THE
CONTRACTOR TO COORDINATE WITH THE ON -SITE GEOTECHNICAL ENGINEER FOR OBSERVATION AND TESTING SUCH
THAT THE ON -SITE GEOTECHNICAL ENGINEER CAN CERTIFY THE CONSTRUCTION.
3. ALL CONSTRUCTION ACTIVITY RELATED TO THE PROPOSED STORMWATER MANAGEMENT FACILITY SHALL BE PER
THE DETAILS AND SPECIFICATIONS SHOWN IN THESE DRAWINGS. SOILS, COMPACTION, AND OTHER MISCELLANEOUS
DETAILS AND SPECIFICATIONS MAY BE MODIFIED PER THE RECOMMENDATIONS OF THE ON -SITE GEOTECHNICAL
ENGINEER. HOWEVER, PRIOR TO IMPLEMENTATION, THE DESIGN ENGINEER SHALL BE NOTIFIED OF ANY DEVIATION
FROM THESE DESIGN DRAWINGS, INCLUDING SHOP DRAWINGS FOR ANY PROPOSED MODIFICATION.
4. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLANTING PLAN /SCHEDULE.
PLEASE NOTE THAT NO TREES /SHRUBS OF ANY TYPE MAY BE PLANTED ON THE PROPOSED DAM EMBANKMENT
(FILL AREAS).
5. DURING THE INITIAL STAGES OF CONSTRUCTION, THE STORMWATER MANAGEMENT FACILITY MAY BE USED AS A
SEDIMENT BASIN FOR EROSION CONTROL PURPOSES. IF SO, THE CONTRACTOR SHALL FOLLOW THE GENERAL
CONSTRUCTION SEQUENCE BELOW:
5.1. THE CONTRACTOR SHALL CONSTRUCT THE ENTIRE FACILITY (PERMANENT OUTLET STRUCTURE, DAM, ETC.)
WITH THE EXCEPTION OF THE INTERIOR FINE GRADING FOR THE FACILITY. THE INTERIOR FINE GRADING WILL
BE CONSTRUCTED ONCE THE EROSION CONTROL PHASE IS COMPLETE.
5.2. THE TEMPORARY DRAW DOWN RISER (OR SKIMMER) SHALL BE CONNECTED TO THE PERMANENT 8 "0 DIP
DRAIN PIPE.
5.3. ONCE THE UPSTREAM DRAINAGE AREA IS STABILIZED AND THE EROSION CONTROL INSPECTOR APPROVES THE
REMOVAL OF THE SEDIMENT BASIN, THE CONTRACTOR SHALL REMOVE THE TEMPORARY DRAW DOWN RISER
(OR SKIMMER) AND CLEAN -OUT THE BASIN. ALL SEDIMENT, TRASH, ETC. SHALL BE DISPOSED OF PROPERLY
(I.E. - PLACED IN A LANDFILL) AND NOT STOCKPILED IN AN AREA WHERE WATER QUALITY COULD BE
ADVERSELY AFFECTED.
5.4. ONCE THE BASIN IS CLEANED OUT, AND ALL EROSION CONTROL DEVICES REMOVED, THE CONTRACTOR SHALL
CONSTRUCT THE INTERIOR GRADING SHOWN ON THIS SHEET.
5.5. ONCE THE GRADING IS COMPLETE, THE CONTRACTOR SHALL REQUEST AN ON -SITE INSPECTION AND AN
AS -BUILT SURVEY PRIOR TO INSTALLATION OF THE STORMWATER MANAGEMENT FACILITY PLANTS. IF THE
CONTRACTOR PLANTS THE PROPOSED VEGETATION PRIOR TO AN AS -BUILT SURVEY (AND SUBSEQUENT
APPROVAL), ANY CHANGES TO THE GRADING / RE- PLANTING OF PLANTS WILL BE AT THE CONTRACTOR'S
EXPENSE.
5.6. ONCE THE ENGINEER HAS APPROVED THE AS -BUILT GRADING, THE CONTRACTOR SHALL PLANT THE
PROPOSED STORMWATER MANAGEMENT FACILITY PLANTS SHOWN ON THE LANDSCAPE PLAN FOR THE
FACILITY. AFTER COMPLETION OF THE PLANTING, THE LANDSCAPE CONTRACTOR SHALL PROVIDE A LETTER TO
THE ENGINEER CERTIFYING THAT THE PLANTS HAVE BEEN INSTALLED PER THE APPROVED STORMWATER
MANAGEMENT FACILITY PLANTING PLAN.
6. IF THE INFILTRATION RATE IS GREATER THAN 0.01 IN /HR, IN ORDER TO HELP MAINTAIN A PERMANENT POOL, THE
CONTRACTOR WILL NEED TO INSTALL A CLAY LAYER A MINIMUM OF 1 -FOOT BELOW THE LOWEST GRADE OR
1 -FOOT BELOW THE BOTTOM ELEVATION OF THE ROOT BALL FOR THE PROPOSED PLANTINGS (WHICHEVER IS
GREATER). THE CLAY LINER SHALL BE AT LEAST 12" THICK AND MEET THE FOLLOWING SPECIFICATIONS:
6.1. UNIFIED SOIL CLASSIFICATION SYSTEM DESIGNATION OF CL, CH, ML
6.2. MINIMUM PLASTICITY INDEX OF 12
6.3. MINIMUM OF 2 TESTS OF EACH ABOVE PARAMETER SHALL BE COMPLETED BY THE CONTRACTOR ON THE
LINER MATERIAL AND PRESENTED TO THE ON -SITE GEOTECHNICAL ENGINEER FOR APPROVAL. SHOULD THESE
TESTS NOT MEET THE ABOVE REQUIREMENTS, THE ON -SITE GEOTECHNICAL ENGINEER MAY PROVIDE
PERMEABILITY TESTING DEMONSTRATING AN INFILTRATION RATE OF NO MORE THAN 0.01 IN /HR
6.4. COMPACTION TO A MINIMUM OF 95% PER ASTM D698 AND WITHIN 3% OF THE OPTIMUM MOISTURE CONTENT
(1 COMPACTION DENSITY TEST PER 2500 SQ.. FT.)
7. DUE TO THE RELATIVITY OF THE ESTIMATED SEASONAL HIGH GROUNDWATER AND THE PERMANENT POOL OF THIS
FACILITY, THERE IS A POSSIBILITY THAT SEEPAGE OF THE GROUNDWATER COULD IMPACT THE FUNCTIONALITY OF
THE STORMWATER FACILITY. THE GEOTECHNICAL ENGINEER SHALL PROVIDE TESTING AND CONFIRM THAT SEEPAGE
FROM THE GROUNDWATER IS LESS THAN 0.01 CFS. IF THE RATE OF SEEPAGE IS GREATER THAN 0.01 CFS, THE
CONTRACTOR WILL NEED TO INSTALL A CLAY LINER PER THE SPECIFICATIONS PROVIDED ABOVE.
8. THE CLAY LINER SHALL BE PLACED UNDER THE BOTTOM OF THE FACILITY (AS NECESSARY) AND UNDER THE SIDE
SLOPES UP TO THE PROPOSED NORMAL WATER SURFACE ELEVATION (NWSE). CARE SHALL BE TAKEN NOT TO
PUNCTURE OR DAMAGE THE CLAY LINER DURING CONSTRUCTION. A CLAY /SOIL MIXTURE MAY BE USED IF THE
ABOVE SPECIFICATIONS ARE SATISFIED AND WITH WRITTEN APPROVAL BY THE PROJECT GEOTECHNICAL ENGINEER.
IF IT IS DETERMINED BY THE ON -SITE GEOTECHNICAL ENGINEER THAT A LINER IS NOT NEEDED, THEN A LETTER
TO THE DESIGN ENGINEER CERTIFYING THE INFILTRATION RATE SHALL BE PROVIDED, WHICH WILL BE USED DURING
THE AS -BUILT CERTIFICATION PROCESS.
9. THE RETAINING WALL ALIGNMENT SHOWN ON THESE PLANS DEPICTS THE LOCATION OF THE FRONT FACE OF THE
RETAINING WALL AT THE BOTTOM.
10. THE RETAINING WALL IS TO BE A DESIGN -BUILD PROJECT(S) BY THE CONTRACTOR. IT SHALL BE THE
CONTRACTOR'S RESPONSIBILITY TO OBTAIN FINAL CONSTRUCTION DRAWINGS FROM A REGISTERED PROFESSIONAL
ENGINEER AND GAIN ALL REQUIRED PERMITS NECESSARY FOR THE CONSTRUCTION OF THE RETAINING WALL.
11. THE RETAINING WALL SHALL BE ASSUMED TO BE BACKFILLED WITH OFF -SITE BORROW MATERIAL OR PROCESSED
FILL UNLESS CONTRACTOR CAN PROVIDE OWNER WITH CONFIRMATION FROM THE GEOTECHNICAL ENGINEER AND
THE RETAINING WALL DESIGNER THAT READILY AVAILABLE ON -SITE SOILS CAN BE USED.
12. THE TOP AND BOTTOM OF WALL ELEVATIONS SHOWN ON THESE PLANS IDENTIFY FINISHED GRADE ELEVATIONS
ONLY. THE EXTENT THAT THE RETAINING WALL WILL BE EXTENDED BELOW GRADE TO THE FOOTING SHALL BE
IDENTIFIED ON THE RETAINING WALL CONSTRUCTION DRAWINGS.
13. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. IF THE EXISTING SOIL LAYER ALONG THE FOREBAY
BERM IN THE PROPOSED WET POND AFTER CONSTRUCTION / COMPACTION IS NOT DETERMINED SUITABLE BY A
LANDSCAPE PROFESSIONAL FOR THE WETLAND PLANTINGS, THEN THE CONTRACTOR SHALL AMEND THE PLANTING
AREA OF THE WET POND AS DIRECTED BY A LANDSCAPE PROFESSIONAL.
14. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON THE DAM EMBANKMENT ONCE
FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FILL. PRIOR TO
TOPSOIL INSTALLATION, THE CONTRACTOR SHALL SCARIFY THE THE TOP 2 " -3" OF THE BERM SECTION TO
PROMOTE BONDING OF THE TOPSOIL WITH THE COMPACTED FILL. THE TOPSOIL DEPTH SHALL RANGE FROM 3 " -4"
ON THE DAM EMBANKMENT. PLEASE NOTE THE STOCKPILED TOPSOIL SHALL BE AMENDED, AS DIRECTED BY A
LANDSCAPE PROFESSIONAL, PRIOR TO INSTALLATION ON THE EMBANKMENT.
15. IT IS ANTICIPATED THAT DEWATERING WILL BE NECESSARY IN THE EXCAVATION AREAS (E.G. - EMBANKMENT SUB
GRADE, INTERIOR PORTIONS OF THE STORMWATER FACILITY, KEY TRENCH, ETC.). THEREFORE, THE CONTRACTOR
SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING EQUIPMENT, ETC.. NEEDED FOR REMOVAL OF
WATER FROM VARIOUS PARTS OF THE STORMWATER FACILITY SITE. DURING PLACEMENT OF FILL WITHIN THESE
AREAS, THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE BOTTOM OF THE EXCAVATION /
CONSTRUCTION AREAS. THE MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE EXCAVATION
BOTTOM AND SIDE SLOPES ARE STABLE, WITH NO SEDIMENT DISCHARGED FROM THE SITE (I.E. PUMPED WATER
MAY NEED TO BE DIRECTED TO AN APPROVED EROSION CONTROL DEVICE SUCH AS A DIRT BAG (ACF
ENVIRONMENTAL), OR ENGINEER APPROVED EQUIVALENT, PRIOR TO DISCHARGE).
BERM AND SOIL COMPACTION SPECIFICATIONS
1. PRIOR TO CONSTRUCTION, THE ON -SITE GEOTECHNICAL ENGINEER SHALL IDENTIFY BORROW / FILL AREAS AND
VERIFY THEIR SUITABILITY FOR USE WITHIN THE DAM EMBANKMENT. ALSO, THE ON -SITE GEOTECHNICAL
ENGINEER SHALL PERFORM STANDARD PROCTORS ON THE PROPOSED BORROW MATERIAL TO ENSURE THAT
OPTIMUM MOISTURE CONTENT AND COMPACTION CAN BE ACHIEVED / CONTROLLED DURING CONSTRUCTION.
2. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW AREAS APPROVED
BY THE ON -SITE GEOTECHNICAL ENGINEER. THE FILL MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD,
STONES GREATER THAN 6 ", AND FROZEN OR OTHER OBJECTIONABLE MATERIAL. THE FOLLOWING SOIL TYPES ARE
SUITABLE FOR USE AS FILL WITHIN THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL.
3. FILL PLACEMENT FOR THE EMBANKMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT (UNCOMPACTED). EACH LIFT
SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM
SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL
PLACEMENT. FILL MATERIAL ADJACENT TO ALL SPILLWAY AND DRAINAGE STRUCTURES SHALL BE PLACED IN
4 -INCH (UNCOMPACTED) LIFTS AND HAND - COMPACTED TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS
AS THE ENTIRE EMBANKMENT.
4. ALL FILL SOILS USED IN THE EMBANKMENT CONSTRUCTION SHALL BE COMPACTED TO AT LEAST 95% OF THE
STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM -698). THE FILL SOILS SHALL BE COMPACTED AT A MOISTURE
CONTENT WITHIN -1 TO +3 PERCENT OF ITS OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE
PERFORMED BY THE ON -SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY THAT THE PROPER
COMPACTION LEVEL HAS BEEN REACHED. THE FILL SHOULD BE COMPACTED USING A SHEEPSFOOT TYPE
COMPACTOR. IN ORDER TO PREVENT DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE
UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE.
5. THE DESIGN ENGINEER SHALL BE PROVIDED WITH REPORTS AND CERTIFICATION, BY THE ON -SITE GEOTECHNICAL
ENGINEER, THAT THE GEOTECHNICAL ASPECTS OF THE FACILITY HAVE BEEN CONSTRUCTED PER PLAN. THESE
REPORTS AND CERTIFICATION WILL BE NEEDED DURING THE AS -BUILT CERTIFICATION PROCESS FOR THIS
STORMWATER FACILITY. THEREFORE, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE TESTING
AND OBSERVATION WITH THE ON -SITE GEOTECHNICAL ENGINEER.
6. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE RECOMMENDED LEVEL OF
COMPACTION IS ACHIEVED DURING CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FOR
EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL OR AS RECOMMENDED BY THE ON -SITE
GEOTECHNICAL ENGINEER.
7. TESTING WILL BE REQUIRED ALONG THE 36 "0 RCP OUTLET BARREL AT A FREQUENCY OF ONE TEST PER 25 LF
OF PIPE PER VERTICAL FOOT OF FILL OR AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER.
STATEMENT OF RESPONSIBILITY
1. ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THE STORMWATER MANAGEMENT FACILITIES SHALL BE THE
RESPONSIBILITY OF THE OWNER, PER THE EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR THIS
FACILITY.
CONSTRUCTION SEQUENCE
1. PRIOR TO CONSTRUCTION, THE OWNER SHALL OBTAIN A LAND DISTURBING (GRADING) PERMIT AND AN "APPROVAL
TO CONSTRUCT" FROM THE TOWN OF CARY AND ALL OTHER NECESSARY PERMITS FROM APPLICABLE AGENCIES
(E.G. 404 / 401 PERMITS)
2. INSTALL ALL SEDIMENT AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT AND EROSION CONTROL
PLAN. THE CONTRACTOR SHALL MAINTAIN ALL APPROVED SEDIMENT AND EROSION CONTROL MEASURES
THROUGHOUT THE ENTIRE PROJECT, AS REQUIRED. THE CONTRACTOR SHALL RECEIVE APPROVAL FROM THE EROSION
CONTROL INSPECTOR, AS REQUIRED BY GOVERNING AGENCIES, PRIOR TO ANY CLEARING.
3. CLEAR AND GRUB AREA WITHIN THE LIMITS OF THE PROPOSED DAM CONSTRUCTION. ALL TREES AND THEIR ENTIRE
ROOT SYSTEMS MUST BE REMOVED FROM THE DAM FOOTPRINT AREA AND BACKFILLED WITH SUITABLE SOIL
MATERIAL. THE BACKFILLED AREAS SHALL BE COMPACTED TO THE SAME STANDARDS AS THE DAM EMBANKMENT.
THE REMAINING AREA OF THE EMBANKMENT SHALL BE STRIPPED TO A SUITABLE DEPTH AS DIRECTED BY THE
ON -SITE GEOTECHNICAL ENGINEER. ANY RESIDUAL SOILS TO BE LEFT IN PLACE MUST BE WELL SCARIFIED TO
PROMOTE BONDING OF THE NEW EMBANKMENT FILL. NO EMBANKMENT MATERIAL SHALL BE PLACED FOR THE DAM
OR KEY TRENCH UNTIL APPROVAL OF THE DAM SUBGRADE / TRENCH IS OBTAINED FROM THE ON -SITE
GEOTECHNICAL ENGINEER.
4. EXCAVATE FOR THE NEW KEY TRENCH ALONG THE CENTERLINE OF THE PROPOSED DAM EMBANKMENT. THE TRENCH
SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING GRADE OR 2 FT BELOW THE 36 "0 RCP OUTLET BARREL AND
SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1
(H: V). THE KEY TRENCH SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN ITEM 4 OF THE SECTION
TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS." DEPENDING UPON ON -SITE SOIL CONDITIONS ENCOUNTERED
DURING EXCAVATION, THE ON -SITE GEOTECHNICAL ENGINEER MAY VARY THE DEPTH AND DIMENSIONS OF THE KEY
TRENCH AS DEEMED NECESSARY. THE ON -SITE GEOTECHNICAL ENGINEER SHALL RETAIN DOCUMENTATION OF ANY
VARIATION FOR FUTURE AS -BUILT SUBMITTALS TO THE TOWN OF CARY.
5. BEGIN PLACEMENT OF BACKFILL WITHIN THE KEY TRENCH. THE KEY TRENCH SHALL BE COMPACTED TO THE
SPECIFICATIONS LISTED ITEM 4 OF THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS. " THE KEY
TRENCH SHALL BE TESTED PER THE SPECIFICATIONS LISTED IN THAT SECTION.
6. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY PIPES SHOULD BE EVALUATED BY THE
ON -SITE GEOTECHNICAL ENGINEER TO ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE SUBGRADE
LEVEL. SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE ENCOUNTERED ALONG THE PIPE ALIGNMENTS,
THESE MATERIALS SHOULD BE UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER. THE UNDERCUT
MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL FILL, LEAN CONCRETE OR FLOWABLE
FILL AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER.
7. IN ORDER TO HELP PROTECT THE SOIL SUBGRADE FROM DETERIORATION (DUE TO EXPOSURE, RAINFALL, SEEPAGE,
AND RUNOFF) BEFORE THE CRADLE CAN BE POURED, IT IS STRONGLY RECOMMENDED THAT A 3" TO 4" THICK
CONCRETE MUD MAT BE POURED OVER THE SUBGRADE ONCE IT IS APPROVED BY THE ON -SITE GEOTECHNICAL
ENGINEER. THE MUD MAT WILL ALSO PROVIDE BEARING FOR THE BLOCKS THAT TEMPORARILY SUPPORT THE
SPILLWAY PIPE UNTIL THE CRADLE CAN BE POURED. THE METHOD OF BLOCK SUPPORT FOR THE PIPE PROPOSED
BY THE CONTRACTOR SHOULD BE SUBMITTED TO THE JOHN R. McADAMS COMPANY FOR REVIEW.
8. BEGIN CONSTRUCTION OF THE NEW EMBANKMENT. FILL MATERIALS SHALL BE PLACED IN MAXIMUM 8" THICK LIFTS
PRIOR TO COMPACTION, UNLESS DIRECTED OTHERWISE BY THE ON -SITE GEOTECHNICAL ENGINEER. FILL LIFTS SHALL
BE CONTINUOUS OVER THE ENTIRE LENGTH OF FILL. IF IT IS NECESSARY, THE EMBANKMENT FILL MATERIAL WILL BE
OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO FINAL GRADE IN ORDER TO ACHIEVE PROPER COMPACTION.
9. AS CONSTRUCTION OF THE EMBANKMENT MOVES FORWARD, IT WILL BE NECESSARY TO INSTALL THE CONCRETE
CRADLE. THIS MAY BE CONSTRUCTED USING ONE OF THE FOLLOWING METHODS:
9.1. IF THE PROPOSED STRUCTURAL FILL MATERIAL IS UTILIZED AS THE FORMWORK FOR THE CONCRETE CRADLE,
THEN THE STRUCTURAL FILL SHOULD BE INSTALLED AND COMPACTED UP TO THE TOP OF CONCRETE CRADLE
ELEVATION. ONCE THE STRUCTURAL FILL REACHES THE NEXT DOWNSTREAM JUNCTION BOX OR HEADWALL AND
IS COMPACTED TO THE ELEVATION OF THE TOP OF THE CONCRETE CRADLE, EXCAVATE THE CONCRETE CRADLE
TRENCH PER THE PROVIDED DETAILS AND CONSTRUCT THE CONCRETE CRADLE AS PER THE PROVIDED
CONCRETE CRADLE DETAIL.
9.2. IF THE PROPOSED STRUCTURAL FILL IS NOT UTILIZED AS THE FORMWORK FOR THE CONCRETE CRADLE, THEN
PRIOR TO CONSTRUCTING THE STRUCTURAL FILL EMBANKMENT, THE FORMWORK FOR THE CONCRETE CRADLE
SHOULD BE INSTALLED ON EXISTING GROUND AND / OR THE MUD MAT. THE CONCRETE CRADLE SHALL BE
CONSTRUCTED PER THE PROVIDED DETAILS.
10. INSTALL RISER / BARREL ASSEMBLY, ALONG WITH THE EMERGENCY DRAIN SYSTEM. THE DRAIN VALVE LOCATED
WITHIN THE RISER BOX SHALL BE KEPT OPEN UNTIL AN AS -BUILT CERTIFICATION HAS BEEN COMPLETED BY THE
ENGINEER AND AN APPROVAL TO IMPOUND HAS BEEN ISSUED BY ALL APPLICABLE AGENCIES.
11. INSTALL 36" RCP OUTLET BARREL SPILLWAY FILTER FROM THE DETAILS SHOWN ON SHEET SHEET SW -1D.
12. CONSTRUCT EMBANKMENT PER SPECIFICATIONS LISTED IN THE SECTION TITLED "BERM AND SOIL COMPACTION
SPECIFICATIONS" AND REQUIREMENTS OF THE ON -SITE GEOTECHNICAL ENGINEER. ALL CHARACTERISTICS OF THE
EMBANKMENT FILL MATERIAL SHALL MEET THE STANDARDS SET FORTH IN "BERM AND SOIL COMPACTION
SPECIFICATIONS ", INCLUDING COMPACTION AND MOISTURE REQUIREMENTS. IF NECESSARY TO ACHIEVE PROPER
COMPACTION, THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO
PROPER FINAL GRADE. ANY HAND COMPACTION ACTIVITIES AROUND SPILLWAY OR DRAIN STRUCTURES SHALL BE
CONDUCTED IN 4 -INCH LOOSE LIFTS AND BE TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE
ENTIRE EMBANKMENT. ALL COMPACTION AND MOISTURE TESTING SHALL BE CARRIED OUT AS DIRECTED BY THE
ON -SITE GEOTECHNICAL ENGINEER AND AS LISTED IN THE SECTION TITLED "BERM AND SOIL COMPACTION
SPECIFICATIONS ".
13. UPON COMPLETION OF DAM EMBANKMENT, PROMPTLY STABILIZE AND SEED DAM EMBANKMENT PER SEEDING
SCHEDULE.
14. SCHEDULE A FINAL AS -BUILT INSPECTION AND AS -BUILT SURVEY WITH THE ENGINEER. AN AS -BUILT INSPECTION
SHOULD BE SCHEDULED A MINIMUM OF 60 DAYS BEFORE A PERMIT TO IMPOUND IS REQUIRED. ANY COMMENTS OR
DEFICIENCIES IN THE DAM CONSTRUCTION MUST BE CORRECTED TO THE SATISFACTION OF THE ENGINEER AND
OWNER BEFORE CERTIFICATION SHALL BE GRANTED. UPON FINAL APPROVAL FROM THE TOWN OF CARY, CLOSE THE
8 "0 BOTTOM DRAIN VALVE IN THE RISER BOX AND BEGIN IMPOUNDING WATER. NO WATER SHALL BE IMPOUNDED
BEFORE AN APPROVAL TO IMPOUND IS ISSUED FROM THE TOWN OF CARY.
OUTLET STRUCTURE MATERIAL SPECIFICATIONS
1. THE 36 "0 RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, MEETING THE REQUIREMENTS
OF ASTM C76- LATEST. THE PIPES SHALL HAVE CONFINED 0 -RING RUBBER GASKET JOINTS MEETING ASTM
C- 443 - LATEST. THE PIPE JOINTS SHALL BE TYPE R -4.
2. THE STRUCTURAL DESIGN FOR THE 5' X 5' (INTERNAL DIMENSIONS) RISER BOX WITH EXTENDED BASE SHALL BE
BY OTHERS. PRIOR TO ORDERING THE STRUCTURES, THE CONTRACTOR SHALL PROVIDE, TO THE DESIGN ENGINEER
FOR REVIEW, SHOP DRAWINGS AND SUPPORTING STRUCTURAL CALCULATIONS SEALED BY A P.E. REGISTERED IN
NORTH CAROLINA DEMONSTRATING THE PERTINENT VERTICAL LOADS ARE SUPPORTED BY THE CONCRETE RISER
STRUCTURE.
3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. STEPS SHALL BE PROVIDED
ON THE INNER WALL OF THE RISER BOX. STEPS SHALL BE IN ACCORDANCE WITH NCDOT STD. 840.66. PLEASE
REFER TO SHEET SW -1B FOR LOCATION OF THE RISER STEPS.
4. THE CONCRETE ANTI - FLOTATION BLOCKS SHALL BE PRECAST AS THE EXTENDED BASE OF THE RISER BOX DURING
FABRICATION. THE PRECAST BASE SHALL BE INCLUDED AS PART OF THE SHOP DRAWINGS THAT WILL BE
SUBMITTED TO THE ENGINEER FOR REVIEW (SEE ITEM 2 ABOVE). IN LIEU OF A PRE -CAST BASE, THE CONTRACTOR
MAY OPT TO CAST -IN -PLACE THE ANTI - FLOTATION BLOCK IN THE FIELD. HOWEVER, PRIOR TO CONSTRUCTING THE
CAST -IN -PLACE BASE, THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE ENGINEER FOR REVIEW
DENOTING THE FOLLOWING:
A. STEEL REINFORCEMENT
B. THE CONNECTION MECHANISM TO JOIN THE ANTI - FLOTATION BLOCK WITH THE RISER SECTION
5. IF THE ANTI - FLOTATION BLOCK IS PRECAST AS PART OF THE RISER BASE SECTION, THE ENTIRE PRECAST RISER
BOX STRUCTURE SHALL HAVE A SHIPPING WEIGHT OF 31,019 LBS. THE STRUCTURE WEIGHT SHALL BE THE
SHIPPING WEIGHT AND SHALL BE DETERMINED BY SUBTRACTING THE WEIGHT OF THE FACTORY BLOCK OUTS FROM
THE GROSS STRUCTURE WEIGHT. THIS INFORMATION SHALL BE SHOWN ON THE SHOP DRAWINGS SUBMITTED TO THE
ENGINEER FOR REVIEW. IF THE CONTRACTOR OPTS TO CAST -IN -PLACE THE ANTI - FLOTATION BLOCK, THE
CONTRACTOR SHALL ENSURE THE WEIGHT OF THE ENTIRE RISER STRUCTURE IS EQUAL TO THE MINIMUM LISTED
ABOVE.
6. THE RISER BOX JOINTS SHALL BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO ASTM -C990- LATEST.
IF NECESSARY, THE CONTRACTOR SHALL INCORPORATE A WATERSTOP INTO THE RISER BOX JOINT TO ENSURE A
WATERTIGHT CONNECTION. THE CONTRACTOR SHALL PARGE JOINTS ON BOTH THE INSIDE AND OUTSIDE WITH
NON- SHRINK GROUT.
7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS TO THE ENGINEER FOR
REVIEW. CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH IS PROVIDED WITHIN THE TRASH RACK (SEE DETAIL
FOR LOCATION) THAT WILL ALLOW FOR FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL ALSO PROVIDE A
CHAIN AND LOCK FOR SECURING THE ACCESS HATCH. NOTE THE ACCESS HATCH SHALL LINE UP WITH THE
ACCESS STEPS AFTER INSTALLATION.
8. ALL POURED CONCRETE SHALL MEET THE FOLLOWING SPECIFICATIONS UNLESS OTHERWISE NOTED:
- MINIMUM 3000 PSI (28 DAY)
-SLUMP = 3" - 5"
- ENTRAINED AIR = 5% - 7%
PLEASE NOTE NO CONCRETE SHALL BE POURED WHEN THE AMBIENT AIR TEMPERATURES ARE EXPECTED TO BE
ABOVE 85F OR BELOW 40F. CAST -IN -PLACE CONCRETE SHALL BE "WET CURED" AFTER FINISHING FOR A MINIMUM
OF 48 HOURS.
9. GEOTEX11LE FABRIC FOR THE 36 "0 RCP OUTLET BARREL JOINTS SHALL BE MIRAFI 180N OR ENGINEER APPROVED
EQUAL (NON -WOVEN FABRIC)
10. STORMWATER FACILITY EMERGENCY DRAW DOWN IS VIA AN 8 "0 PLUG VALVE. THE VALVE SHALL BE A M &H STYLE
820 X- CENTRIC VALVE OR APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE WITH AWWA C -504 SEC. 5.5, AND
SHALL BE OPERABLE FROM TOP OF OUTLET STRUCTURE VIA A HAND WHEEL (SEE DETAIL SHEET SW-1C). THE
CONTRACTOR SHALL PROVIDE A REMOVABLE VALVE WRENCH WITH A HAND WHEEL ON TOP FOR OPERATION OF THE
8 "0 PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING THE WRENCH TO THE TRASH
RACK.
i
r
WATER QUALPIY POND *I` PLAN VIEW
1 " =20'
(SPREADER (SEE DETAIL SHEET SW -1 E)
LEVEL SPREADER LIP I ELEV. = 341.83
/ )WQ STORM PI KFLO W I I 0.11 I I CFS
3 FT WIDE LAYER OF #57
STONE (4- INCHES DEEP)
° UNDERDRAIN WITH FILTER FABRIC
G-/ (SEE DETAIL SHEET SW -1E)
I I
L OP
TRAPEZOIDAL BYPASS CHANNEL I
1 / BOTTOM WIDTH = 5 FT
SIDE SLOPES = 2:1 I
34 / /MINIMUM DEPTH 1 FT
IG� I I
VELOCITY DISSIPATER \ /
NCDOT
9'W CLASS 22" RTIHICKP \ \
/ \ \ D50 = 6" /
I\ (SEE DETAIL SHEET SW-1D) /\
I \I I
ENDWALL PER NCDOT STD. 838.80
! INV. OUT (36 "0 RCP) = 343.00 \ \
I 43 LF 36 "0 CLASS III \ -
/ I 0 -RING RCP ® 1.167 i
/ PRECAST RISER OUTLET STRUCTURE \
/ SHAPE = SQUARE
IINTERNAL DIMENSIONS = 5 FT. x 5 FT. \
TOP OF RISER = 349.00
/ (2) 2.5' WEIR = 348.20 \ \
/ INVERT OUT (36 "0 0 -RING RCP) = 343.50
(SEE DETAIL ON SHEET SW -1B)
10 -FT AQUATICG SHELF
FROM TEL. 345 5 TO 3 6.5 NOTE:
/® 10:1 SLOPE (TO BE �INSTALLED I RETAINING WALLS DESIGNED BY OTHERS.
AROU D SWM PERIM7R) SEE GENERAL NOTES 9 THROUGH 12.
I I
/ / I
I I I 1
STORMW�ATER
55. 0 MAINTE ANCE AND
50. o� ACCES EASEM< NT
l / 50' URN
' TRANSITI N gsl
TW =355 0
BU l'D
BW= 349200
I
n0 I \ GRAPHIC SCALE
=�ao nn
I \
I \
I / 1
1 50' N!EUSE
\
RIVER
/ I BUF ER
/ I �
i
20 0 10 20 40
1 inch = 20 ft.
14 - S P - 0 1 8
HTE#: 14 -1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION

0
L
cna
0
�r
0
V,
rn
TOP OF HANDWHEEL TO
EXTEND 1 -FOOT ABOVE APPROXIMATE LOCATION
TRASH RACK OF EXISTING GROUND
(2) 2.5' LONG WEIR TRASH RACK
INV. = 348.20 CONCRETE COLLAR
TOP OF DAM EL. = 350.50 (SEE DETAIL) (TO BE CONSTRUCTED IN 10.0' MIN ►I PROPOSED GRADE
THE FIELD BY THE CONTRACTOR,
100 -YEAR STORM EL. = 349.44 SEE DETAIL ON SHEET SW-1B) 10 -YEAR STORM EL. = 348.92 1 3 3
5 -YEAR STORM EL. = 348.73 _� 1
2 -YEAR STORM EL. = 348.39 6" COVER
1-YEAR STORM EL. = 348.24 a (MIN.)
o
NORMAL WATER SURFACE EL. = 346.00
-
a
0 0
43 LF CLASS III 36 "0 0 -RING RCP ® 1.16% FLOW► �° C
4 0 /
4 a a aJ a a 4 a
J4 4 a 4 4 4 4 J 4
36 "0 0 -RING RCP INVERT EL. 343.50 4 a 4 4 4 4/ 4 o o
0 0
8 "0 EMERGENCY DIP DRAIN J / 4 v a 4 ° / a 4 4 a 4 0 0
WITH TRASH RACK a ° 4 4 a 4 a J J ° ° 4 a 4 4
(SEE DETAIL SHEET SW -1C) 4a 4 4 4 a / 2.0 MIN_ 4 qO / O O
7>41
/ 4a 1 I I
8" DIP DRAWDOWN
PROPOSED GRADE NV.IN ( ®3 50 00%) III III 1" THICK JOINT
- - - - -E 5.0 MINI
1
ANTI FLOTATION FILLi MAT RIAL IKEY TRENCH (SEE BERM AND SOIL-
/ BLOCK II A DOUBLE LAYER OF
8 PLUG VALVE. THE VALVE SHALL BE A COMPACTION SPECIFICATIONS, DETAIL NON -WOVEN GEOTEXTILE FABRIC CONCRETE CRADLE
M &H STYLE 820 X- CENTRIC VALVE OR - SHEET SW -1) KEY TRENCH TO BE_, SHALL BE PLACED AROUND EACH (SEE DETAIL SHEET SW -1D)
APPROVED EQUAL. THIS VALVE SHALL BE CONTRACTOR SHALL FORM INVERT OF 36 "0 CLASS III 0 -RING RCP PROVIDED PER THE DIRECTION OF
IN ACCORDANCE WITH AWWA C -504 SEC. - RISER STRUCTURE TO DRAIN THE SITE GEOTECHNICAL ENGINEER JOINT OF THE 36 "0 0 -RING
INVERT = 343.50
5.5, AND SHALL BE OPERABLE FROM TOP POSITIVELY TO INVERT OF OUTLET RCP BARREL IN 2' WIDE STRIPS
CENTERED ON JOINT.
OF OUTLET STRUCTURE VIA A HANDWHEEL. BARREL USING NON- SHRINK GROUT PERMANENT DAM CROSS SECTION
N.T.S.
3j "L x f'O GRADE 8
STAINLESS STEEL
CONCRETE LAG
SCREW
18 "X4 "X"
GALVANIZED STEEL
STRAP (4 PER
RISER JOINT)
3.0"
RISER JOINT CONNECTION DETAIL
N.T.S.
NOTES:
1. CONCRETE ANTI- FLOTATION BLOCK TO BE PROVIDED WITH MINIMUM
TEMPERATURE AND SHRINKAGE STEEL REINFORCEMENT.
2. TRASH RACKS NOT SHOWN FOR CLARITY.
8" DIP DRAII
W/ TRASH RACI
(SEE DETAIL 01
SHEET SW -3C
8 "4 PLUG VALVE. THE VALVE
SHALL BE A M &H STYLE 820
X- CENTRIC VALVE OR
APPROVED EQUAL. THIS VALVE
SHALL BE IN ACCORDANCE
WITH AWWA C -504 SEC. 5.5,
AND SHALL BE OPERABLE
FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL.
'ROVIDE
NE
=D IN THE FIELD
1R, SEE DETAIL)
PERMANENT OUTI.E'f STRUCTURE DETAILS
N.T.S.
NOTES:
1. ALL REBAR TO BE #4 REBAR.
2. ALL REBAR AND ANGLES TO BE HOT- DIPPED GALVANIZED AND BE PROVIDED WITH AN
EPDXY COATING.
3. THE HOT- DIPPED, GALVANIZED 2 "x2 "x1/4" ANGLES SHALL BE WELDED TO THE REBAR
TRASH RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE
RISER WITH ANGLES SITTING DIRECTLY ON TOP OF RISER.
8.4'
1.05'
NOTE:
1. ALL REBAR TO BE #4 REBAR.
3" CLEARANCE TO
OUTSIDE OF #4 REBAR)
1.0'
THE BOLD LINETYPE DENOTES =
THE ACCESS HATCH TO BE
PROVIDED BY THE TRASH RACK
FABRICATOR (SEE ITEM 7 -
"OUTLET STRUCTURE MATERIAL
SPECIFICATIONS" ON SHEET
SW-1A)
m
a V a
a
3" CLEARANCE TO
OUTSIDE OF #4 REBAR)
L]
a \
4 (36 "0 0 -RING RCP
71 IT—
\ / L
a
INV. = 348.20
(2) 2.5' LONG WEIR
INV. = 348.20
6.0'
4
5.0'
d
I 2.5' -►I
TOP OF RISER EL. = 349.00
L)
d
CONCRETE COLLAR
a d
d
d
(TO BE CONSTRUCTED IN THE
4
a
FIELD BY THE CONTRACTOR
a
(SEE DETAIL)
O
d
(2) 2.5' LONG WEIR
INV. = 348.20
5.5'
o
d
36 "0 0 -RING
RCP
"4
FLOW
36 0 -RING
RCP
8.'0'
4
o
d
a
d
4
d
d
a
INVERT EL. 343.50
d
^ a
d
d
0.5'
4
<
d d
4
4
4
4
L) 4
4
d a 4
d 4
d d 4
d
4
d4
d
d
4
4
4 d
d 4
4
Q d
24"
° d d d
2.0'
a
a
a d
PRECASTER SHALL PROVIDE
a
d
a
a
a
d a
A BLOCK OUT FOR THE
d
Ll d d
a
d
d d
a
d
36 "0 0 -RING RCP
a a d
a
d
8" DIP DRAIN
CONCRETE ANTI - FLOTATION
W/ TRASH RACK
BLOCK
CONCRETE
CONTRACTOR SHALL FORM (SEE DETAIL ON
8"0 DIP DRAIN PIPE
8 "0 DIP DRAIN ANTI - FLOTATION
INVERT OF RISER STRUCTURE SHEET SW -1C)
CONTRACTOR SHALL CORE -DRILL
8" PLUG VALVE. THE VALVE
W/ TRASH RACK BLOCK
TO DRAIN POSITIVELY TO
THE HOLE FOR THE 8 "0 DIP PIPE
SHALL BE A M &H STYLE 820
(SEE DETAIL ON
INVERT OF OUTLET BARREL
CONTRACTOR SHALL SEAL
IN THE FIELD. PRECASTER SHALL
X- CENTRIC VALVE OR
SHEET SW -1C)
USING NON- SHRINK GROUT
THE PIPE PENETRATION
OMIT REINFORCEMENT IN THIS
APPROVED EQUAL. THIS VALVE
USING A RUBBER BOOT
AREA
SHALL BE IN ACCORDANCE
AND STAINLESS STEEL
WITH AWWA C -504 SEC. 5.5,
HARDWARE
AND SHALL BE OPERABLE
FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL.
PERMANENT OUTI.E'f STRUCTURE DETAILS
N.T.S.
NOTES:
1. ALL REBAR TO BE #4 REBAR.
2. ALL REBAR AND ANGLES TO BE HOT- DIPPED GALVANIZED AND BE PROVIDED WITH AN
EPDXY COATING.
3. THE HOT- DIPPED, GALVANIZED 2 "x2 "x1/4" ANGLES SHALL BE WELDED TO THE REBAR
TRASH RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE
RISER WITH ANGLES SITTING DIRECTLY ON TOP OF RISER.
8.4'
1.05'
NOTE:
1. ALL REBAR TO BE #4 REBAR.
3" CLEARANCE TO
OUTSIDE OF #4 REBAR)
1.0'
THE BOLD LINETYPE DENOTES =
THE ACCESS HATCH TO BE
PROVIDED BY THE TRASH RACK
FABRICATOR (SEE ITEM 7 -
"OUTLET STRUCTURE MATERIAL
SPECIFICATIONS" ON SHEET
SW-1A)
m
a V a
a
3" CLEARANCE TO
OUTSIDE OF #4 REBAR)
L]
a \
4 (36 "0 0 -RING RCP
71 IT—
\ / L
ENDWALL PER
NCDOT STD. 838.80
36 "0 CLASS III 0 -RING RCP
INVERT = 343.00
1. REMOVED TOPSOIL SHALL BE STOCKPILED
FOR USE IN PLANTING (SEEDING) THE DAM
EMBANKMENT ONCE FINAL GRADES (AS
SHOWN ON THE GRADING PLAN) HAVE BEEN
ESTABLISHED WITH COMPACTED FILL. PRIOR
TO TOPSOIL INSTALLATION, THE CONTRACTOR
SHALL SCARIFY THE TOP 2- TO 3- INCHES
OF THE BERMN SECTION TO PROMOTE
BONDING OF THE TOPSOIL WITH THE
COMPACTED FILL. THE TOPSOIL DEPTH SHALL
RANGE FROM 3- TO 4- INCHES ON THE DAM
EMBANKMENT.
VELOCITY DISSIPATOR
NCDOT CLASS 'B' RIPRAP
18'L X 9'W X 22" THICK
D50 = 6"
(SEE DETAIL SHEET SW -1D)
i
SPILLWAY FILTER
(SEE DETAIL SHEET SW -1D)
11.9 LF
2x2x1/4
11.9 LF ANGLE
2 %2 %1 /4"
ANGLE
lI IJI \IVI' - I1-w- 1 VI\ II IL
ACCESS HATCH
RISER TRASH RACK DETAIL
N.T.S.
3" CLEARANCE TO
OUTSIDE OF #4 REBAR)
5.8'
a
CONCRETE ANTI - FLOTATION
BLOCK
5.2" 4.6' 5.2"
14 - S P - 0 1 8
HTE 14 -1 682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner
Date
3" ANCHOR DEPTH
PRECAST
STRUCTURE
WALL
#4 REBAR ANCHORS
CONTRACTOR SHALL
DRILL INTO PRECAST
STRUCTURE WALL AND
SET ANCHORS USING
EPDXY GROUT
#4 REBAR TRASH RACK (ABOVE)
ANCHOR TRASH RACK TO MANHOLE WALL
WITH FOUR EQUALLY SPACED HOT- DIPPED
GALVANIZED STEEL CLAMPS. EACH CLAMP
ATTACHED TO MANHOLE RISER BY
2- 4"x1/4" CONCRETE ANCHOR BOLTS
EACH CLAMP TO BE COATED W/ AN
EPDXY COATING.
1' DEPTH 3000 PSI CONCRETE COLLAR
(MIN. 28 DAY STRENGTH)
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
5.5" CENTER TO
CENTER
0 -RING
RCP
d a = 12" ANCHOR DEPTH
4 � I 4
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
36" o CONCRETE COLLAR DETAEL
N.T.S.
#4 REBAR ANCHORS.
CONTRACTOR SHALL DRILL
INTO PRECAST BASE AND SET
ANCHORS USING EPDXY GROUT
CONCRETE ANTI - FLOTATION
BLOCK
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
a
4
d
L)
d
d
a d
d
d
4
a
ENDWALL PER
NCDOT STD. 838.80
36 "0 CLASS III 0 -RING RCP
INVERT = 343.00
1. REMOVED TOPSOIL SHALL BE STOCKPILED
FOR USE IN PLANTING (SEEDING) THE DAM
EMBANKMENT ONCE FINAL GRADES (AS
SHOWN ON THE GRADING PLAN) HAVE BEEN
ESTABLISHED WITH COMPACTED FILL. PRIOR
TO TOPSOIL INSTALLATION, THE CONTRACTOR
SHALL SCARIFY THE TOP 2- TO 3- INCHES
OF THE BERMN SECTION TO PROMOTE
BONDING OF THE TOPSOIL WITH THE
COMPACTED FILL. THE TOPSOIL DEPTH SHALL
RANGE FROM 3- TO 4- INCHES ON THE DAM
EMBANKMENT.
VELOCITY DISSIPATOR
NCDOT CLASS 'B' RIPRAP
18'L X 9'W X 22" THICK
D50 = 6"
(SEE DETAIL SHEET SW -1D)
i
SPILLWAY FILTER
(SEE DETAIL SHEET SW -1D)
11.9 LF
2x2x1/4
11.9 LF ANGLE
2 %2 %1 /4"
ANGLE
lI IJI \IVI' - I1-w- 1 VI\ II IL
ACCESS HATCH
RISER TRASH RACK DETAIL
N.T.S.
3" CLEARANCE TO
OUTSIDE OF #4 REBAR)
5.8'
a
CONCRETE ANTI - FLOTATION
BLOCK
5.2" 4.6' 5.2"
14 - S P - 0 1 8
HTE 14 -1 682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner
Date
3" ANCHOR DEPTH
PRECAST
STRUCTURE
WALL
#4 REBAR ANCHORS
CONTRACTOR SHALL
DRILL INTO PRECAST
STRUCTURE WALL AND
SET ANCHORS USING
EPDXY GROUT
#4 REBAR TRASH RACK (ABOVE)
ANCHOR TRASH RACK TO MANHOLE WALL
WITH FOUR EQUALLY SPACED HOT- DIPPED
GALVANIZED STEEL CLAMPS. EACH CLAMP
ATTACHED TO MANHOLE RISER BY
2- 4"x1/4" CONCRETE ANCHOR BOLTS
EACH CLAMP TO BE COATED W/ AN
EPDXY COATING.
1' DEPTH 3000 PSI CONCRETE COLLAR
(MIN. 28 DAY STRENGTH)
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
5.5" CENTER TO
CENTER
0 -RING
RCP
d a = 12" ANCHOR DEPTH
4 � I 4
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
36" o CONCRETE COLLAR DETAEL
N.T.S.
#4 REBAR ANCHORS.
CONTRACTOR SHALL DRILL
INTO PRECAST BASE AND SET
ANCHORS USING EPDXY GROUT
CONCRETE ANTI - FLOTATION
BLOCK
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION

L
0
c
a
0
0
.r
0
#6 REBAR
PERIMETER FRAME
4" x 4" 6/6 WELDED WIRE
FABRIC (EACH SIDE & TOP OF
CAGE)
18" (TYP.)
2.03'
4" ANCHOR DEPTH
CONTRACTOR SHALL
DRILL INTO PRECAST
EXTENDED BASE AND
SET ANCHORS USING
EPDXY GROUT
" MIN
G
2 LF
8"0 DIP
°
°
d d4
d
0.86'
(CENTER TO CENTER)
(CENTER TO CENTER)
4" x 4" 6/6 WELDED WIRE
FABRIC (EACH SIDE & TOP OF
CAGE)
CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
0
° "'-8" PLUG VALVE. THE VALVE
° SHALL BE A M &H STYLE 820
X- CENTRIC VALVE OR
d ENGINEER APPROVED EQUAL.
° THIS VALVE SHALL BE IN
ACCORDANCE WITH AWWA
C -504 SEC. 5.5, AND SHALL
BE OPERABLE FROM TOP OF
OUTLET STRUCTURE VIA A
HANDWHEEL. #6 REBAR PERIMETER FRAME
8 "0 DIP DRAIN PIPE
CONTRACTOR SHALL CORE -DRILL
THE HOLE FOR THE 8 "0 DIP IN
THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
AREA.
2.00'
8 "o EMERGENCY DIP DRAIN TRASHRACK DETAILS
N.T.S.
NOTES:
1. CONTRACTOR SHALL PROVIDE A JOINT IN THE OUTLET BARREL NO
MORE THAN 5 -FT FROM THE RISER.
CONTRACTOR SHALL SHAPE
INVERT FOR POSITIVE FLOW
°
4
°
d
°a I
I
d d d
I
I
I
Q
d
°
CONCRETE
ANTI - FLOTATION
BLOCK
d 44 d
1" THICK JOINT
FILLER MATERIAL
°
NOTES:
INSTALL ALL STEPS PROTRUDING 4"
FROM INSIDE FACE OF STRUCTURE WALL.
d
z
co
d
4
d
CONFIGURATION, OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED
4
l..4 z
°
PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE
Q
<
d
A
36 "0 O -RING RCP
FLOW -
1" THICK JOINT
FILLER MATERIAL
4
d
°
d
°
4 �
d d d
4
0
CONCRETE ANTI - FLOTATION
BLOCK
n
RISER BARREL /CRADLE CONNECTION DETAM
N.T.S.
ONTRACTOR SHALL PROVIDE STEPS IN
CCORDANCE WITH NCDOT STD. 840.66.
TEPS SHALL BE PLACED AT 16" O.C.
3" THICK CONCRETE PAD
INVERTED INTAKE
CONTRACTOR SHALL PROVIDE CITY OF
DURHAM WATER -TIGHT AND LOCK -DOWN
MANHOLE FRAME AND COVER WITH INSET
FLUSH WITH STRUCTURE TOP. MANHOLE
LID SHALL ALIGN WITH MANHOLE STEPS.
d
d
CONTRACTOR SHALL SHAPE
INVERT FOR POSITIVE FLOW
12 "0 0 -RING RCP
FLOW
4
d
INV. (OUT) = 344.75
AWERTED INTAKE OLT= STRUCiUM
N.T.S.
8 "0 DIP DRAIN PIPE
CONTRACTOR SHALL CORE -DRILL
THE HOLE FOR THE 8 "0 DIP IN
THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
AREA
6" MIN. WALL 8" PLUG VALVE. THE VALVE
THICKNESS SHALL BE A M &H STYLE 820
X- CENTRIC VALVE OR
APPROVED EQUAL. THIS VALVE
SHALL BE IN ACCORDANCE
WITH AWWA C -504 SEC. 5.5,
AND SHALL BE OPERABLE
FROM TOP OF OUTLET
m n STRUCTURE VIA A HANDWHEEL.
LE
2 LF 8 "0 DIP
CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
CONCRETE COLLAR (SEE DETAIL
SHEET SW -1B)
36 "0 O -RING RCP
FLOW ---►
°
4
I
° d
1" THICK JOINT
FILLER MATERIAL
5.0'
4.0'
o a
12" (TO
3" 4 OUTSIDE FACE) 4.0'
NORMAL POOL =
EL. 346.00
4 d O
4
4
INVERTED INTAKE
18" 3" THICK CONCRETE PAD
SECTION VIEW
�m
a
NOTES:
INSTALL ALL STEPS PROTRUDING 4"
FROM INSIDE FACE OF STRUCTURE WALL.
d d
z
co
C .
Q
CONFIGURATION, OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED
H Q
Q
l..4 z
°
PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE
USE OF SUCH STEPS.
<
d
A
���[�
r- -n (D
mz�
d
d
4
o
=n
oocn =z
sz
Lu
4
L
1" THICK JOINT
FILLER MATERIAL
4
d
°
d
°
4 �
d d d
4
0
CONCRETE ANTI - FLOTATION
BLOCK
n
RISER BARREL /CRADLE CONNECTION DETAM
N.T.S.
ONTRACTOR SHALL PROVIDE STEPS IN
CCORDANCE WITH NCDOT STD. 840.66.
TEPS SHALL BE PLACED AT 16" O.C.
3" THICK CONCRETE PAD
INVERTED INTAKE
CONTRACTOR SHALL PROVIDE CITY OF
DURHAM WATER -TIGHT AND LOCK -DOWN
MANHOLE FRAME AND COVER WITH INSET
FLUSH WITH STRUCTURE TOP. MANHOLE
LID SHALL ALIGN WITH MANHOLE STEPS.
d
d
CONTRACTOR SHALL SHAPE
INVERT FOR POSITIVE FLOW
12 "0 0 -RING RCP
FLOW
4
d
INV. (OUT) = 344.75
AWERTED INTAKE OLT= STRUCiUM
N.T.S.
8 "0 DIP DRAIN PIPE
CONTRACTOR SHALL CORE -DRILL
THE HOLE FOR THE 8 "0 DIP IN
THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
AREA
6" MIN. WALL 8" PLUG VALVE. THE VALVE
THICKNESS SHALL BE A M &H STYLE 820
X- CENTRIC VALVE OR
APPROVED EQUAL. THIS VALVE
SHALL BE IN ACCORDANCE
WITH AWWA C -504 SEC. 5.5,
AND SHALL BE OPERABLE
FROM TOP OF OUTLET
m n STRUCTURE VIA A HANDWHEEL.
LE
2 LF 8 "0 DIP
CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
CONCRETE COLLAR (SEE DETAIL
SHEET SW -1B)
36 "0 O -RING RCP
FLOW ---►
°
4
I
° d
1" THICK JOINT
FILLER MATERIAL
5.0'
4.0'
o a
12" (TO
3" 4 OUTSIDE FACE) 4.0'
NORMAL POOL =
EL. 346.00
4 d O
4
4
INVERTED INTAKE
18" 3" THICK CONCRETE PAD
SECTION VIEW
�m
a
NOTES:
INSTALL ALL STEPS PROTRUDING 4"
FROM INSIDE FACE OF STRUCTURE WALL.
d d
z
co
C .
STEPS DIFFERING IN DIMENSIONS,
CONFIGURATION, OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED
H Q
Q
l..4 z
THE ENGINEER WITH DETAILS OF THE
PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE
USE OF SUCH STEPS.
<
DOW
A
���[�
r- -n (D
mz�
o
=n
oocn =z
sz
Lu
=Mznm
L
yr,
<LL
I
= -QO
�0
yir
-
= Lu
n ay
-
m
4d d
tnH o f
z °cf)
d
<o
cn
..\
w�
o
z
12"
3"
0
PLAN
SIDE
ELEVATION
PLAN
SIDE
ELEVATION
m
N
d
e 4 e
az
4
cW
H
�_ 141 °
U-
a
I 1
CAST IRON
_I
CAST IRON
z N
G =
ELEVATION
ELEVATION
W
M
Q
CA z
4
cr 0
D
1 is"
v
r
#6 BAR OR
#8 BAR
Q cc
1 p
1 4 rr
GALV'D.
z co
m�
�co
z
N 0
T
T
�a
~ Z
M o
PLAN
POLYPROPYLENE
SIDE PLASTIC
J
N_
ELEVATION
COMPOSITE
PLAN
ELEVATION
w OaC
G
rl
yam„
�,I
REINFORCING STEEL
12'
ELEVATION
NOTE:
#3 DEFORMED
12
DO NOT USE IN
STEEL ROD
SECTION A -A
"
ELEVATION
SANITARY SEWER MANHOLES.
SHEET 1 OF 1
SHEET 1 OF 1
840-66
840.66
INVERTED INTAKE OUTLET
STRUCTURE
4" PVC CAP WITH
SCREW TYPE PLUG
SAW OFF 4'w i i mow/
TO ADJUSTED NORMAL POOL
FOLLOWING AS -BUILT SURVEY
EVALUATION BY DESIGN
ENGINEER
NANCE ACCESS STEPS
N.T.S.
4 � d
d 1201
4
4d 9
d
d 4
4
4 "0 PVC (SCI
4" PVC CAP WITH
SCREW TYPE PLUG
TOP = EL. 346.17
NORMAL POOL = EL. 346.00
INVERT = EL. 345.00
BOTTOM = EL. 344.17
4" PVC CAP WITH
2 "0 DRILLED ORIFICE
INVERTED INTAKE OZTi'l.ET DETAIL
N.T.S.
14 —SP -01 8
HTE#: 14-1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
4
A 4
d d
d d
A
4 d
a
d
4d d
4
e
d
4
12"
3"
d4
d4
d
e 4 e
4
d
12„
4 � d
d 1201
4
4d 9
d
d 4
4
4 "0 PVC (SCI
4" PVC CAP WITH
SCREW TYPE PLUG
TOP = EL. 346.17
NORMAL POOL = EL. 346.00
INVERT = EL. 345.00
BOTTOM = EL. 344.17
4" PVC CAP WITH
2 "0 DRILLED ORIFICE
INVERTED INTAKE OZTi'l.ET DETAIL
N.T.S.
14 —SP -01 8
HTE#: 14-1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
4
d d
4 � d
d 1201
4
4d 9
d
d 4
4
4 "0 PVC (SCI
4" PVC CAP WITH
SCREW TYPE PLUG
TOP = EL. 346.17
NORMAL POOL = EL. 346.00
INVERT = EL. 345.00
BOTTOM = EL. 344.17
4" PVC CAP WITH
2 "0 DRILLED ORIFICE
INVERTED INTAKE OZTi'l.ET DETAIL
N.T.S.
14 —SP -01 8
HTE#: 14-1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION

L
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0
C
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N
a
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�i
�r
0
�r
s
rn
;P
NO. 67 WASHED STONE
ENCASED IN NON –WOVEN
FILTER FABRIC (MIRAFI 18ON
OR EQUIVALENT)
–0"
PROPOSED GRADE
Jf1 1 MIN.
12 "0 RCP
FLOW
1' MIN.
NO. 67 WASHED STONE
ENCASED IN NON –WOVEN
FILTER FABRIC (MIRAFI 18ON
OR EQUIVALENT)
PHOLES ON EACH
SPILLWAY. INVERT
WEEPHOLES SHOULD
IN ABOVE THE INV
tNUWALL F'tK 12" RCP
NCDOT STD. 838.80
NOTE. 4" WEEPHOLES TO BE
PROVIDED WITH VARMIT GUARD
ON DOWNSTREAM SIDE AND
GALVANIZED HARDWARE CLOTH
ON UPSTREAM SIDE (Y4"
MAXIMUM OPENINGS)
HAVILAND DRAINAGE PRODUCTS
4" ALUMINUM ANIMAL GUARD
ITEM NUMBER 40160420
(OR ENGINEER APPROVED EQUIVALENT)
VARAMMI GUARD
N.T.S.
PROPOSED GRADE
- III —III III ..III
III= III -I1 ,MIN.I
36 "0 O –RING RCP
FLOW —
1' MIN.
T
NO. 67 WASHED STONE
ENCASED IN NON –WOVEN
FILTER FABRIC (MIRAFI 180N
OR EQUIVALENT). FILTER
FABRIC OVERLAP TO BE A
MINIMUM 2' IN THE
DOWNSTREAM DIRECTION.
:6" MIN:
ENDWALL PER
NCDOT STD. 838.80
ENDWALL PER
NCDOT STD. 838.80
I
4 "0 WEEPHOLES ON EACH
SIDE OF SPILLWAY. INVERT
OUT OF WEEPHOLES SHOULD
BE 2" MIN ABOVE THE INV
OF THE RCP
4 "0 PERFORATED
PVC W/ CAP ON
UPSTREAM END
12" RCP SPILLWAY FILTER DETAB.
N.T.S.
CONTRACTOR SHALL PROVIDE STEEL CLAMF
INSURE A WATERTIGHT SEAL BETWEEN
SPILLWAY FILTER NON –WOVEN FILTER FA
AND 36 "0 0 –RING RCP OUTLET BAF
ENDWALL PER NCDOT STD. 838.80
NOTE. 4" WEEPHOLES TO BE PROVIDED WITH
VARMIT GUARD ON DOWNSTREAM SIDE AND
GALVANIZED HARDWARE CLOTH ON UPSTREAM
SIDE (Y4" MAXIMUM OPENINGS). VARMINT GUARD
SHALL BE HAVILAND BRAND STEEL FINGER TYPE
OR ENGINEER APPROVED EQUIVALENT.
CONTRACTOR SHALL PROVIDE STEEL CLAMP TO
INSURE A WATERTIGHT SEAL BETWEEN THE
SPILLWAY FILTER NON –WOVEN FILTER FABRIC
AND 36 "0 0 –RING RCP OUTLET BARREL
6" MIN.
ENDWALL PER
NCDOT STD. 838.80
12"
NO. 67 WAS.—
IN NON –WOVEN FILTER FABRIC
(MIRAFI 180N OR EQUIVALENT)
ES ON EACH
-m ur- yr )rit-LWAY. INVERT
OUT OF WEEPHOLES SHOULD
BE 2" MIN ABOVE THE INV
OF THE 12" RCP
ENDWALL PER
NCDOT STD. 838.80
(2) 4" PERFORATED, CORRUG
PIPE (ADS N -12 OR APPROVI
EQUIVALENT)
ze °b. n oi��n onn
SPILLWAY FILTER DETAIL
N.T.S.
ENCASED .IN NON –WOVEN
FILTER FABRIC (MIRAFI 18ON
OR EQUIVALENT)
17 WASHED STONE
;ED IN NON –WOVEN
Z FABRIC (MIRAFI 180N
DU IVALENT)
CORRUGATED HDPE
PIPE (ADS N -12 OR APPROVED
EQUIVALENT)
BARREL PIPE FLOWABLE FILL CRADLE
CONSTRUCTION SEQUENCE
1. IF OPTION 9.1 IS CHOSEN FROM NOTE 9 OF THE CONSTRUCTION
SEQUENCE, THEN BRING GRADE OF DAM EMBANKMENT TO SPRINGLINE
OF PIPE ELEVATION. IF OPTION 9.2 IS CHOSEN FROM NOTE 9 OF THE
CONSTRUCTION SEQUENCE, THEN CONSTRUCT FORMWORK FOR FLOWABLE
FILL CRADLE ON EXISTING GRADE.
2. IF OPTION 9.1 IS CHOSEN FROM NOTE 9 OF THE CONSTRUCTION
SEQUENCE, THEN EXCAVATE TRENCH FOR CRADLE AND BARREL PER
DIMENSIONS ON DRAWINGS. IF OPTION 9.2 IS CHOSEN FROM NOTE 9 OF
THE CONSTRUCTION SEQUENCE, PROCEED TO STEP 3 BELOW.
3. PLACE BARREL PIPE ON CONCRETE BLOCKS TO GRADE. CONTRACTOR
SHALL WRAP JOINTS WITH 2 –FT WIDE STRIPS OF FABRIC AT THIS STEP.
4. PLACE FLOWABLE FILL FOR CRADLE FOR EACH SECTION FROM ONE
SIDE OF THE TRENCH. ALLOW FLOWABLE FILL TO FILL ENTIRE AREA
UNDER PIPE AND PIPE HAUNCHES AS TO LEAVE NO VOIDS UNDER THE
PIPE BEFORE PLACING FLOWABLE FILL ON THE OPPOSITE SIDE OF THE
TRENCH. PLACE ENTIRE CRADLE AS ONE LIFT (VERTICALLY) PER
DRAWINGS.
5. FLOWABLE FILL CRADLE MAY BE REPLACED PER RECOMMENDATION
FROM THE ON –SITE GEOTECHNICAL ENGINEER. ANY DEVIATION FROM
THIS DETAIL SHALL BE SUBMITTED TO AND REVIEWED BY THE DESIGN
ENGINEER PRIOR TO IMPLEMENTATION.
6. ALLOW CRADLE TO CURE FOR A MINIMUM OF 7 DAYS BEFORE ANY
VIBRATING COMPACTION EQUIPMENT IS USED IN THE VICINITY OF THE
BARREL PIPE.
7. TRENCH TO BE BACKFILLED IN 5" LIFTS WHEN COMPACTION IS BY
HAND. BACKFILL IS IN 8" LIFTS WHEN CONDUCTED BY MACHINE.
MINIMUM OF 2 FEET COVER MUST BE PRESENT ON 36 "0 RCP BEFORE
DRIVING OVER WITH HEAVY EQUIPMENT.
2
li
6" MIN.
80" MIN.
/ \ 18" TYP.
Id 36 "0 0 –RING RCP I °
° °e
l
° ♦ ° 1\ a d
° • d . / <
° \ d
° °
d ° a
a d ° ° 8
°a °
° ad ° ° d ° ° •d a° ° • . ° d .d • d
° ° . d ° ° ° • . . d
12" MIN. ° s ° • , •d d ` ° • • ° .
• • ° • d • . e a d • d° °
OPTION 9.1
1
1
(MIN.)
750 PSI FLOWABLE FILL
W CONCRETE CRADLE DETAEL
N. T. S.
NOTES:
1. A FILTER BLANKET IS TO BE INSTALLED BETWEEN THE RIPRAP AND
SOIL FOUNDATION. THE FILTER BLANKET WILL CONSIST OF A MINIMUM
4" THICK LAYER OF STONE ( NCDOT #57) UNDERLAIN WITH MIRAFI
FILTER WEAVE 700 OR APPROVED EQUIVALENT
ENDW/
NCDOT STD.
36 "0 0 –RING RCP
AL
18'
NCDOT CLASS "B" RIPRAP
18'L x 9'W x 22" THICI"
J^ 9
OP'T'ION 9.2
PER
TD. 838.80
OUTLET BARREL VELOCITY DISSIPATOR
N.T.S.
SOMON A A
]:22" LAYER OF
CLASS "B" RIPRAP
4 FILTER BLANKET
T
14 -SP -018
HTE #: 14-1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner
Date
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION

L
O
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a
04
0
0
V,
rn
GENERAL NOTES:
1. THE ARTICULATED CONCRETE LEVEL SPREADER STRUCTURE SHALL BE INSTALLED ON A
ZERO PERCENT GRADE.
2. THE FIBERGLASS ANGLE SHALL BE INSTALLED (BOLTED TO THE CONCRETE LEVEL
SPREADER STRUCTURE) ONLY AFTER A PRELIMINARY AS -BUILT (BASED ON A FIELD
SURVEY OF THE CONSTRUCTED CONDITION OF THE LEVEL SPREADER STRUCTURE) HAS
BEEN PREPARED AND SPECIFIC DIRECTION FROM THE DESIGN ENGINEER CONCERNING
THE INSTALLATION OF THIS ELEMENT HAS BEEN PROVIDED. THE FIBERGLASS ANGLE
SHALL BE SAWED -OFF TO THE LENGTHS SPECIFIED IN THE PLANS AND SHALL BE
INSTALLED PERFECTLY LEVEL AT THE ELEVATIONS SPECIFIED IN THE PLANS (OR AT THE
ADJUSTED ELEVATIONS SPECIFIED BY THE DESIGN ENGINEER).
3. UNLESS DIRECTED BY THE ONSITE GEOTECHNICAL ENGINEER, THE CONCRETE LEVEL
SPREADER STRUCTURE SHALL BE CONSTRUCTED ON UNDISTURBED SOIL, AND NOT ON
FILL.
4. THE CONCRETE FOR LEVEL SPREADER STRUCTURE SHALL BE MIN 3,000 PSI (28 DAY),
SHALL INCLUDE 5 -7% AIR ENTRAINMENT, AND SHALL BE PLACED WITH A 3 -5" SLUMP,
UNLESS OTHERWISE INDICATED OR DIRECTED BY THE DESIGN ENGINEER OR THE ONSITE
GEOTECHNICAL ENGINEER. CONCRETE TESTING SHALL BE PROVIDED WITH THE AS -BUILT
CERTIFICATION TO ENSURE THAT THE ABOVE REQUIREMENTS HAVE BEENACHIEVED.
5. ALL REINFORCING STEEL SHALL BE #4 CONFORMING TO ASTM A615, GRADE 60, AND
SHALL BE INSTALLED WITH A MINIMUM 3" CONCRETE COVER.
6. THE REINFORCED CONCRETE FOOTER SHALL BE PLACED FIRST, FOLLOWED BY THE
REINFORCED CONCRETE WALL. THE REINFORCED CONRETE CHEEK WALLS SHALL BE
PLACED AS AN INTEGRAL PART OF THE REINFORCED CONCRETE WALL.
7. THE TRIANGULAR CHANNEL SHALL BE CONSTRUCTED ON A ZERO PERCENT GRADE.
8. THE PERIMETER OF THE CHANNEL SHALL BE PLANTED WITH SOFT RUSH.
9. THE 3 -INCH LAYER OF #57 STONE SHALL BE UNDERLAIN WITH MIRAFI FILTERWEAVE
400 OR ENGINEER APPROVED EQUIVALENT.
3 -FOOT WIDE LAYER OF #57 STONE
(4- INCHES DEEP) UNDERLAIN WITH
MIRAFI FILTER WEAVE 700 OR
APPROVED EQUIVALENT
REINFORCED CONCRETE WALL
8"
8„ a I Q d d
a
a
a
8" d d 4 d d
4
° l
2"
EL. TOP OF CHEEKWALL = 342.00 - 2
EL. TOP OF ANGLE = 341.83
EL. TOP OF WALL = 341.67
2O 16"
d
EL. TOP OF FOOTER = 340.33
8" d
EL. BOTTOM OF FOOTER = 339.67
REINFORCED CONCRETE F vv In1lv
°C1A1C^°^CD CONCRETE WALL
REINFORCED CONCRETE FOOTING
d
ZY
a d
a
8"
f" BOLTS SET IN LAGSHIELDS
EI
CHEEKWALL (INSTALLED
CONTIGUOUSLY WITH
REINFORCED CONCRETE
WALL)
Q
a
11' -10"
a
10' CLEAR SPAN
d 4
d
FAJ
11' -6"
PLAN VIEW
CHANNEL SHALL BE PLANTED WITH
SOFT RUSH ON 2 -FOOT CENTERS
T AROUND PERIMETER OF CHANNEL
T 6' -
6 -FOOT WIDE (1 -FOOT DEEP) -
TRIANGULAR CHANNEL ® 0.00%
SLOPE PLANTED WITH SOFT RUSH - 8" (TYP) 20 "1 - 1= I� 12"
ON 2 -FT CENTERS AROUND -
PERIMETER OF CHANNEL % _ 3 ' •• ,
- REINFORCED NCRETE WALL
411
REINFORCED CONCRETE FOOTING
_ _ _ UNDISTURBED EARTH
–I — III — 24" -I I
LEVLE SPREADER CROSS- SECTION
NOTE:
THE PEAK FLOW TO THIS LEVEL SPREADER
FOR THE WATER QUALITY STORM EVENT IS
0.11 CFS.
LEVEL SPREADER DETAII.►S
N.T.S.
8"
a d d a
a d
4 d
d a a 4
a
4 d d d 4
4 d d
4 d
d a a
10"
4 "X4 "Xj" FIBERGLASS ANGLE (20 -FT
SECTIONS -TYP). THIS ITEM SHALL
BE INSTALLED ONLY AFTER A
PRELIMINARY AS -BUILT OF THE
CONSTRUCTED CONDITION OF THE
LEVEL SPREADER STRUCTURE HAS
REINFORCED CONCRETE WALL -\ BEEN COMPLETED BY THE DESIGN
ENGINEER.
d
a
a
d
a
REINFORCED CONCRETE
CHEEKWALL
REINFORCED CONCRETE
CHEEKWALL
11' -10"
Q
zzzzzzz
a a -
4 d 10' CLEAR SPAN a Q
4 Q d d 4 —
a
d d ° Q d d _-
4 < d d d a a a
d Q a
4 Q 4 d d Q 4
W —III— � III —III_ i � I III _III— I
- 11' -10" - III III III III III III III III I I �-
REINFORCED CONCRETE FOOTING PROFILE VIEW
1V CLEARSPAN LEVEL SPREADER STRUCTURE
N.T.S.
(2) #4 REBARS CONTINUOUS r #4 REBAR ® 18" O.C. 7 _\ I
#4 REBAR ® 18" O.C.
r (3) #4 REBARS CONTINUOUS
8" (TYP) 12"
a
8"
3" (TYP) a
4„ TYP 24"
2" DEEP
CONTINUOUS KEYWAY
FOOTING AND WALL CONNECTION /REINFORCEMENT DETAIL
4 "X4 "Xi" FIBERGLASS ANGLE (20 -FT
SECTIONS -TYP). THIS ITEM SHALL BE
INSTALLED ONLY AFTER A PRELIMINARY
AS -BUILT OF THE CONSTRUCTED CONDITION
OF THE LEVEL SPREADER STRUCTURE HAS
BEEN COMPLETED BY THE DESIGN ENGINEER.
EL. TOP OF ANGLE = 341.83
REINFORCED CONCRETE FOOTING
WATERPROOF CONCRETE
CAULK
" BOLTS SET IN LAGSHIELDS
REINFORCED CONCRETE
CHEEKWALL
/ ,-REINFORCED CONCRETE WALL
2"
d d
d -/ d 16°
a /
d °
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d ° 8"
d d
Q D
FIBERGLASS ANGLED INSTALLATION DETAM
N.T.S.
14 - S P - 0 18
HTE #: 14-1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT NO. M I H —1 4000
FILENAME: MIH14000 -SW1
DESIGNED BY: JAA /JCG
DRAWN BY: J C G
SCALE: AS NOTED
DATE` 06 -26 -14
SHEET NO.
SW -1E
�� MCADAMS
4
d
d
4
a
/
f" BOLTS SET IN LAGSHIELDS
EI
CHEEKWALL (INSTALLED
CONTIGUOUSLY WITH
REINFORCED CONCRETE
WALL)
Q
a
11' -10"
a
10' CLEAR SPAN
d 4
d
FAJ
11' -6"
PLAN VIEW
CHANNEL SHALL BE PLANTED WITH
SOFT RUSH ON 2 -FOOT CENTERS
T AROUND PERIMETER OF CHANNEL
T 6' -
6 -FOOT WIDE (1 -FOOT DEEP) -
TRIANGULAR CHANNEL ® 0.00%
SLOPE PLANTED WITH SOFT RUSH - 8" (TYP) 20 "1 - 1= I� 12"
ON 2 -FT CENTERS AROUND -
PERIMETER OF CHANNEL % _ 3 ' •• ,
- REINFORCED NCRETE WALL
411
REINFORCED CONCRETE FOOTING
_ _ _ UNDISTURBED EARTH
–I — III — 24" -I I
LEVLE SPREADER CROSS- SECTION
NOTE:
THE PEAK FLOW TO THIS LEVEL SPREADER
FOR THE WATER QUALITY STORM EVENT IS
0.11 CFS.
LEVEL SPREADER DETAII.►S
N.T.S.
8"
a d d a
a d
4 d
d a a 4
a
4 d d d 4
4 d d
4 d
d a a
10"
4 "X4 "Xj" FIBERGLASS ANGLE (20 -FT
SECTIONS -TYP). THIS ITEM SHALL
BE INSTALLED ONLY AFTER A
PRELIMINARY AS -BUILT OF THE
CONSTRUCTED CONDITION OF THE
LEVEL SPREADER STRUCTURE HAS
REINFORCED CONCRETE WALL -\ BEEN COMPLETED BY THE DESIGN
ENGINEER.
d
a
a
d
a
REINFORCED CONCRETE
CHEEKWALL
REINFORCED CONCRETE
CHEEKWALL
11' -10"
Q
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a a -
4 d 10' CLEAR SPAN a Q
4 Q d d 4 —
a
d d ° Q d d _-
4 < d d d a a a
d Q a
4 Q 4 d d Q 4
W —III— � III —III_ i � I III _III— I
- 11' -10" - III III III III III III III III I I �-
REINFORCED CONCRETE FOOTING PROFILE VIEW
1V CLEARSPAN LEVEL SPREADER STRUCTURE
N.T.S.
(2) #4 REBARS CONTINUOUS r #4 REBAR ® 18" O.C. 7 _\ I
#4 REBAR ® 18" O.C.
r (3) #4 REBARS CONTINUOUS
8" (TYP) 12"
a
8"
3" (TYP) a
4„ TYP 24"
2" DEEP
CONTINUOUS KEYWAY
FOOTING AND WALL CONNECTION /REINFORCEMENT DETAIL
4 "X4 "Xi" FIBERGLASS ANGLE (20 -FT
SECTIONS -TYP). THIS ITEM SHALL BE
INSTALLED ONLY AFTER A PRELIMINARY
AS -BUILT OF THE CONSTRUCTED CONDITION
OF THE LEVEL SPREADER STRUCTURE HAS
BEEN COMPLETED BY THE DESIGN ENGINEER.
EL. TOP OF ANGLE = 341.83
REINFORCED CONCRETE FOOTING
WATERPROOF CONCRETE
CAULK
" BOLTS SET IN LAGSHIELDS
REINFORCED CONCRETE
CHEEKWALL
/ ,-REINFORCED CONCRETE WALL
2"
d d
d -/ d 16°
a /
d °
d
a
a
d ° 8"
d d
Q D
FIBERGLASS ANGLED INSTALLATION DETAM
N.T.S.
14 - S P - 0 18
HTE #: 14-1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT NO. M I H —1 4000
FILENAME: MIH14000 -SW1
DESIGNED BY: JAA /JCG
DRAWN BY: J C G
SCALE: AS NOTED
DATE` 06 -26 -14
SHEET NO.
SW -1E
�� MCADAMS

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SPORMWATER WATER QUALTIY POND LANDSCAPE SPECIFICATIONS
LEGEND
QTY. SYM. SCIENTIFIC NAME COMMON NAME HATCH TYPE SPACING
SHALLOW WATER
184 IV IRIS VIRGINIANA BLUE FLAG IRIS
203 PC PONTEDERIA CORDATA PICKEREL WEED
151 ST SCHOENOPLECTUS SOFT —STEM BULRUSH
TABERNAEMONTANI
SHALLOW LAND
196 Al
202 EF
ASCLEPIAS INCARNATE SWAMP MILKWEED
EUPATORIADELPHUS
FI STU LOSU S
243 LC LOBELIA CARDINALIS
SEEDBED PREPARATION
JOE PYE WEED
CARDINAL FLOWER
4 —INCH CONTAINER
+ + + + + ++ 4 —INCH CONTAINER
4 —INCH CONTAINER
4 —INCH CONTAINER
O O 4 —INCH CONTAINER
4 —INCH CONTAINER
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL
CONDITIONS, IF AVAILABLE.
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3. REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE
REASONABLY SMOOTH AND UNIFORM.
4. PER ONE TIME ONLY, APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE
UNIFORMLY AND MIX WITH SOIL.
5. CONTINUE TILLAGE UNTIL A WELL— PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS
PREPARED 4 TO 6 INCHES DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER.
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN
THE PLANTING SEASON, IF POSSIBLE. AFTER PERMANENT COVER IS ESTABLISHED.
9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT
TEMPORARY SEEDING SCHEDULE
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
JAN 1 — MAY 1 RYE (GRAIN) 120 LBS /AC
KOBE LESPEDEZA 50 LBS /AC
MAY 1 — AUG 15 GERMAN MILLET 40 LBS /AC
AUG 15 — DEC 30 RYE (GRAIN) 120 LBS /AC
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB /AC GROUND AGRICULTURE LIMESTONE AND
750 LB /AC 10 -10 -10 FERTILIZER (FROM AUG 15 — DEC 30, INCREASE 10 -10 -10 FERTILIZER TO 1000 LB /AC).
MULCH
APPLY 4000 LB /AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING
TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
JAN 1 — AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE, AND MULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
AUG 15 — DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOP DRESS WITH 50 LB /AC
OF NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY COVER
BEYOND JUNE 15, OVERSEED WITH 50 LB /AC KOBE LESPEDEZA IN LATE FEBRUARY
OR EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT TO USE THE PERMANENT
SEEDING SCHEDULE.
PERMANENT SEEDING SCHEDULE (DAM EMBANKMENTS)
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
AUG 25 — OCT (BEST) TALL FESCUE 200 LBS /AC
FEB — APR 15 (POSSIBLE)
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 4,000 LB /AC GROUND AGRICULTURE LIMESTONE AND
1000 LB /AC 10 -10 -10 FERTILIZER.
MULCH
APPLY 4000 LB /AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING
TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE FOLLOWING YEAR; USE SOIL
TESTS OR APPLY 150 LB /AC 10 -10 -10 FERTLIZER. MOW REGULARLY TO A HEIGHT OF 2 -4 INCHES.
PERMANENT SEEDING SCHEDULE IS FOR SLOPES OF THE BASIN, TOP OF BERM, AND BASIN FLOOR.
24" O.C.
24" O.C.
24" O.C.
24" O.C.
24" O.C.
24" O.C.
PLANTING INSTRUCTIONS
PLANTING TECHNIQUES
A. Insure that roots, once removed from pot, are straightened and face downward.
B. Create planting area for each plant and excavate pit.
C. Place plants in pit insuring roots are facing completely downward.
D. Heel in soil arouond plant and proceed to next planting location.
E. Newly planted plants need to be fastened to the substrate for the establishment
of new roots.
F. Roots shall be spread in their normal position. All broken or frayed roots hall be
cut off cleanly.
G. The diameter of the pits for all vegetative stock shall be at least three times the
diameter of the root mass. Plant pit wall shall be scarified prior to plant
installation.
H. Set the plants upright, in the center of the pit. The bottom of the root mass
should be resting on undisturbed soil.
I. Place the backfill around the base and sides of the root mass, and work each
layer to settle backfill and to eliminate voids and air pockets. When pit is
approximately 2/3 full, water thoroughly before placing remainder of the backfill.
Water again after placing final layer of backfill.
J. Broken or damaged parts will be cut back to undamaged tissue, leaving as much
green basal tissue as possible above the roots. If more than fifty percent (50 %)
of the plant is damaged then contractor shall replace the plant.
CONTAINER STOCK / BARE ROOT
A. Stock shall have been grown in a container long enough for the root system to
have developed sufficiently to hold its soil together once removed from the
container.
B. Container plants will need to be watered regularly and placed in shady conditions
until planting occurs.
C. Bare root plants are for immediate planting, otherwise see D) below.
D. If bare roots specimens are not to be planted within four (4) days, temporary
holding of bare root specimens are to be covered entirely by a suitable medium
(etc. soil, sawdust, mulch or the like) and watered regularly so as to not dry out.
PLANT LOCATIONS
A. New plantings shall be located where shown on plan except where changes have
been made in proposed construction.
B. Necessary adjustments shall be made only after approval by the owner or the
owner's representative.
WATER
Water shall be potable and shall not contain elements toxic to plant life.
i
STORMW TER
/ MAINTENANCE AND
ACCE EASEMENT
S$
/ 50' UR AN 1
A 'TRANSIT, N
/I I BUFFEIY
I / I \
I
I /
I /
/ 1 50' N!EUSE
I RIVER
/ \ / BUFFER
WATER QUALITY POND ' 1' LANDSCAPE PLAN VIEW
1 " =20'
/ / I
/ I �
i
GRAPHIC SCALE
20 0 10 20 40
1 inch = 20 ft.
14-SP-018
HTE #: 14-1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
I'
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION

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STORMWATER MANAGEMENT FACILITY CONSTRUCTION SPECIFICATIONS
GENERAL NOTES
1. PRIOR TO CONSTRUCTION, ANY DISCREPANCIES IN THE PLANS AND NOTES SHALL BE BROUGHT TO THE DESIGN
ENGINEER'S ATTENTION IMMEDIATELY.
2. THE FINAL CERTIFICATION FOR THIS FACILITY WILL INCLUDE A CERTIFICATION BY THE ON -SITE GEOTECHNICAL
ENGINEER THAT THE PROJECT WAS CONSTRUCTED PER THE APPROVED PLANS. IT IS THE RESPONSIBILITY OF THE
CONTRACTOR TO COORDINATE WITH THE ON -SITE GEOTECHNICAL ENGINEER FOR OBSERVATION AND TESTING SUCH
THAT THE ON -SITE GEOTECHNICAL ENGINEER CAN CERTIFY THE CONSTRUCTION.
3. ALL CONSTRUCTION ACTIVITY RELATED TO THE PROPOSED STORMWATER MANAGEMENT FACILITY SHALL BE PER
THE DETAILS AND SPECIFICATIONS SHOWN IN THESE DRAWINGS. SOILS, COMPACTION, AND OTHER MISCELLANEOUS
DETAILS AND SPECIFICATIONS MAY BE MODIFIED PER THE RECOMMENDATIONS OF THE ON -SITE GEOTECHNICAL
ENGINEER. HOWEVER, PRIOR TO IMPLEMENTATION, THE DESIGN ENGINEER SHALL BE NOTIFIED OF ANY DEVIATION
FROM THESE DESIGN DRAWINGS, INCLUDING SHOP DRAWINGS FOR ANY PROPOSED MODIFICATION.
4. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLANTING PLAN /SCHEDULE.
PLEASE NOTE THAT NO TREES /SHRUBS OF ANY TYPE MAY BE PLANTED ON THE PROPOSED DAM EMBANKMENT
(FILL AREAS).
5. DURING THE INITIAL STAGES OF CONSTRUCTION, THE STORMWATER MANAGEMENT FACILITY MAY BE USED AS A
SEDIMENT BASIN FOR EROSION CONTROL PURPOSES. IF SO, THE CONTRACTOR SHALL FOLLOW THE GENERAL
CONSTRUCTION SEQUENCE BELOW:
5.1. THE CONTRACTOR SHALL CONSTRUCT THE ENTIRE FACILITY (PERMANENT OUTLET STRUCTURE, DAM, ETC.)
WITH THE EXCEPTION OF THE INTERIOR FINE GRADING FOR THE FACILITY. THE INTERIOR FINE GRADING WILL
BE CONSTRUCTED ONCE THE EROSION CONTROL PHASE IS COMPLETE.
5.2. THE TEMPORARY DRAW DOWN RISER (OR SKIMMER) SHALL BE CONNECTED TO THE PERMANENT 8 "0 DIP
DRAIN PIPE.
5.3. ONCE THE UPSTREAM DRAINAGE AREA IS STABILIZED AND THE EROSION CONTROL INSPECTOR APPROVES THE
REMOVAL OF THE SEDIMENT BASIN, THE CONTRACTOR SHALL REMOVE THE TEMPORARY DRAW DOWN RISER
(OR SKIMMER) AND CLEAN -OUT THE BASIN. ALL SEDIMENT, TRASH, ETC. SHALL BE DISPOSED OF PROPERLY
(I.E. - PLACED IN A LANDFILL) AND NOT STOCKPILED IN AN AREA WHERE WATER QUALITY COULD BE
ADVERSELY AFFECTED.
5.4. ONCE THE BASIN IS CLEANED OUT, AND ALL EROSION CONTROL DEVICES REMOVED, THE CONTRACTOR SHALL
CONSTRUCT THE INTERIOR GRADING SHOWN ON THIS SHEET.
5.5. ONCE THE GRADING IS COMPLETE, THE CONTRACTOR SHALL REQUEST AN ON -SITE INSPECTION AND AN
AS -BUILT SURVEY PRIOR TO INSTALLATION OF THE STORMWATER MANAGEMENT FACILITY PLANTS. IF THE
CONTRACTOR PLANTS THE PROPOSED VEGETATION PRIOR TO AN AS -BUILT SURVEY (AND SUBSEQUENT
APPROVAL), ANY CHANGES TO THE GRADING / RE- PLANTING OF PLANTS WILL BE AT THE CONTRACTOR'S
EXPENSE.
5.6. ONCE THE ENGINEER HAS APPROVED THE AS -BUILT GRADING, THE CONTRACTOR SHALL PLANT THE
PROPOSED STORMWATER MANAGEMENT FACILITY PLANTS SHOWN ON THE LANDSCAPE PLAN FOR THE
FACILITY. AFTER COMPLETION OF THE PLANTING, THE LANDSCAPE CONTRACTOR SHALL PROVIDE A LETTER TO
THE ENGINEER CERTIFYING THAT THE PLANTS HAVE BEEN INSTALLED PER THE APPROVED STORMWATER
MANAGEMENT FACILITY PLANTING PLAN.
6. IF THE INFILTRATION RATE IS GREATER THAN 0.01 IN /HR, IN ORDER TO HELP MAINTAIN A PERMANENT POOL, THE
CONTRACTOR WILL NEED TO INSTALL A CLAY LAYER A MINIMUM OF 1 -FOOT BELOW THE LOWEST GRADE OR
1 -FOOT BELOW THE BOTTOM ELEVATION OF THE ROOT BALL FOR THE PROPOSED PLANTINGS (WHICHEVER IS
GREATER). THE CLAY LINER SHALL BE AT LEAST 12" THICK AND MEET THE FOLLOWING SPECIFICATIONS:
6.1. UNIFIED SOIL CLASSIFICATION SYSTEM DESIGNATION OF CL, CH, ML
6.2. MINIMUM PLASTICITY INDEX OF 12
6.3. MINIMUM OF 2 TESTS OF EACH ABOVE PARAMETER SHALL BE COMPLETED BY THE CONTRACTOR ON THE
LINER MATERIAL AND PRESENTED TO THE ON -SITE GEOTECHNICAL ENGINEER FOR APPROVAL. SHOULD THESE
TESTS NOT MEET THE ABOVE REQUIREMENTS, THE ON -SITE GEOTECHNICAL ENGINEER MAY PROVIDE
PERMEABILITY TESTING DEMONSTRATING AN INFILTRATION RATE OF NO MORE THAN 0.01 IN /HR
6.4. COMPACTION TO A MINIMUM OF 95% PER ASTM D698 AND WITHIN 3% OF THE OPTIMUM MOISTURE CONTENT
(1 COMPACTION DENSITY TEST PER 2500 SQ.. FT.)
7. DUE TO THE RELATIVITY OF THE ESTIMATED SEASONAL HIGH GROUNDWATER AND THE PERMANENT POOL OF THIS
FACILITY, THERE IS A POSSIBILITY THAT SEEPAGE OF THE GROUNDWATER COULD IMPACT THE FUNCTIONALITY OF
THE STORMWATER FACILITY. THE GEOTECHNICAL ENGINEER SHALL PROVIDE TESTING AND CONFIRM THAT SEEPAGE
FROM THE GROUNDWATER IS LESS THAN 0.01 CFS. IF THE RATE OF SEEPAGE IS GREATER THAN 0.01 CFS, THE
CONTRACTOR WILL NEED TO INSTALL A CLAY LINER PER THE SPECIFICATIONS PROVIDED ABOVE.
8. THE CLAY LINER SHALL BE PLACED UNDER THE BOTTOM OF THE FACILITY (AS NECESSARY) AND UNDER THE SIDE
SLOPES UP TO THE PROPOSED NORMAL WATER SURFACE ELEVATION (NWSE). CARE SHALL BE TAKEN NOT TO
PUNCTURE OR DAMAGE THE CLAY LINER DURING CONSTRUCTION. A CLAY /SOIL MIXTURE MAY BE USED IF THE
ABOVE SPECIFICATIONS ARE SATISFIED AND WITH WRITTEN APPROVAL BY THE PROJECT GEOTECHNICAL ENGINEER.
IF IT IS DETERMINED BY THE ON -SITE GEOTECHNICAL ENGINEER THAT A LINER IS NOT NEEDED, THEN A LETTER
TO THE DESIGN ENGINEER CERTIFYING THE INFILTRATION RATE SHALL BE PROVIDED, WHICH WILL BE USED DURING
THE AS -BUILT CERTIFICATION PROCESS.
9. THE RETAINING WALL ALIGNMENT SHOWN ON THESE PLANS DEPICTS THE LOCATION OF THE FRONT FACE OF THE
RETAINING WALL AT THE BOTTOM.
10. THE RETAINING WALL IS TO BE A DESIGN -BUILD PROJECT(S) BY THE CONTRACTOR. IT SHALL BE THE
CONTRACTOR'S RESPONSIBILITY TO OBTAIN FINAL CONSTRUCTION DRAWINGS FROM A REGISTERED PROFESSIONAL
ENGINEER AND GAIN ALL REQUIRED PERMITS NECESSARY FOR THE CONSTRUCTION OF THE RETAINING WALL.
11. THE RETAINING WALL SHALL BE ASSUMED TO BE BACKFILLED WITH OFF -SITE BORROW MATERIAL OR PROCESSED
FILL UNLESS CONTRACTOR CAN PROVIDE OWNER WITH CONFIRMATION FROM THE GEOTECHNICAL ENGINEER AND
THE RETAINING WALL DESIGNER THAT READILY AVAILABLE ON -SITE SOILS CAN BE USED.
12. THE TOP AND BOTTOM OF WALL ELEVATIONS SHOWN ON THESE PLANS IDENTIFY FINISHED GRADE ELEVATIONS
ONLY. THE EXTENT THAT THE RETAINING WALL WILL BE EXTENDED BELOW GRADE TO THE FOOTING SHALL BE
IDENTIFIED ON THE RETAINING WALL CONSTRUCTION DRAWINGS.
13. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. IF THE EXISTING SOIL LAYER ALONG THE FOREBAY
BERM IN THE PROPOSED WET POND AFTER CONSTRUCTION / COMPACTION IS NOT DETERMINED SUITABLE BY A
LANDSCAPE PROFESSIONAL FOR THE WETLAND PLANTINGS, THEN THE CONTRACTOR SHALL AMEND THE PLANTING
AREA OF THE WET POND AS DIRECTED BY A LANDSCAPE PROFESSIONAL.
14. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON THE DAM EMBANKMENT ONCE
FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FILL. PRIOR TO
TOPSOIL INSTALLATION, THE CONTRACTOR SHALL SCARIFY THE THE TOP 2 " -3" OF THE BERM SECTION TO
PROMOTE BONDING OF THE TOPSOIL WITH THE COMPACTED FILL. THE TOPSOIL DEPTH SHALL RANGE FROM 3 " -4"
ON THE DAM EMBANKMENT. PLEASE NOTE THE STOCKPILED TOPSOIL SHALL BE AMENDED, AS DIRECTED BY A
LANDSCAPE PROFESSIONAL, PRIOR TO INSTALLATION ON THE EMBANKMENT.
15. IT IS ANTICIPATED THAT DEWATERING WILL BE NECESSARY IN THE EXCAVATION AREAS (E.G. - EMBANKMENT SUB
GRADE, INTERIOR PORTIONS OF THE STORMWATER FACILITY, KEY TRENCH, ETC.). THEREFORE, THE CONTRACTOR
SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING EQUIPMENT, ETC.. NEEDED FOR REMOVAL OF
WATER FROM VARIOUS PARTS OF THE STORMWATER FACILITY SITE. DURING PLACEMENT OF FILL WITHIN THESE
AREAS, THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE BOTTOM OF THE EXCAVATION /
CONSTRUCTION AREAS. THE MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE EXCAVATION
BOTTOM AND SIDE SLOPES ARE STABLE, WITH NO SEDIMENT DISCHARGED FROM THE SITE (I.E. PUMPED WATER
MAY NEED TO BE DIRECTED TO AN APPROVED EROSION CONTROL DEVICE SUCH AS A DIRT BAG (ACF
ENVIRONMENTAL), OR ENGINEER APPROVED EQUIVALENT, PRIOR TO DISCHARGE).
BERM AND SOIL COMPACTION SPECIFICATIONS
1. PRIOR TO CONSTRUCTION, THE ON -SITE GEOTECHNICAL ENGINEER SHALL IDENTIFY BORROW / FILL AREAS AND
VERIFY THEIR SUITABILITY FOR USE WITHIN THE DAM EMBANKMENT. ALSO, THE ON -SITE GEOTECHNICAL
ENGINEER SHALL PERFORM STANDARD PROCTORS ON THE PROPOSED BORROW MATERIAL TO ENSURE THAT
OPTIMUM MOISTURE CONTENT AND COMPACTION CAN BE ACHIEVED / CONTROLLED DURING CONSTRUCTION.
2. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW AREAS APPROVED
BY THE ON -SITE GEOTECHNICAL ENGINEER. THE FILL MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD,
STONES GREATER THAN 6 ", AND FROZEN OR OTHER OBJECTIONABLE MATERIAL. THE FOLLOWING SOIL TYPES ARE
SUITABLE FOR USE AS FILL WITHIN THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL.
3. FILL PLACEMENT FOR THE EMBANKMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT (UNCOMPACTED). EACH LIFT
SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM
SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL
PLACEMENT. FILL MATERIAL ADJACENT TO ALL SPILLWAY AND DRAINAGE STRUCTURES SHALL BE PLACED IN
4 -INCH (UNCOMPACTED) LIFTS AND HAND - COMPACTED TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS
AS THE ENTIRE EMBANKMENT.
4. ALL FILL SOILS USED IN THE EMBANKMENT CONSTRUCTION SHALL BE COMPACTED TO AT LEAST 95% OF THE
STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM -698). THE FILL SOILS SHALL BE COMPACTED AT A MOISTURE
CONTENT WITHIN -1 TO +3 PERCENT OF ITS OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE
PERFORMED BY THE ON -SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY THAT THE PROPER
COMPACTION LEVEL HAS BEEN REACHED. THE FILL SHOULD BE COMPACTED USING A SHEEPSFOOT TYPE
COMPACTOR. IN ORDER TO PREVENT DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE
UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE.
5. THE DESIGN ENGINEER SHALL BE PROVIDED WITH REPORTS AND CERTIFICATION, BY THE ON -SITE GEOTECHNICAL
ENGINEER, THAT THE GEOTECHNICAL ASPECTS OF THE FACILITY HAVE BEEN CONSTRUCTED PER PLAN. THESE
REPORTS AND CERTIFICATION WILL BE NEEDED DURING THE AS -BUILT CERTIFICATION PROCESS FOR THIS
STORMWATER FACILITY. THEREFORE, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE TESTING
AND OBSERVATION WITH THE ON -SITE GEOTECHNICAL ENGINEER.
6. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE RECOMMENDED LEVEL OF
COMPACTION IS ACHIEVED DURING CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FOR
EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL OR AS RECOMMENDED BY THE ON -SITE
GEOTECHNICAL ENGINEER.
7. TESTING WILL BE REQUIRED ALONG THE 24 "0 RCP OUTLET BARREL AT A FREQUENCY OF ONE TEST PER 25 LF
OF PIPE PER VERTICAL FOOT OF FILL OR AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER.
STATEMENT OF RESPONSIBILITY
1. ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THE STORMWATER MANAGEMENT FACILITIES SHALL BE THE
RESPONSIBILITY OF THE OWNER, PER THE EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR THIS
FACILITY.
CONSTRUCTION SEQUENCE
1. PRIOR TO CONSTRUCTION, THE OWNER SHALL OBTAIN A LAND DISTURBING (GRADING) PERMIT AND AN "APPROVAL
TO CONSTRUCT" FROM THE TOWN OF CARY AND ALL OTHER NECESSARY PERMITS FROM APPLICABLE AGENCIES
(E.G. 404 / 401 PERMITS)
2. INSTALL ALL SEDIMENT AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT AND EROSION CONTROL
PLAN. THE CONTRACTOR SHALL MAINTAIN ALL APPROVED SEDIMENT AND EROSION CONTROL MEASURES
THROUGHOUT THE ENTIRE PROJECT, AS REQUIRED. THE CONTRACTOR SHALL RECEIVE APPROVAL FROM THE EROSION
CONTROL INSPECTOR, AS REQUIRED BY GOVERNING AGENCIES, PRIOR TO ANY CLEARING.
3. CLEAR AND GRUB AREA WITHIN THE LIMITS OF THE PROPOSED DAM CONSTRUCTION. ALL TREES AND THEIR ENTIRE
ROOT SYSTEMS MUST BE REMOVED FROM THE DAM FOOTPRINT AREA AND BACKFILLED WITH SUITABLE SOIL
MATERIAL. THE BACKFILLED AREAS SHALL BE COMPACTED TO THE SAME STANDARDS AS THE DAM EMBANKMENT.
THE REMAINING AREA OF THE EMBANKMENT SHALL BE STRIPPED TO A SUITABLE DEPTH AS DIRECTED BY THE
ON -SITE GEOTECHNICAL ENGINEER. ANY RESIDUAL SOILS TO BE LEFT IN PLACE MUST BE WELL SCARIFIED TO
PROMOTE BONDING OF THE NEW EMBANKMENT FILL. NO EMBANKMENT MATERIAL SHALL BE PLACED FOR THE DAM
OR KEY TRENCH UNTIL APPROVAL OF THE DAM SUBGRADE / TRENCH IS OBTAINED FROM THE ON -SITE
GEOTECHNICAL ENGINEER.
4. EXCAVATE FOR THE NEW KEY TRENCH ALONG THE CENTERLINE OF THE PROPOSED DAM EMBANKMENT. THE TRENCH
SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING GRADE OR 2 FT BELOW THE 24 "0 RCP OUTLET BARREL AND
SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1
(H: V). THE KEY TRENCH SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN ITEM 4 OF THE SECTION
TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS." DEPENDING UPON ON -SITE SOIL CONDITIONS ENCOUNTERED
DURING EXCAVATION, THE ON -SITE GEOTECHNICAL ENGINEER MAY VARY THE DEPTH AND DIMENSIONS OF THE KEY
TRENCH AS DEEMED NECESSARY. THE ON -SITE GEOTECHNICAL ENGINEER SHALL RETAIN DOCUMENTATION OF ANY
VARIATION FOR FUTURE AS -BUILT SUBMITTALS TO THE TOWN OF CARY.
5. BEGIN PLACEMENT OF BACKFILL WITHIN THE KEY TRENCH. THE KEY TRENCH SHALL BE COMPACTED TO THE
SPECIFICATIONS LISTED ITEM 4 OF THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS. " THE KEY
TRENCH SHALL BE TESTED PER THE SPECIFICATIONS LISTED IN THAT SECTION.
6. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY PIPES SHOULD BE EVALUATED BY THE
ON -SITE GEOTECHNICAL ENGINEER TO ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE SUBGRADE
LEVEL. SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE ENCOUNTERED ALONG THE PIPE ALIGNMENTS,
THESE MATERIALS SHOULD BE UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER. THE UNDERCUT
MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL FILL, LEAN CONCRETE OR FLOWABLE
FILL AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER.
7. IN ORDER TO HELP PROTECT THE SOIL SUBGRADE FROM DETERIORATION (DUE TO EXPOSURE, RAINFALL, SEEPAGE,
AND RUNOFF) BEFORE THE CRADLE CAN BE POURED, IT IS STRONGLY RECOMMENDED THAT A 3" TO 4" THICK
CONCRETE MUD MAT BE POURED OVER THE SUBGRADE ONCE IT IS APPROVED BY THE ON -SITE GEOTECHNICAL
ENGINEER. THE MUD MAT WILL ALSO PROVIDE BEARING FOR THE BLOCKS THAT TEMPORARILY SUPPORT THE
SPILLWAY PIPE UNTIL THE CRADLE CAN BE POURED. THE METHOD OF BLOCK SUPPORT FOR THE PIPE PROPOSED
BY THE CONTRACTOR SHOULD BE SUBMITTED TO THE JOHN R. McADAMS COMPANY FOR REVIEW.
8. BEGIN CONSTRUCTION OF THE NEW EMBANKMENT. FILL MATERIALS SHALL BE PLACED IN MAXIMUM 8" THICK LIFTS
PRIOR TO COMPACTION, UNLESS DIRECTED OTHERWISE BY THE ON -SITE GEOTECHNICAL ENGINEER. FILL LIFTS SHALL
BE CONTINUOUS OVER THE ENTIRE LENGTH OF FILL. IF IT IS NECESSARY, THE EMBANKMENT FILL MATERIAL WILL BE
OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO FINAL GRADE IN ORDER TO ACHIEVE PROPER COMPACTION.
9. AS CONSTRUCTION OF THE EMBANKMENT MOVES FORWARD, IT WILL BE NECESSARY TO INSTALL THE CONCRETE
CRADLE. THIS MAY BE CONSTRUCTED USING ONE OF THE FOLLOWING METHODS:
9.1. IF THE PROPOSED STRUCTURAL FILL MATERIAL IS UTILIZED AS THE FORMWORK FOR THE CONCRETE CRADLE,
THEN THE STRUCTURAL FILL SHOULD BE INSTALLED AND COMPACTED UP TO THE TOP OF CONCRETE CRADLE
ELEVATION. ONCE THE STRUCTURAL FILL REACHES THE NEXT DOWNSTREAM JUNCTION BOX OR HEADWALL AND
IS COMPACTED TO THE ELEVATION OF THE TOP OF THE CONCRETE CRADLE, EXCAVATE THE CONCRETE CRADLE
TRENCH PER THE PROVIDED DETAILS AND CONSTRUCT THE CONCRETE CRADLE AS PER THE PROVIDED
CONCRETE CRADLE DETAIL.
9.2. IF THE PROPOSED STRUCTURAL FILL IS NOT UTILIZED AS THE FORMWORK FOR THE CONCRETE CRADLE, THEN
PRIOR TO CONSTRUCTING THE STRUCTURAL FILL EMBANKMENT, THE FORMWORK FOR THE CONCRETE CRADLE
SHOULD BE INSTALLED ON EXISTING GROUND AND / OR THE MUD MAT. THE CONCRETE CRADLE SHALL BE
CONSTRUCTED PER THE PROVIDED DETAILS.
10. INSTALL RISER / BARREL ASSEMBLY, ALONG WITH THE EMERGENCY DRAIN SYSTEM. THE DRAIN VALVE LOCATED
WITHIN THE RISER BOX SHALL BE KEPT OPEN UNTIL AN AS -BUILT CERTIFICATION HAS BEEN COMPLETED BY THE
ENGINEER AND AN APPROVAL TO IMPOUND HAS BEEN ISSUED BY ALL APPLICABLE AGENCIES.
11. INSTALL 24" RCP OUTLET BARREL SPILLWAY FILTER FROM THE DETAILS SHOWN ON SHEET SHEET SW -2D.
12. CONSTRUCT EMBANKMENT PER SPECIFICATIONS LISTED IN THE SECTION TITLED "BERM AND SOIL COMPACTION
SPECIFICATIONS" AND REQUIREMENTS OF THE ON -SITE GEOTECHNICAL ENGINEER. ALL CHARACTERISTICS OF THE
EMBANKMENT FILL MATERIAL SHALL MEET THE STANDARDS SET FORTH IN "BERM AND SOIL COMPACTION
SPECIFICATIONS ", INCLUDING COMPACTION AND MOISTURE REQUIREMENTS. IF NECESSARY TO ACHIEVE PROPER
COMPACTION, THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO
PROPER FINAL GRADE. ANY HAND COMPACTION ACTIVITIES AROUND SPILLWAY OR DRAIN STRUCTURES SHALL BE
CONDUCTED IN 4 -INCH LOOSE LIFTS AND BE TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE
ENTIRE EMBANKMENT. ALL COMPACTION AND MOISTURE TESTING SHALL BE CARRIED OUT AS DIRECTED BY THE
ON -SITE GEOTECHNICAL ENGINEER AND AS LISTED IN THE SECTION TITLED "BERM AND SOIL COMPACTION
SPECIFICATIONS ".
13. UPON COMPLETION OF DAM EMBANKMENT, PROMPTLY STABILIZE AND SEED DAM EMBANKMENT PER SEEDING
SCHEDULE.
14. SCHEDULE A FINAL AS -BUILT INSPECTION AND AS -BUILT SURVEY WITH THE ENGINEER. AN AS -BUILT INSPECTION
SHOULD BE SCHEDULED A MINIMUM OF 60 DAYS BEFORE A PERMIT TO IMPOUND IS REQUIRED. ANY COMMENTS OR
DEFICIENCIES IN THE DAM CONSTRUCTION MUST BE CORRECTED TO THE SATISFACTION OF THE ENGINEER AND
OWNER BEFORE CERTIFICATION SHALL BE GRANTED. UPON FINAL APPROVAL FROM THE TOWN OF CARY, CLOSE THE
8 "0 BOTTOM DRAIN VALVE IN THE RISER BOX AND BEGIN IMPOUNDING WATER. NO WATER SHALL BE IMPOUNDED
BEFORE AN APPROVAL TO IMPOUND IS ISSUED FROM THE TOWN OF CARY.
OUTLET STRUCTURE MATERIAL SPECIFICATIONS
1. THE 24 "0 RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, MEETING THE REQUIREMENTS
OF ASTM C76- LATEST. THE PIPES SHALL HAVE CONFINED 0 -RING RUBBER GASKET JOINTS MEETING ASTM
C- 443 - LATEST. THE PIPE JOINTS SHALL BE TYPE R -4.
2. THE STRUCTURAL DESIGN FOR THE 4' X 4' (INTERNAL DIMENSIONS) RISER BOX WITH EXTENDED BASE SHALL BE
BY OTHERS. PRIOR TO ORDERING THE STRUCTURES, THE CONTRACTOR SHALL PROVIDE, TO THE DESIGN ENGINEER
FOR REVIEW, SHOP DRAWINGS AND SUPPORTING STRUCTURAL CALCULATIONS SEALED BY A P.E. REGISTERED IN
NORTH CAROLINA DEMONSTRATING THE PERTINENT VERTICAL LOADS ARE SUPPORTED BY THE CONCRETE RISER
STRUCTURE.
3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. STEPS SHALL BE PROVIDED
ON THE INNER WALL OF THE RISER BOX. STEPS SHALL BE IN ACCORDANCE WITH NCDOT STD. 840.66. PLEASE
REFER TO SHEET SW -2B FOR LOCATION OF THE RISER STEPS.
4. THE CONCRETE ANTI - FLOTATION BLOCKS SHALL BE PRECAST AS THE EXTENDED BASE OF THE RISER BOX DURING
FABRICATION. THE PRECAST BASE SHALL BE INCLUDED AS PART OF THE SHOP DRAWINGS THAT WILL BE
SUBMITTED TO THE ENGINEER FOR REVIEW (SEE ITEM 2 ABOVE). IN LIEU OF A PRE -CAST BASE, THE CONTRACTOR
MAY OPT TO CAST -IN -PLACE THE ANTI - FLOTATION BLOCK IN THE FIELD. HOWEVER, PRIOR TO CONSTRUCTING THE
CAST -IN -PLACE BASE, THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE ENGINEER FOR REVIEW
DENOTING THE FOLLOWING:
A. STEEL REINFORCEMENT
B. THE CONNECTION MECHANISM TO JOIN THE ANTI - FLOTATION BLOCK WITH THE RISER SECTION
5. IF THE ANTI - FLOTATION BLOCK IS PRECAST AS PART OF THE RISER BASE SECTION, THE ENTIRE PRECAST RISER
BOX STRUCTURE SHALL HAVE A SHIPPING WEIGHT OF 19,810 LBS. THE STRUCTURE WEIGHT SHALL BE THE
SHIPPING WEIGHT AND SHALL BE DETERMINED BY SUBTRACTING THE WEIGHT OF THE FACTORY BLOCK OUTS FROM
THE GROSS STRUCTURE WEIGHT. THIS INFORMATION SHALL BE SHOWN ON THE SHOP DRAWINGS SUBMITTED TO THE
ENGINEER FOR REVIEW. IF THE CONTRACTOR OPTS TO CAST -IN -PLACE THE ANTI - FLOTATION BLOCK, THE
CONTRACTOR SHALL ENSURE THE WEIGHT OF THE ENTIRE RISER STRUCTURE IS EQUAL TO THE MINIMUM LISTED
ABOVE.
6. THE RISER BOX JOINTS SHALL BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO ASTM -C990- LATEST.
IF NECESSARY, THE CONTRACTOR SHALL INCORPORATE A WATERSTOP INTO THE RISER BOX JOINT TO ENSURE A
WATERTIGHT CONNECTION. THE CONTRACTOR SHALL PARGE JOINTS ON BOTH THE INSIDE AND OUTSIDE WITH
NON- SHRINK GROUT.
7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS TO THE ENGINEER FOR
REVIEW. CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH IS PROVIDED WITHIN THE TRASH RACK (SEE DETAIL
FOR LOCATION) THAT WILL ALLOW FOR FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL ALSO PROVIDE A
CHAIN AND LOCK FOR SECURING THE ACCESS HATCH. NOTE THE ACCESS HATCH SHALL LINE UP WITH THE
ACCESS STEPS AFTER INSTALLATION.
8. ALL POURED CONCRETE SHALL MEET THE FOLLOWING SPECIFICATIONS UNLESS OTHERWISE NOTED:
- MINIMUM 3000 PSI (28 DAY)
-SLUMP = 3" - 5"
- ENTRAINED AIR = 5% - 7%
PLEASE NOTE NO CONCRETE SHALL BE POURED WHEN THE AMBIENT AIR TEMPERATURES ARE EXPECTED TO BE
ABOVE 85F OR BELOW 40F. CAST -IN -PLACE CONCRETE SHALL BE "WET CURED" AFTER FINISHING FOR A MINIMUM
OF 48 HOURS.
9. GEOTEX11LE FABRIC FOR THE 24 "0 RCP OUTLET BARREL JOINTS SHALL BE MIRAFI 180N OR ENGINEER APPROVED
EQUAL (NON -WOVEN FABRIC)
10. STORMWATER FACILITY EMERGENCY DRAW DOWN IS VIA AN 8 "0 PLUG VALVE. THE VALVE SHALL BE A M &H STYLE
820 X- CENTRIC VALVE OR APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE WITH AWWA C -504 SEC. 5.5, AND
SHALL BE OPERABLE FROM TOP OF OUTLET STRUCTURE VIA A HAND WHEEL (SEE DETAIL SHEET SW -2C). THE
CONTRACTOR SHALL PROVIDE A REMOVABLE VALVE WRENCH WITH A HAND WHEEL ON TOP FOR OPERATION OF THE
8 "0 PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING THE WRENCH TO THE TRASH
RACK.
FIELD LOCATED
- - � TOP OF BANK � / / � � / / -
// 50' NEUSE - - - - - - - -
RIVER
Ile
/ / / -�� / / BUFFER
TRAPEZOIDAL BYPASS CHANNEL -
BOTTOM WIDTH = 5 FT _ _ _ _
SIDE SLOPES = 2:1 �\
MINIMUM DEPTH = 1 FT /
-3- FT WIDE LAYER OF #57 � / \ � - - - - - - -
/� STONE (4- INCHES DEEP) \ ^\
UNDERDRAIN WITH FILTER FABRIC i
(SEE DETAIL SHEET SW -2E)
/ - - - - - VELOCITY DISSIPATOR /
NCDOT CLASS 'A' RIPRAP" , -10' SOLID MASONARY BLOCK LEVEL
8'L X 6'W X 9" THICK / ' , , SPREADER (SEE DETAIL SHEET SW -2E) -
/
D50 = 3 LEVEL SPREADER LIP ELEV. = 360.83 _
-(SEE DETAIL SHEET SW -2D) - WO STORM PEAK FLOW = 0.04 CFS _
k � ' / / �
ENDWALL PER NCDOT STD. 838.80 ENDWALL PER NCDOT STD. 838.80
/ I / INV. OUT (24" RCP) = EL. 362.00 - - - - - - - / / - - INV. OUT (24" RCP) = EL. 361.00 - - - - - 50' URBAN - - -
TRANSITION
BUFFER
+ 360 N ` _� 40 LF 12 "0 0 -RING
39 LF 24 "0 CLASS III / - - - _ M cc `� _ - - \ RCP ® 3.13%
0 -RING RCP 0 1.30% �� / �ti - �� (JOINTS WRAPPED - - - - - - -
\ IN GEOTEXTILE FABRIC)_ - - -
I 364 3ro
IRA _ - _ - Two v
i
I I uft
2 s
1 I \V I I V V°A 6�
\I I 12 S I I B Tvq 31
3 8
l 1 o
�M`OI :I
363 / _ 7 -
\� 362
360.5 II
/S DIMEN I
I I \ \ \ \ \ F REBA
\ \\ A .9
W =37
V v A\ V\ I \50' NEUSE
\\ \ V A \V
RIVER
BUFFER
W 3 9.9
\ \ \ \ \ \ \V A \ � v \ \ \ \ �\" NOTE:
\ \ \ \ \ \ \ \ \ STORMWATER \ \ \ \ RETAINING WALLS DESIGNED BY OTHERS.
\� \ MAINTENANCE AND­, \ \ \ \ \ SEE GENERAL NOTES 9 THROUGH 12.
ACCESS EASEMENT \ \ \ \
\ \ \ \ V AAA
FIELD LOCATED-
'TOP of BANK
WETLAND '2' PLAN VFW
1 " =20'
i
i
i
STPEET „
i
�I w
w
Iii E-►
ICI W I
GRAPHIC SCALE
20 0 10 20 40
1 inch = 20 ft.
14 - S P - 0 1 8
HTE#: 14 -1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION

L
0
c
r
a
co
to
9
0
O
N
a,
rn
APPROXIMATE LOCATION OF
EXISTING GROUND
TOP OF DAM EL. = 368.00
100 -YEAR STORM EL. = 366.82
10 -YEAR STORM EL. = 366.60
5 2 0 ORIFICE INVERTED INTAKE
-YEAR STORM EL. = 366.10
EL. = 364.50
2 -YEAR STORM EL. = 365.49 SEE DETAIL ON SHEET
1 -YEAR STORM EL. = 365.06 (SW -2C)
WQV WATER SURFACE EL. = 364.41
NORMAL WATER SURFACE EL. = 363.50
24 "0 O -RING RCP INVERT EL. = 362.50
8"0 EMERGENCY DIP DRAIN
WITH TRASH RACK
(SEE DETAIL SHEET SW -B3)
8" DIP DRAWDOWN
DRAIN (0 0.009)
INV. = 362.50
CONCRETE -
ANTI- FLOTATION BLOCK
F
3j "L x f "0 GRADE 8
G STAINLESS STEEL
CONCRETE LAG
SCREW
18 "X4 "X"
" GALVANIZED STEEL
° STRAP (4 PER
Ia I RISER JOINT)
3.0"
RISER JOINT CONNECTION DETAIL
N.T.S.
NOTES:
1. CONCRETE ANTI - FLOTATION BLOCK TO BE PROVIDED WITH MINIMUM
TEMPERATURE AND SHRINKAGE STEEL REINFORCEMENT.
2. TRASH RACKS NOT SHOWN FOR CLARITY.
3. THE NUMBER OF GUIDES FOR THE VALVE STEM SHALL BE
DETERMINED IN THE FIELD BY THE CONTRACTOR. THE VALVE STEM
MUST BE OPERABLE FROM THE TOP OF THE RISER VIA THE
HANDWHEEL WITH AN INSIGNIFICANT AMOUNT OF PLAY IN THE VALVE
STEM.
4. CONTRACTOR SHALL PROVIDE A JOINT IN THE OUTLET BARREL NO
MORE THAN 5 -FT FROM THE RISER.
5.0'
4.0'
2 "0 ORIFICE INVERTED INTAKE
EL. = 364.50
SEE DETAIL ON SHEET
(SW -2C)
d°
CONTRACTOR SHALL
PROVIDE STEPS IN
ACCORDANCE WITH NCDOT
STD. 840.66. STEPS SHALL
BE PLACED AT 16" O.C. d
8 "0 DIP DRAIN _
W/ TRASH RACK /
(SEE DETAIL SHEET
SW -2C)
4
20" d
d
CONCRETE
ANTI-FLOTATION
BLOCK
24" CLASS III
0 -RING RCP
INVERT = 362.50
4 d
°
d 4 °
d
a
-TOP OF HANDWHEEL TO EXTEND
1 -FOOT ABOVE TRASH RACK
CONCRETE COLLAR
"AM" ftftwft (TO BE CONSTRUCTED IN THE FIELD BY
M-M MN-ft THE CONTRACTOR - SEE DETAIL) COMPACTED BERM SECTION
�- TRASH RACK � (SEE BERM AND SOIL
1� (SEE DETAIL) � 10 FT. WIDE MINIMUM COMPACTION SPECIFICATIONS 7-
� � ON SHEET SW -2A)
"UNION ft-ft
PROPOSED GRADE
JJ 3 -� 3 1
6" COVER 1 �, 6" COVER
(MIN.) � (MIN.)
a
C
- - - - - - - - - -
- - - - - - - - - - - - - - - - -
0
47 LF 24 "0 0 -RING RCP ® 2.139 FLOW
--m- UNMAN MANAN
4q 4
fiq 4 / 44 J a / a 4 a 4 4 O
01 4 4 4 a 4 1 / a 4 4
---- - a J
- -J ----t-
4 - --
4 a J - - - -- 4------- - -�- -- -- a -� ----- - - - - -- 4 -v �+ -- 4- a
J / a / 4 4 a 4 4 q 4 J 4 a J Jq/ 4 Q' 4 J q1 / / a q
4 e' 2.0' MIN - 4 J 4 a/
a a III
4 1" THICK JOINT FILLER MATERIAL -
KEY TRENCH (SEE BERM AND -
A F � A � A
1 SOIL COMPACTION SPECIFICATIONS,
5.0' MIN DETAIL SHEET SW -2A)
24" CLASS III O -RING RCP - KEY TRENCH TO BE PROVIDED
INVERT = 362.,50 PER THE DIRECTION OF THE SITE SPILLWAY FILTER
GEOTECHNICAL ENGINEER
8" PLUG VALVE. THE VALVE SHALL BE -I - (SEE DETAIL SHEET SW -2D)
A M &H STYLE 820 X- CENTRIC VALVE CONTRACTOR SHALL FORM INVERT
OR APPROVED EQUAL. THIS VALVE OF RISER STRUCTURE TO DRAIN CONCRETE CRADLE
SHALL BE IN ACCORDANCE WITH AWWA BARREL USING INVERT
N NR SH OUTLET PEI MANENT DAM CROSS SEMON (SEE DETAIL SHEET SW -2D)
C -504 SEC. 5.5, AND SHALL BE
OPERABLE FROM TOP OF OUTLET N.T.S.
STRUCTURE VIA A HANDWHEEL.
8" DIP DRAIN
W/ TRASH RACK
(SEE DETAIL SHEET
SW -2C)
6.27'
0.50'
°
d
8.0'
d d d 4 4
° d
1.5' 1.5' 2S 0, 1.5'
d d a
LJ d ° °
PRECASTER SHALL PROVIDE
A BLOCK OUT FOR THE
24 "0 0 -RING RCP
\- CONCRETE CRADLE
a ° d (SEE DETAIL SHEET SW -2D)
d 4
a ° d
L7 4 d
d °
24 "0 0 -RING RCP
8.0' 5.0' ° d FLOW
d 4
4 d d
d
d °
d Q
d d
a d
d °
d d
°d d
d d
1.5'
a
CONCRETE COLLAR
rrntiTQer'T0P cues 1 pRrnnnP
(TO BE CONSTRUCTED IN THE FIELD
° BY THE CONTRACTOR -SEE
DETAIL)
\-8"0 PLUG VALVE. THE VALVE
SHALL BE A M &H STYLE 820
X- CENTRIC VALVE OR
APPROVED EQUAL. THIS VALVE
SHALL BE IN ACCORDANCE
WITH AWWA C -504 SEC. 5.5,
AND SHALL BE OPERABLE
FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL.
TOP OF HANDWHEEL TO EXTEND
1 -FOOT ABOVE TRASH RACK
TOP OF RISER EL. = 366.60
VALVE STEM GUIDE
(SEE NOTE #3)
2 "0 ORIFICE INVERTED INTAKE
EL. = 364.50
SEE DETAIL ON SHEET
(SW -2C)
INVERT EL. = 362.50
!I
C
4 1.67' ° d
o
0
0
O
a
d d
4
4
d d
CONTRACTOR SHALL PROVIDE STEPS IN
ACCORDANCE WITH NCDOT STD. 840.66.
STEPS SHALL BE PLACED AT 16" O.C.
CONCRETE COLLAR
(TO BE CONSTRUCTED IN THE
FIELD BY THE CONTRACTOR
(SEE DETAIL)
4
4
4
4
d
24"0 O -RING
a RCP
d FLOW
8" DIP DRAIN a ° d 'PRECASTER SHALL PROVIDE
d d W/ TRASH RACK Q A BLOCK OUT FOR THE
(SEE DETAIL ° Q ° 24 "0 0 -RING RCP
SHEET SW -2C)
CONCRETE ANTI - FLOTATION
BLOCK
CONTRACTOR SHALL FORM CONTRACTOR SHALL SEAL 8" PLUG VALVE. THE VALVE
INVERT OF RISER STRUCTURE THE PIPE PENETRATION 8 "0 DIP DRAIN PIPE SHALL BE A M &H STYLE 820
TO DRAIN POSITIVELY TO USING A RUBBER BOOT CONTRACTOR SHALL CORE -DRILL X- CENTRIC VALVE OR
INVERT OF OUTLET BARREL AND STAINLESS STEEL THE HOLE FOR THE 8 "0 DIP PIPE APPROVED EQUAL. THIS VALVE
USING NON- SHRINK GROUT HARDWARE IN THE FIELD. PRECASTER SHALL SHALL BE IN ACCORDANCE
OMIT REINFORCEMENT IN THIS WITH AWWA C -504 SEC. 5.5,
AREA AND SHALL BE OPERABLE
FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL.
PERMANENT OUTLET STRUCTURE DETAILS
N.T.S.
7.0'
1.0' (TYP.)
7.0' 5.0' 3.0'
9.9 LF J
2 "x2 "x1 /4"
ANGLE THE BOLD / DASHED LINETYPE
DENOTES THE ACCESS HATCH
TO BE PROVIDED BY THE TRASH
RACK FABRICATOR PER OUTLET
STRUCTURE MATERIAL
SPECIFICATIONS (SHEET SW -2A)
NOTES:
1. ALL REBAR TO BE #4 REBAR.
3"
CLEARANCE
TO OUTSIDE
OF #4
REBAR)
3.625'
1.0'
ANCHOR
DEPTH
9.9 LF
2 "x2 "x1 /4"
ANGLE
2.0'
CONCRETE ANCHOR BOLT
(TYP., SEE NOTE #4)
FABRICATED HINGES FOR THE
2'x3' ACCESS HATCH. ACCESS
HATCH SHALL BE POSITIONED
OVER STEPS.
5.0'
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
d d
4
°
°
d � \
/ 24" 0 -RING
RCP
I01L IF1►JJIMV21 :i2W1019 1 MR11t!ff:N1:1481
24" CLASS III O -RING RCP
INVERT EL. = 362.00
CONCRETE ANCHOR ^ ^'
(TYP., SEE NOTE h
9.9 LF
2 "x2 "x1 /4"
ANGLE
TRASH RACK DETAII.
N.T.S.
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
4.375'
d
-
d
°
a
4
°
d d
4 d °
d
�
4
8" DIP DRAIN a ° d 'PRECASTER SHALL PROVIDE
d d W/ TRASH RACK Q A BLOCK OUT FOR THE
(SEE DETAIL ° Q ° 24 "0 0 -RING RCP
SHEET SW -2C)
CONCRETE ANTI - FLOTATION
BLOCK
CONTRACTOR SHALL FORM CONTRACTOR SHALL SEAL 8" PLUG VALVE. THE VALVE
INVERT OF RISER STRUCTURE THE PIPE PENETRATION 8 "0 DIP DRAIN PIPE SHALL BE A M &H STYLE 820
TO DRAIN POSITIVELY TO USING A RUBBER BOOT CONTRACTOR SHALL CORE -DRILL X- CENTRIC VALVE OR
INVERT OF OUTLET BARREL AND STAINLESS STEEL THE HOLE FOR THE 8 "0 DIP PIPE APPROVED EQUAL. THIS VALVE
USING NON- SHRINK GROUT HARDWARE IN THE FIELD. PRECASTER SHALL SHALL BE IN ACCORDANCE
OMIT REINFORCEMENT IN THIS WITH AWWA C -504 SEC. 5.5,
AREA AND SHALL BE OPERABLE
FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL.
PERMANENT OUTLET STRUCTURE DETAILS
N.T.S.
7.0'
1.0' (TYP.)
7.0' 5.0' 3.0'
9.9 LF J
2 "x2 "x1 /4"
ANGLE THE BOLD / DASHED LINETYPE
DENOTES THE ACCESS HATCH
TO BE PROVIDED BY THE TRASH
RACK FABRICATOR PER OUTLET
STRUCTURE MATERIAL
SPECIFICATIONS (SHEET SW -2A)
NOTES:
1. ALL REBAR TO BE #4 REBAR.
3"
CLEARANCE
TO OUTSIDE
OF #4
REBAR)
3.625'
1.0'
ANCHOR
DEPTH
9.9 LF
2 "x2 "x1 /4"
ANGLE
2.0'
CONCRETE ANCHOR BOLT
(TYP., SEE NOTE #4)
FABRICATED HINGES FOR THE
2'x3' ACCESS HATCH. ACCESS
HATCH SHALL BE POSITIONED
OVER STEPS.
5.0'
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
d d
4
°
°
d � \
/ 24" 0 -RING
RCP
I01L IF1►JJIMV21 :i2W1019 1 MR11t!ff:N1:1481
24" CLASS III O -RING RCP
INVERT EL. = 362.00
CONCRETE ANCHOR ^ ^'
(TYP., SEE NOTE h
9.9 LF
2 "x2 "x1 /4"
ANGLE
TRASH RACK DETAII.
N.T.S.
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
4.375'
d
�[i11t*1
1. REMOVED TOPSOIL SHALL BE STOCKPILED
FOR USE IN PLANTING (SEEDING) THE DAM
EMBANKMENT ONCE FINAL GRADES (AS
SHOWN ON THE GRADING PLAN) HAVE BEEN
ESTABLISHED WITH COMPACTED FILL. PRIOR
TO TOPSOIL INSTALLATION, THE CONTRACTOR
SHALL SCARIFY THE TOP 2- TO 3- INCHES
OF THE BERMN SECTION TO PROMOTE
BONDING OF THE TOPSOIL WITH THE
COMPACTED FILL. THE TOPSOIL DEPTH SHALL
RANGE FROM 3- TO 4- INCHES ON THE DAM
EMBANKMENT.
VELOCITY DISSIPATOR
NCDOT CLASS 'A' RIPRAP
8'L X 6'W X 9" THICK
D50 = 3"
(SEE DETAIL SHEET SW -2D)
14 -SP -018
HTE# : 14-1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner Date
NOTES:
1. ALL REBAR TO BE #4 REBAR.
2. ALL REBAR AND ANGLES TO BE HOT- DIPPED GALVANIZED AND
BE PROVIDED WITH AN EPDXY COATING.
3. THE HOT- DIPPED, GALVANIZED 2 "x2 "x1 /4" ANGLES SHALL BE
WELDED TO THE REBAR TRASH RACK. ONCE WELDED, THE ENTIRE
ASSEMBLY SHALL BE PLACED ONTO THE RISER WITH ANGLES
SITTING DIRECTLY ON TOP OF RISER.
4. CONTRACTOR SHALL ANCHOR THE TRASH RACK TO MANHOLE
WALL WITH FOUR 4 "x1/4" CONCRETE ANCHOR BOLTS THROUGH
ANGLES.
5. CONTRACTOR SHALL OMIT OR ADJUST REBAR AS NECESSARY TO
ALLOW FOR CONCRETE COLLAR.
6. ACCESS HATCH SHALL ALIGN WITH STEPS IN RISER.
3" ANCHOR DEPTH
4" SOLID BRICK (BY OTHERS)
NOTE: BRICK SHALL LAY TIGHT
AGAINST PRECAST STRUCTURE
USING BRICK TIES WITH NO
VOID SPACE BETWEEN
1' DEPTH
PRECAST
STRUCTURE WALL 3000 PSI CONCRETE COLLAR
(MIN. 28 DAY STRENGTH)
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
#4 REBAR ANCHORS. - - - -
CONTRACTOR SHALL
DRILL INTO PRECAST
STRUCTURE WALL AND
SET ANCHORS USING q 24" 0 -RING
EPDXY GROUT RCP
5.5" CENTER TO
a CENTER
4
° 12" ANCHOR DEPTH
d d °
4" 3.8' 4"
3" CLEARANCE
(CENTER TO (CENTER TO 0 OF
CENTER) CENTER) (CENTER
#4 REBAR)
FROM VIEW CONCRETE ANTI - FLOTATION
BLOCK
CONCRETE COLLAR DETAIL
N.T.S.
SIDE VIEW
#4 REBAR ANCHORS.
CONTRACTOR SHALL DRILL
INTO PRECAST BASE AND SET
ANCHORS USING EPDXY GROUT
CONCRETE ANTI - FLOTATION
BLOCK
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
° ° d
a
d
°
d d
4 d °
d
�
4
a
�[i11t*1
1. REMOVED TOPSOIL SHALL BE STOCKPILED
FOR USE IN PLANTING (SEEDING) THE DAM
EMBANKMENT ONCE FINAL GRADES (AS
SHOWN ON THE GRADING PLAN) HAVE BEEN
ESTABLISHED WITH COMPACTED FILL. PRIOR
TO TOPSOIL INSTALLATION, THE CONTRACTOR
SHALL SCARIFY THE TOP 2- TO 3- INCHES
OF THE BERMN SECTION TO PROMOTE
BONDING OF THE TOPSOIL WITH THE
COMPACTED FILL. THE TOPSOIL DEPTH SHALL
RANGE FROM 3- TO 4- INCHES ON THE DAM
EMBANKMENT.
VELOCITY DISSIPATOR
NCDOT CLASS 'A' RIPRAP
8'L X 6'W X 9" THICK
D50 = 3"
(SEE DETAIL SHEET SW -2D)
14 -SP -018
HTE# : 14-1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner Date
NOTES:
1. ALL REBAR TO BE #4 REBAR.
2. ALL REBAR AND ANGLES TO BE HOT- DIPPED GALVANIZED AND
BE PROVIDED WITH AN EPDXY COATING.
3. THE HOT- DIPPED, GALVANIZED 2 "x2 "x1 /4" ANGLES SHALL BE
WELDED TO THE REBAR TRASH RACK. ONCE WELDED, THE ENTIRE
ASSEMBLY SHALL BE PLACED ONTO THE RISER WITH ANGLES
SITTING DIRECTLY ON TOP OF RISER.
4. CONTRACTOR SHALL ANCHOR THE TRASH RACK TO MANHOLE
WALL WITH FOUR 4 "x1/4" CONCRETE ANCHOR BOLTS THROUGH
ANGLES.
5. CONTRACTOR SHALL OMIT OR ADJUST REBAR AS NECESSARY TO
ALLOW FOR CONCRETE COLLAR.
6. ACCESS HATCH SHALL ALIGN WITH STEPS IN RISER.
3" ANCHOR DEPTH
4" SOLID BRICK (BY OTHERS)
NOTE: BRICK SHALL LAY TIGHT
AGAINST PRECAST STRUCTURE
USING BRICK TIES WITH NO
VOID SPACE BETWEEN
1' DEPTH
PRECAST
STRUCTURE WALL 3000 PSI CONCRETE COLLAR
(MIN. 28 DAY STRENGTH)
3" CLEARANCE
TO OUTSIDE OF
#4 REBAR)
#4 REBAR ANCHORS. - - - -
CONTRACTOR SHALL
DRILL INTO PRECAST
STRUCTURE WALL AND
SET ANCHORS USING q 24" 0 -RING
EPDXY GROUT RCP
5.5" CENTER TO
a CENTER
4
° 12" ANCHOR DEPTH
d d °
4" 3.8' 4"
3" CLEARANCE
(CENTER TO (CENTER TO 0 OF
CENTER) CENTER) (CENTER
#4 REBAR)
FROM VIEW CONCRETE ANTI - FLOTATION
BLOCK
CONCRETE COLLAR DETAIL
N.T.S.
SIDE VIEW
#4 REBAR ANCHORS.
CONTRACTOR SHALL DRILL
INTO PRECAST BASE AND SET
ANCHORS USING EPDXY GROUT
CONCRETE ANTI - FLOTATION
BLOCK
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION

L
Gl
c
a
N
r
O
0
rn
#6 REBAR
PERIMETER FRAME
4" x 4" 6/6 WELDED WIRE
FABRIC (EACH SIDE & TOP OF
CAGE)
18" (TYP.)
2.03'
4" ANCHOR DEPTH
CONTRACTOR SHALL
DRILL INTO PRECAST
EXTENDED BASE AND
SET ANCHORS USING
EPDXY GROUT
a
MIN. WALL
THICKNESS
a
d °
2 LF 0 Q
8 "0 DIP °
0
4
a °
d d°
d
0.86'
(CENTER TO CENTER)
NOTES:
1. CONTRACTOR SHALL PROVIDE A JOINT IN THE OUTLET BARREL NO
MORE THAN 5 —FT FROM THE RISER.
5.0'1 4.0
(CENTER TO CENTER)
4" x 4" 6/6 WELDED WIRE
FABRIC (EACH SIDE & TOP OF
CAGE)
CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
2.00'
° "'-8" PLUG VALVE. THE VALVE
SHALL BE A M &H STYLE 820
° X— CENTRIC VALVE OR
d ENGINEER APPROVED EQUAL.
° THIS VALVE SHALL BE IN
ACCORDANCE WITH AWWA
C -504 SEC. 5.5, AND SHALL
° BE OPERABLE FROM TOP OF
OUTLET STRUCTURE VIA A
HANDWHEEL. #6 REBAR PERIMETER FRAME J/
\8"0 DIP DRAIN PIPE
CONTRACTOR SHALL CORE —DRILL
THE HOLE FOR THE 8 "0 DIP IN
THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
AREA.
8 "o EMERGENCY DIP DRAIN TRASHRACK DETAILS
N.T.S.
°
e
°
°
°
d
d
a
4
° °
° d
Q
d
°
d
- - - - --
d
4
d
° d
�
I
d
d
I
°d °
°
e
I
Q
4
�
I
odd
e
d
°
12"
d
d
dV
4
d
4
1" THICK JOINT
FILLER MATERIAL
24 "0 0 —RING RCP
FLOW
I
-� -- - -y -----------------
I
d d �
d d
4
4
d � d
CONCRETE
ANTI — FLOTATION
BLOCK
8 "0 DIP DRAIN PIPE
CONTRACTOR SHALL CORE —DRILL
THE HOLE FOR THE 8 "0 DIP IN
THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
AREA
6" MIN. WALL 8" PLUG VALVE. THE VALVE
THICKNESS SHALL BE A M &H STYLE 820
X— CENTRIC VALVE OR
APPROVED EQUAL. THIS VALVE
SHALL BE IN ACCORDANCE
WITH AWWA C -504 SEC. 5.5,
AND SHALL BE OPERABLE
FROM TOP OF OUTLET
m ST STRUCTURE VIA A HANDWHEEL.
LE
2 LF 8 "0 DIP
CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
CONCRETE COLLAR (SEE DETAIL
SHEET SW -26)
4
d
- --
d
24 "0 0 —RING RCP
FLOW —
°
� d
4 °
d 4 d
4
I°
I �
I !
d dl!
Q I I 1
I I \
Ia --- --- --- -- - - - - -?
4 d 4
4
°
4
1" THICK JOINT
FILLER MATERIAL
CONCRETE ANTI— FLOTATION
BLOCK
RISER BARREL /CRADLE CONNECTION DETAIL
CONTRACTOR SHALL PROVIDE STEPS IN
ACCORDANCE WITH NCDOT STD. 840.66.
STEPS SHALL BE PLACED AT 16" O.C.
(SEE DETAIL SHEET SW -2D)
d
°
1 �
12 "0 0 —RING RCP
FLOW
d °
CONTRACTOR SHALL SHAPE
INVERT FOR POSITIVE FLOW
d
°
°
G° a d d
d°
—d a
°
d � °
a °
d �
° ° d
d
18" no
N.T.S.
3" THICK CONCRETE PAD
INVERTED INTAKE
1" THICK JOINT
FILLER MATERIAL
CONTRACTOR SHALL PROVIDE CITY OF
DURHAM WATER —TIGHT AND LOCK —DOWN
MANHOLE FRAME AND COVER WITH INSET
FLUSH WITH STRUCTURE TOP. MANHOLE
LID SHALL ALIGN WITH MANHOLE STEPS.
d
CONTRACTOR SHALL SHAPE °
INVERT FOR POSITIVE FLOW
W2-0 -:RNG RCP
FLOW
INV. (OUT) = 362.25
AWERTED INTAKE OUTLET STRUCTURE
N.T.S.
°
No
O
3"
°
d °
e
°
°
8
0
d
d
4
° °
° d
Q
d
---------------
- - - - --
24 "0 0 —RING RCP
FLOW
I
-� -- - -y -----------------
I
d d �
d d
4
4
d � d
CONCRETE
ANTI — FLOTATION
BLOCK
8 "0 DIP DRAIN PIPE
CONTRACTOR SHALL CORE —DRILL
THE HOLE FOR THE 8 "0 DIP IN
THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
AREA
6" MIN. WALL 8" PLUG VALVE. THE VALVE
THICKNESS SHALL BE A M &H STYLE 820
X— CENTRIC VALVE OR
APPROVED EQUAL. THIS VALVE
SHALL BE IN ACCORDANCE
WITH AWWA C -504 SEC. 5.5,
AND SHALL BE OPERABLE
FROM TOP OF OUTLET
m ST STRUCTURE VIA A HANDWHEEL.
LE
2 LF 8 "0 DIP
CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
CONCRETE COLLAR (SEE DETAIL
SHEET SW -26)
4
d
- --
d
24 "0 0 —RING RCP
FLOW —
°
� d
4 °
d 4 d
4
I°
I �
I !
d dl!
Q I I 1
I I \
Ia --- --- --- -- - - - - -?
4 d 4
4
°
4
1" THICK JOINT
FILLER MATERIAL
CONCRETE ANTI— FLOTATION
BLOCK
RISER BARREL /CRADLE CONNECTION DETAIL
CONTRACTOR SHALL PROVIDE STEPS IN
ACCORDANCE WITH NCDOT STD. 840.66.
STEPS SHALL BE PLACED AT 16" O.C.
(SEE DETAIL SHEET SW -2D)
d
°
1 �
12 "0 0 —RING RCP
FLOW
d °
CONTRACTOR SHALL SHAPE
INVERT FOR POSITIVE FLOW
d
°
°
G° a d d
d°
—d a
°
d � °
a °
d �
° ° d
d
18" no
N.T.S.
3" THICK CONCRETE PAD
INVERTED INTAKE
1" THICK JOINT
FILLER MATERIAL
CONTRACTOR SHALL PROVIDE CITY OF
DURHAM WATER —TIGHT AND LOCK —DOWN
MANHOLE FRAME AND COVER WITH INSET
FLUSH WITH STRUCTURE TOP. MANHOLE
LID SHALL ALIGN WITH MANHOLE STEPS.
d
CONTRACTOR SHALL SHAPE °
INVERT FOR POSITIVE FLOW
W2-0 -:RNG RCP
FLOW
INV. (OUT) = 362.25
AWERTED INTAKE OUTLET STRUCTURE
N.T.S.
°
No
O
3"
°
d °
e
°
0
°
8
0
12" (TO
OUTSIDE FACE) 4.0'
nRMni Pnni =
INVERTED INTAKE
18" 3" THICK CONCRETE PAD
INVERTED INTAKE OUTLET
STRUCTURE
4" PVC CAP WITH
SCREW TYPE PLUG
SAW OFF 4'.. k� , j
TO ADJUSTED NORMAL POOL
FOLLOWING AS —BUILT SURVEY
EVALUATION BY DESIGN
ENGINEER
° d d
d 12"
°
°d 9
d
d °
°
4 "0 PVC (S0
4" PVC CAP WITH
SCREW TYPE PLUG
EWE=D INTAKE DETAII. (RISERI
N.T.S.
INVERTED INTAKE OUTLET
STRUCTURE
4" PVC CAP WITH
SCREW TYPE PLUG
SAW OFF 4 -w 1
TO ADJUSTED NORMAL POOL
FOLLOWING AS —BUILT SURVEY
EVALUATION BY DESIGN
ENGINEER
TOP = EL. 364.67
CONTROL ELEV = EL. 364.50
INVERT = EL. 363.50
BOTTOM = EL. 362.67
4" PVC CAP WITH
2 "0 DRILLED ORIFICE
°
° ° d
d
r
° °
° d
r
d
d
d
°
d
d
° d
d
d
°d °
°
e
°
d
odd
e
°
12"
d
3"
dV
°
12"
d°
3"
d°
d
° ° d
d°
°
d
d
e
°
d
12"
I
d
12"
° d d
d 12"
°
°d 9
d
d °
°
4 "0 PVC (S0
4" PVC CAP WITH
SCREW TYPE PLUG
EWE=D INTAKE DETAII. (RISERI
N.T.S.
INVERTED INTAKE OUTLET
STRUCTURE
4" PVC CAP WITH
SCREW TYPE PLUG
SAW OFF 4 -w 1
TO ADJUSTED NORMAL POOL
FOLLOWING AS —BUILT SURVEY
EVALUATION BY DESIGN
ENGINEER
TOP = EL. 364.67
CONTROL ELEV = EL. 364.50
INVERT = EL. 363.50
BOTTOM = EL. 362.67
4" PVC CAP WITH
2 "0 DRILLED ORIFICE
°
° ° d
d
r
° d d
d 12"
°
°d 9
d
d °
°
4 "0 PVC (S0
4" PVC CAP WITH
SCREW TYPE PLUG
EWE=D INTAKE DETAII. (RISERI
N.T.S.
INVERTED INTAKE OUTLET
STRUCTURE
4" PVC CAP WITH
SCREW TYPE PLUG
SAW OFF 4 -w 1
TO ADJUSTED NORMAL POOL
FOLLOWING AS —BUILT SURVEY
EVALUATION BY DESIGN
ENGINEER
TOP = EL. 364.67
CONTROL ELEV = EL. 364.50
INVERT = EL. 363.50
BOTTOM = EL. 362.67
4" PVC CAP WITH
2 "0 DRILLED ORIFICE
° d
d 12"
°
d 9
° d
d °
°
4 "0 PVC (SCF
4" PVC CAP WITH
SCREW TYPE PLUG
TOP = EL. 363.67
NORMAL POOL = EL. 363.50
INVERT = EL. 362.50
BOTTOM = EL. 361.67
4" PVC CAP WITH
1.25 "0 DRILLED ORIFICE
El'gW=D INTAKE OUTLET DETAIL
N.T.S.
1 4 -SP -01 8
HTE #: 14-1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner Date
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION
°
° ° d
d
°
° d
r
d
°
d
d
°d °
°
e
d
°
12"
3"
dV
d°
d
° ° d
°
d
e
°
12"
I
° d
d 12"
°
d 9
° d
d °
°
4 "0 PVC (SCF
4" PVC CAP WITH
SCREW TYPE PLUG
TOP = EL. 363.67
NORMAL POOL = EL. 363.50
INVERT = EL. 362.50
BOTTOM = EL. 361.67
4" PVC CAP WITH
1.25 "0 DRILLED ORIFICE
El'gW=D INTAKE OUTLET DETAIL
N.T.S.
1 4 -SP -01 8
HTE #: 14-1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner Date
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION
r
d
° d
d 12"
°
d 9
° d
d °
°
4 "0 PVC (SCF
4" PVC CAP WITH
SCREW TYPE PLUG
TOP = EL. 363.67
NORMAL POOL = EL. 363.50
INVERT = EL. 362.50
BOTTOM = EL. 361.67
4" PVC CAP WITH
1.25 "0 DRILLED ORIFICE
El'gW=D INTAKE OUTLET DETAIL
N.T.S.
1 4 -SP -01 8
HTE #: 14-1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner Date
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION

L
m
0
t
ao
0
0
N
rn
:P
NO. 67 WASHED STONE
ENCASED IN NON —WOVEN
FILTER FABRIC (MIRAFI 180N
OR EQUIVALENT)
r
1
PROPOSED GRADE
jr1l.MIN. —
12 "0 RCP
FLOW
1' MIN.
NO. 67 WASHED STONE
ENCASED IN NON —WOVEN
FILTER FABRIC (MIRAFI 180N
OR EQUIVALENT)
PHOLES ON EACH
SPILLWAY. INVERT
WEEPHOLES SHOULD
IN ABOVE THE INV
ENDWALL VEK 12" RCP
NCDOT STD. 838.80
NOTE. 4" WEEPHOLES TO BE
PROVIDED WITH VARMIT GUARD
ON DOWNSTREAM SIDE AND
GALVANIZED HARDWARE CLOTH
ON UPSTREAM SIDE (4"
MAXIMUM OPENINGS)
HAVILAND DRAINAGE PRODUCTS
4" ALUMINUM ANIMAL GUARD
ITEM NUMBER 40160420
(OR ENGINEER APPROVED EQUIVALENT)
VARIEU GUARD
N.T.S.
PROPOSED GRADE
24 "0 RCP
FLOW
d
e
a
u
A
d
d d
°
°
°
dd
d
a
° e e
a
d ° °
- - -- C ------ -� - - --
d °
d d O
d e
1' MIN.
NO. 67 WASHED STONE
ENCASED IN NON —WOVEN
FILTER FABRIC (MIRAFI 180N
OR EQUIVALENT)
6" MIN.
=� -1W
6" MIN.
ENDWALL PER
NCDOT STD. 838.80
4"0 WEEPHOLES ON EACH
SIDE OF SPILLWAY. INVERT
OUT OF WEEPHOLES SHOULD
BE 2" MIN ABOVE THE INV
OF THE RCP
4 "0 PERFORATED
PVC W/ CAP ON
UPSTREAM END
ENDWALL PER
NCDOT STD. 838.80
12" RCP SPILLWAY FILTER DETAIL
N.T.S.
(2) 4" PERFORATED,
CORRUGATED HDPE PIPE
(DOUBLE —WALL SMOOTH
BORE HDPE TYPE "S"
OR ENGINEER APPROVED
EQUIVALENT)
ENDWALL PER NCDOT STD. 838.80
NOTE: 4" WEEPHOLES TO BE PROVIDED
WITH VARMIT GUARD ON DOWNSTREAM SIDE
AND GALVANIZED HARDWARE CLOTH ON
UPSTREAM SIDE (Y4" MAXIMUM OPENINGS)
ENDWALL PER
NCDOT STD. 838.80
(2) 4" PERFORATED,
CORRUGATED HDPE PIPE
(DOUBLE —WALL SMOOTH
BORE HDPE TYPE "S" OR
ENGINEER APPROVED
EQUIVALENT)
12"
NO. 67 WAS--
—WOVEN FILTER FABRIC
IN NON
(MIRAFI 180N OR EQUIVALENT)
ES ON EACH
Jiur_ yr ar-ILLWAY. INVERT
OUT OF WEEPHOLES SHOULD
BE 2" MIN ABOVE THE INV
OF THE 12" RCP
BARREL PIPE FLOWABLE F
CONSTRUCTION SEQUENCE
1. IF OPTION 9.1 IS CHOSEN FROM NOTE 9 OF THE CONSTRUCTION
SEQUENCE, THEN BRING GRADE OF DAM EMBANKMENT TO SPRINGLINE
OF PIPE ELEVATION. IF OPTION 9.2 IS CHOSEN FROM NOTE 9 OF THE
CONSTRUCTION SEQUENCE, THEN CONSTRUCT FORMWORK FOR FLOWABLE
FILL CRADLE ON EXISTING GRADE.
2. IF OPTION 9.1 IS CHOSEN FROM NOTE 9 OF THE CONSTRUCTION
SEQUENCE, THEN EXCAVATE TRENCH FOR CRADLE AND BARREL PER
DIMENSIONS ON DRAWINGS. IF OPTION 9.2 IS CHOSEN FROM NOTE 9 OF
THE CONSTRUCTION SEQUENCE, PROCEED TO STEP 3 BELOW.
3. PLACE BARREL PIPE ON CONCRETE BLOCKS TO GRADE. CONTRACTOR
SHALL WRAP JOINTS WITH 2 —FT WIDE STRIPS OF FABRIC AT THIS STEP.
4. PLACE FLOWABLE FILL FOR CRADLE FOR EACH SECTION FROM ONE
SIDE OF THE TRENCH. ALLOW FLOWABLE FILL TO FILL ENTIRE AREA
UNDER PIPE AND PIPE HAUNCHES AS TO LEAVE NO VOIDS UNDER THE
PIPE BEFORE PLACING FLOWABLE FILL ON THE OPPOSITE SIDE OF THE
TRENCH. PLACE ENTIRE CRADLE AS ONE LIFT (VERTICALLY) PER
DRAWINGS.
5. FLOWABLE FILL CRADLE MAY BE REPLACED PER RECOMMENDATION
FROM THE ON —SITE GEOTECHNICAL ENGINEER. ANY DEVIATION FROM
THIS DETAIL SHALL BE SUBMITTED TO AND REVIEWED BY THE DESIGN
ENGINEER PRIOR TO IMPLEMENTATION.
6. ALLOW CRADLE TO CURE FOR A MINIMUM OF 7 DAYS BEFORE ANY
VIBRATING COMPACTION EQUIPMENT IS USED IN THE VICINITY OF THE
BARREL PIPE.
7. TRENCH TO BE BACKFILLED IN 5" LIFTS WHEN COMPACTION IS BY
HAND. BACKFILL IS IN 8" LIFTS WHEN CONDUCTED BY MACHINE.
MINIMUM OF 2 FEET COVER MUST BE PRESENT ON 24 "0 RCP BEFORE
DRIVING OVER WITH HEAVY EQUIPMENT.
z15094*3
).67 WASHED STONE 1. A FILTER BLANKET IS TO BE INSTALLED BETWEEN THE RIPRAP AND
(CASED IN NON —WOVEN SOIL FOUNDATION. THE FILTER BLANKET WILL CONSIST OF A MINIMUM
TER FABRIC (MIRAFI 180N 4" THICK LAYER OF STONE ( NCDOT #57) UNDERLAIN WITH MIRAFI
2 EQUIVALENT) FILTER WEAVE 700 OR ENGINEER APPROVED EQUIVALENT
SPILLWAY FII.TER DETAIL
N.T.S.
ENCASED IN NON —WOVEN CORRUGATED HDPE PIPE
FILTER FABRIC (MIRAFI 18ON (DOUBLE —WALL SMOOTH
OR EQUIVALENT) BORE HDPE TYPE "S" OR
ENGINEER APPROVED
EQUIVALENT)
ENDWALL PER
NCDOT STD. 838.80
ENDW�
NCDOT STD.
24 "0 0 —RING RCP
AL
17
12
6" MIN.
66" MIN.
18" TYP.
24 "0 0 —RING RCP
d ° 1 I ° ad
d
• • A. d d c
° . d ° . a
o ° d d ° . ° a .d . ° • °
° °
d a ° ° ad °
° ° d d ° e ° a . d
• •
12" MIN. ° d . $ d ° . ° ° ° ° .
° ° ° ° ° • . f . . d , . d .
d d.
OPTION 9.1
1
1
(MIN.)
750 PSI FLOWABLE FILL
OPTION 9.2
24" CONCRETE CRADLE DETAIL
N.T.S.
8'
NCDOT CLASS "A" RIPRAP
81 x 6'W x 9" THICK
PER
TD. 838.80
OUTLET EARREL VELOCITY DISSIPATOR
N.T.S.
SECTION A A
T9" LAYER OF
CLASS "A" RIPRAP
4 FILTER BLANKET
1
14 S P 0 1 8
HTE#: 14 -1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION

5)
0
t
0
0
0
rn
GENERAL NOTES:
1. THE ARTICULATED CONCRETE LEVEL SPREADER STRUCTURE SHALL BE INSTALLED ON A
ZERO PERCENT GRADE.
2. THE FIBERGLASS ANGLE SHALL BE INSTALLED (BOLTED TO THE CONCRETE LEVEL
SPREADER STRUCTURE) ONLY AFTER A PRELIMINARY AS —BUILT (BASED ON A FIELD
SURVEY OF THE CONSTRUCTED CONDITION OF THE LEVEL SPREADER STRUCTURE) HAS
BEEN PREPARED AND SPECIFIC DIRECTION FROM THE DESIGN ENGINEER CONCERNING
THE INSTALLATION OF THIS ELEMENT HAS BEEN PROVIDED. THE FIBERGLASS ANGLE
SHALL BE SAWED —OFF TO THE LENGTHS SPECIFIED IN THE PLANS AND SHALL BE
INSTALLED PERFECTLY LEVEL AT THE ELEVATIONS SPECIFIED IN THE PLANS (OR AT THE
ADJUSTED ELEVATIONS SPECIFIED BY THE DESIGN ENGINEER).
3. UNLESS DIRECTED BY THE ONSITE GEOTECHNICAL ENGINEER, THE CONCRETE LEVEL
SPREADER STRUCTURE SHALL BE CONSTRUCTED ON UNDISTURBED SOIL, AND NOT ON
FILL.
4. THE CONCRETE FOR LEVEL SPREADER STRUCTURE SHALL BE MIN 3,000 PSI (28 DAY),
SHALL INCLUDE 5 -7% AIR ENTRAINMENT, AND SHALL BE PLACED WITH A 3 -5" SLUMP,
UNLESS OTHERWISE INDICATED OR DIRECTED BY THE DESIGN ENGINEER OR THE ONSITE
GEOTECHNICAL ENGINEER. CONCRETE TESTING SHALL BE PROVIDED WITH THE AS —BUILT
CERTIFICATION TO ENSURE THAT THE ABOVE REQUIREMENTS HAVE BEENACHIEVED.
5. ALL REINFORCING STEEL SHALL BE #4 CONFORMING TO ASTM A615, GRADE 60, AND
SHALL BE INSTALLED WITH A MINIMUM 3" CONCRETE COVER.
6. THE REINFORCED CONCRETE FOOTER SHALL BE PLACED FIRST, FOLLOWED BY THE
REINFORCED CONCRETE WALL. THE REINFORCED CONRETE CHEEK WALLS SHALL BE
PLACED AS AN INTEGRAL PART OF THE REINFORCED CONCRETE WALL.
7. THE TRIANGULAR CHANNEL SHALL BE CONSTRUCTED ON A ZERO PERCENT GRADE.
8. THE PERIMETER OF THE CHANNEL SHALL BE PLANTED WITH SOFT RUSH.
9. THE 3 —INCH LAYER OF #57 STONE SHALL BE UNDERLAIN WITH MIRAFI FILTERWEAVE
400 OR ENGINEER APPROVED EQUIVALENT.
3 —FOOT WIDE LAYER OF #57 STONE
(4— INCHES DEEP) UNDERLAIN WITH
MIRAFI FILTER WEAVE 700 OR
APPROVED EQUIVALENT
REINFORCED CONCRETE WALL
8"
8„ a I Q d d
a
a
a
8" d d d
Q d 4
° l
2"
EL. TOP OF CHEEKWALL = 361.00 — 2
EL. TOP OF ANGLE = 360.83 —
EL. TOP OF WALL = 360.67
2O 16"
d
EL. TOP OF FOOTER = 359.33
8" d
EL. BOTTOM OF FOOTER = 358.67
REINFORCED CONCRETE F vv In1lv
°C1A1C^°^CD CONCRETE WALL
REINFORCED CONCRETE FOOTING
d
ZY
a d
a
8"
8"
f" BOLTS SET IN LAGSHIELDS
1w:wixwyRTyr1 .�
EI
CHEEKWALL (INSTALLED
CONTIGUOUSLY WITH
REINFORCED CONCRETE
WALL)
Q
a
11' -10"
a
10' CLEAR SPAN
d 4
d
FAJ
11' -6"
PLAN VIEW
6 —FOOT WIDE (1 —FOOT DEEP)
TRIANGULAR CHANNEL ® 0.00%
SLOPE PLANTED WITH SOFT RUSH
ON 2 —FT CENTERS AROUND
PERIMETER OF CHANNEL
CHANNEL SHALL BE PLANTED WITH
SOFT RUSH ON 2 -FOOT CENTERS
AROUND PERIMETER OF CHANNEL
T 6'
� 2" (TYP) —
8" (TYP) d 20" 1 112"
3'
— REINFORCED NCRETE WALL 3 I-
1I 1-1 I I
III
REINFORCED CONCRETE FOOTING
UNDISTURBED EARTH
— -III — 24" -� I
NOTE: LEVLE SPREADER CROSS— SECTION
THE PEAK FLOW TO THIS LEVEL SPREADER
FOR THE WATER QUALITY STORM EVENT IS
0.04 CFS.
LEVEL SPREADER DETAII.►S
N.T.S.
8"
a d d a
a d
4 d
d a a 4
a
4 d d d 4
4 d d
4 d
d a a
10"
4 "X4 "Xj" FIBERGLASS ANGLE (20 —FT
SECTIONS —TYP). THIS ITEM SHALL
BE INSTALLED ONLY AFTER A
PRELIMINARY AS —BUILT OF THE
CONSTRUCTED CONDITION OF THE
LEVEL SPREADER STRUCTURE HAS
REINFORCED CONCRETE WALL —\ BEEN COMPLETED BY THE DESIGN
ENGINEER.
d
a
a
d
a
REINFORCED CONCRETE
CHEEKWALL
REINFORCED CONCRETE
CHEEKWALL
11' -10"
Q
4 4
Q d 10' CLEAR SPAN Q Q
4 Q d d 4
a 4 d d ° a
d d ° Q d d _-
4 4 a a
d Q a
a 4 a d d 4 a
—III— � III —III_ i � I III _III— I
" i III - 11' -10" —" III III III III III III III III III III �-
REINFORCED CONCRETE FOOTING PROFILE VIEW
1V CLEARSPAN LEVEL SPREADER STRUCTURE
N.T.S.
(2) #4 REBARS CONTINUOUS r #4 REBAR ® 18" O.C. 7 _\ I
#4 REBAR ® 18" O.C.
r (3) #4 REBARS CONTINUOUS
8" (TYP) 12"
a
a
8"
3" (TYP) a
4" TYP 24" T
2" DEEP
CONTINUOUS KEYWAY
FOOTING AND WALL CONNECTION /REINFORCEMENT DETAIL
4 "X4 "Xi" FIBERGLASS ANGLE (20 —FT
SECTIONS —TYP). THIS ITEM SHALL BE
INSTALLED ONLY AFTER A PRELIMINARY
AS —BUILT OF THE CONSTRUCTED CONDITION
OF THE LEVEL SPREADER STRUCTURE HAS
BEEN COMPLETED BY THE DESIGN ENGINEER.
EL. TOP OF ANGLE = 360.83
REINFORCED CONCRETE FOOTING
WATERPROOF CONCRETE
CAULK
" BOLTS SET IN LAGSHIELDS
REINFORCED CONCRETE
CHEEKWALL
/ ,—REINFORCED CONCRETE WALL
2"
d d
d -/ d 16°
a /
4
d
a
a
d 8"
d d
Q D
FIBERGLASS ANGLED INSTALLATION DETAM
N.T.S.
14 - S P - 0 1 8
HTE #: 14 -1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
4
d
d
4
a
/
f" BOLTS SET IN LAGSHIELDS
1w:wixwyRTyr1 .�
EI
CHEEKWALL (INSTALLED
CONTIGUOUSLY WITH
REINFORCED CONCRETE
WALL)
Q
a
11' -10"
a
10' CLEAR SPAN
d 4
d
FAJ
11' -6"
PLAN VIEW
6 —FOOT WIDE (1 —FOOT DEEP)
TRIANGULAR CHANNEL ® 0.00%
SLOPE PLANTED WITH SOFT RUSH
ON 2 —FT CENTERS AROUND
PERIMETER OF CHANNEL
CHANNEL SHALL BE PLANTED WITH
SOFT RUSH ON 2 -FOOT CENTERS
AROUND PERIMETER OF CHANNEL
T 6'
� 2" (TYP) —
8" (TYP) d 20" 1 112"
3'
— REINFORCED NCRETE WALL 3 I-
1I 1-1 I I
III
REINFORCED CONCRETE FOOTING
UNDISTURBED EARTH
— -III — 24" -� I
NOTE: LEVLE SPREADER CROSS— SECTION
THE PEAK FLOW TO THIS LEVEL SPREADER
FOR THE WATER QUALITY STORM EVENT IS
0.04 CFS.
LEVEL SPREADER DETAII.►S
N.T.S.
8"
a d d a
a d
4 d
d a a 4
a
4 d d d 4
4 d d
4 d
d a a
10"
4 "X4 "Xj" FIBERGLASS ANGLE (20 —FT
SECTIONS —TYP). THIS ITEM SHALL
BE INSTALLED ONLY AFTER A
PRELIMINARY AS —BUILT OF THE
CONSTRUCTED CONDITION OF THE
LEVEL SPREADER STRUCTURE HAS
REINFORCED CONCRETE WALL —\ BEEN COMPLETED BY THE DESIGN
ENGINEER.
d
a
a
d
a
REINFORCED CONCRETE
CHEEKWALL
REINFORCED CONCRETE
CHEEKWALL
11' -10"
Q
4 4
Q d 10' CLEAR SPAN Q Q
4 Q d d 4
a 4 d d ° a
d d ° Q d d _-
4 4 a a
d Q a
a 4 a d d 4 a
—III— � III —III_ i � I III _III— I
" i III - 11' -10" —" III III III III III III III III III III �-
REINFORCED CONCRETE FOOTING PROFILE VIEW
1V CLEARSPAN LEVEL SPREADER STRUCTURE
N.T.S.
(2) #4 REBARS CONTINUOUS r #4 REBAR ® 18" O.C. 7 _\ I
#4 REBAR ® 18" O.C.
r (3) #4 REBARS CONTINUOUS
8" (TYP) 12"
a
a
8"
3" (TYP) a
4" TYP 24" T
2" DEEP
CONTINUOUS KEYWAY
FOOTING AND WALL CONNECTION /REINFORCEMENT DETAIL
4 "X4 "Xi" FIBERGLASS ANGLE (20 —FT
SECTIONS —TYP). THIS ITEM SHALL BE
INSTALLED ONLY AFTER A PRELIMINARY
AS —BUILT OF THE CONSTRUCTED CONDITION
OF THE LEVEL SPREADER STRUCTURE HAS
BEEN COMPLETED BY THE DESIGN ENGINEER.
EL. TOP OF ANGLE = 360.83
REINFORCED CONCRETE FOOTING
WATERPROOF CONCRETE
CAULK
" BOLTS SET IN LAGSHIELDS
REINFORCED CONCRETE
CHEEKWALL
/ ,—REINFORCED CONCRETE WALL
2"
d d
d -/ d 16°
a /
4
d
a
a
d 8"
d d
Q D
FIBERGLASS ANGLED INSTALLATION DETAM
N.T.S.
14 - S P - 0 1 8
HTE #: 14 -1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION

5)
t
of
0
rn
SPORMWATER WATER QUALTIY POND LANDSCAPE SPECIFICATIONS
LEGEND
QTY. SYM. SCIENTIFIC NAME COMMON NAME HATCH TYPE SPACING
SHALLOW WATER
160 Al
146 EF
ASCLEPIAS INCARNATE SWAMP MILKWEED
EUPATORIADELPHUS
FISTULOSUS
100 LC LOBELIA CARDINALIS
SEEDBED PREPARATION
JOE PYE WEED
CARDINAL FLOWER
4 –INCH CONTAINER
17 p 17 4 –INCH CONTAINER
4 –INCH CONTAINER
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL
CONDITIONS, IF AVAILABLE.
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3. REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE
REASONABLY SMOOTH AND UNIFORM.
4. PER ONE TIME ONLY, APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE
UNIFORMLY AND MIX WITH SOIL.
5. CONTINUE TILLAGE UNTIL A WELL– PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS
PREPARED 4 TO 6 INCHES DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER.
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN
THE PLANTING SEASON, IF POSSIBLE. AFTER PERMANENT COVER IS ESTABLISHED.
9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT
TEMPORARY SEEDING SCHEDULE
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
JAN 1 – MAY 1 RYE (GRAIN) 120 LBS /AC
KOBE LESPEDEZA 50 LBS /AC
MAY 1 – AUG 15 GERMAN MILLET 40 LBS /AC
AUG 15 – DEC 30 RYE (GRAIN) 120 LBS /AC
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB /AC GROUND AGRICULTURE LIMESTONE AND
750 LB /AC 10 -10 -10 FERTILIZER (FROM AUG 15 – DEC 30, INCREASE 10 -10 -10 FERTILIZER TO 1000 LB /AC).
MULCH
APPLY 4000 LB /AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING
TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
JAN 1 – AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE, AND MULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
AUG 15 – DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOP DRESS WITH 50 LB /AC
OF NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY COVER
BEYOND JUNE 15, OVERSEED WITH 50 LB /AC KOBE LESPEDEZA IN LATE FEBRUARY
OR EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT TO USE THE PERMANENT
SEEDING SCHEDULE.
PERMANENT SEEDING SCHEDULE (DAM EMBANKMENTS)
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
AUG 25 – OCT (BEST) TALL FESCUE 200 LBS /AC
FEB – APR 15 (POSSIBLE)
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 4,000 LB /AC GROUND AGRICULTURE LIMESTONE AND
1000 LB /AC 10 -10 -10 FERTILIZER.
MULCH
APPLY 4000 LB /AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING
TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE FOLLOWING YEAR; USE SOIL
TESTS OR APPLY 150 LB /AC 10 -10 -10 FERTLIZER. MOW REGULARLY TO A HEIGHT OF 2 -4 INCHES.
NOTE: PERMANENT SEEDING SCHEDULE IS FOR SLOPES OF THE BASIN, TOP OF BERM, AND BASIN FLOOR.
24" O.C.
24° O.C.
24° O.C.
PLANTING INSTRUCTIONS
PLANTING TECHNIQUES
A. Insure that roots, once removed from pot, are straightened and face downward.
B. Create planting area for each plant and excavate pit.
C. Place plants in pit insuring roots are facing completely downward.
D. Heel in soil arouond plant and proceed to next planting location.
E. Newly planted plants need to be fastened to the substrate for the establishment
of new roots.
F. Roots shall be spread in their normal position. All broken or frayed roots hall be
cut off cleanly.
G. The diameter of the pits for all vegetative stock shall be at least three times the
diameter of the root mass. Plant pit wall shall be scarified prior to plant
installation.
H. Set the plants upright, in the center of the pit. The bottom of the root mass
should be resting on undisturbed soil.
I. Place the backfill around the base and sides of the root mass, and work each
layer to settle backfill and to eliminate voids and air pockets. When pit is
approximately 2/3 full, water thoroughly before placing remainder of the backfill.
Water again after placing final layer of backfill.
J. Broken or damaged parts will be cut back to undamaged tissue, leaving as much
green basal tissue as possible above the roots. If more than fifty percent (50%)
of the plant is damaged then contractor shall replace the plant.
CONTAINER STOCK / BARE ROOT
A. Stock shall have been grown in a container long enough for the root system to
have developed sufficiently to hold its soil together once removed from the
container.
B. Container plants will need to be watered regularly and placed in shady conditions
until planting occurs.
C. Bare root plants are for immediate planting, otherwise see D) below.
D. If bare roots specimens are not to be planted within four (4) days, temporary
holding of bare root specimens are to be covered entirely by a suitable medium
(etc. soil, sawdust, mulch or the like) and watered regularly so as to not dry out.
PLANT LOCATIONS
A. New plantings shall be located where shown on plan except where changes have
been made in proposed construction.
B. Necessary adjustments shall be made only after approval by the owner or the
owner's representative.
WATER
Water shall be potable and shall not contain elements toxic to plant life.
/
� FIELD LOCATED _
TOP OF BANK /� / / �� —
50' NS - - - - -- —
loe
EUI=
\ — — RIVER
Ile / \ BUFFER
Ole
/
/
— — — — — — --
/
ool
\
�/
- - -- - -- _ - - - -- 50' URBAN - - --
// TRANSITION
A — \ ` — BUFFER
+360 C,
/ \ \
\ —
co
364 3ro ------
366 —
/ 368
Uft
366// - --
\ \�
--
-
� 364
x X 9 i
x xw 90 IV
X X 57 PCB Q
IST x xo
OP \ orr� 24 PC x rs -� 4A 4 I
87 Al 0 x, x 56 STS
x *: �ioQ
/ I x x {�+�5 � 50 LC I
X Q X /X X x x x ) ",
� x O x x x '56 PC x lY''
`� >^� 24 IV X � X X x /
I
I x x x x x
�o X x x�6 362 X x / I
X �'s� X
I X X 360.5 I
49 PC
XxXX\ ` II
X I10 1
�A,
v V v A\ V\ \50' NEUSE
V A V A \ \ RIVER V A y10' i I
BUFFER
h
�o
0°D 00 00
�- - - -- - - - - -- -
\ \ \ \ \ \ \ \ \ \ \\ \ STORMWATER \ \ \ \ \ \
MAINTENANCE AND � \ \ \ \ \ \ \ \
ACCESS EASEMENT \ \ \ \ \ \
\
FIELD LOCATED-
'TOP OF BANK
o'\
.�
\\ CO�
WETLAND '2' LANDSCAPE FLAN VIEW
1 " =20'
i
i
i
i
�I w
w
I i F► �
i
Iii I
\I
GRAPHIC SCALE
20 0 10 20 40
1 inch = 20 ft.
14 SP 018
HTE #: 14-1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION
205 IV
IRIS VIRGINIANA BLUE FLAG IRIS
4 –INCH CONTAINER
24" O.C.
+ +
227 PC
PONTEDERIA CORDATA PICKEREL WEED
+ 4 –INCH CONTAINER
24° O.C.
+
304 ST
SCHOENOPLECTUS SOFT –STEM BULRUSH
4 –INCH CONTAINER
24° O.C.
TABERNAEMONTANI
SHALLOW
LAND
160 Al
146 EF
ASCLEPIAS INCARNATE SWAMP MILKWEED
EUPATORIADELPHUS
FISTULOSUS
100 LC LOBELIA CARDINALIS
SEEDBED PREPARATION
JOE PYE WEED
CARDINAL FLOWER
4 –INCH CONTAINER
17 p 17 4 –INCH CONTAINER
4 –INCH CONTAINER
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL
CONDITIONS, IF AVAILABLE.
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3. REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE
REASONABLY SMOOTH AND UNIFORM.
4. PER ONE TIME ONLY, APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE
UNIFORMLY AND MIX WITH SOIL.
5. CONTINUE TILLAGE UNTIL A WELL– PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS
PREPARED 4 TO 6 INCHES DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER.
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN
THE PLANTING SEASON, IF POSSIBLE. AFTER PERMANENT COVER IS ESTABLISHED.
9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT
TEMPORARY SEEDING SCHEDULE
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
JAN 1 – MAY 1 RYE (GRAIN) 120 LBS /AC
KOBE LESPEDEZA 50 LBS /AC
MAY 1 – AUG 15 GERMAN MILLET 40 LBS /AC
AUG 15 – DEC 30 RYE (GRAIN) 120 LBS /AC
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB /AC GROUND AGRICULTURE LIMESTONE AND
750 LB /AC 10 -10 -10 FERTILIZER (FROM AUG 15 – DEC 30, INCREASE 10 -10 -10 FERTILIZER TO 1000 LB /AC).
MULCH
APPLY 4000 LB /AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING
TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
JAN 1 – AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE, AND MULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
AUG 15 – DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOP DRESS WITH 50 LB /AC
OF NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY COVER
BEYOND JUNE 15, OVERSEED WITH 50 LB /AC KOBE LESPEDEZA IN LATE FEBRUARY
OR EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT TO USE THE PERMANENT
SEEDING SCHEDULE.
PERMANENT SEEDING SCHEDULE (DAM EMBANKMENTS)
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
AUG 25 – OCT (BEST) TALL FESCUE 200 LBS /AC
FEB – APR 15 (POSSIBLE)
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 4,000 LB /AC GROUND AGRICULTURE LIMESTONE AND
1000 LB /AC 10 -10 -10 FERTILIZER.
MULCH
APPLY 4000 LB /AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING
TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE FOLLOWING YEAR; USE SOIL
TESTS OR APPLY 150 LB /AC 10 -10 -10 FERTLIZER. MOW REGULARLY TO A HEIGHT OF 2 -4 INCHES.
NOTE: PERMANENT SEEDING SCHEDULE IS FOR SLOPES OF THE BASIN, TOP OF BERM, AND BASIN FLOOR.
24" O.C.
24° O.C.
24° O.C.
PLANTING INSTRUCTIONS
PLANTING TECHNIQUES
A. Insure that roots, once removed from pot, are straightened and face downward.
B. Create planting area for each plant and excavate pit.
C. Place plants in pit insuring roots are facing completely downward.
D. Heel in soil arouond plant and proceed to next planting location.
E. Newly planted plants need to be fastened to the substrate for the establishment
of new roots.
F. Roots shall be spread in their normal position. All broken or frayed roots hall be
cut off cleanly.
G. The diameter of the pits for all vegetative stock shall be at least three times the
diameter of the root mass. Plant pit wall shall be scarified prior to plant
installation.
H. Set the plants upright, in the center of the pit. The bottom of the root mass
should be resting on undisturbed soil.
I. Place the backfill around the base and sides of the root mass, and work each
layer to settle backfill and to eliminate voids and air pockets. When pit is
approximately 2/3 full, water thoroughly before placing remainder of the backfill.
Water again after placing final layer of backfill.
J. Broken or damaged parts will be cut back to undamaged tissue, leaving as much
green basal tissue as possible above the roots. If more than fifty percent (50%)
of the plant is damaged then contractor shall replace the plant.
CONTAINER STOCK / BARE ROOT
A. Stock shall have been grown in a container long enough for the root system to
have developed sufficiently to hold its soil together once removed from the
container.
B. Container plants will need to be watered regularly and placed in shady conditions
until planting occurs.
C. Bare root plants are for immediate planting, otherwise see D) below.
D. If bare roots specimens are not to be planted within four (4) days, temporary
holding of bare root specimens are to be covered entirely by a suitable medium
(etc. soil, sawdust, mulch or the like) and watered regularly so as to not dry out.
PLANT LOCATIONS
A. New plantings shall be located where shown on plan except where changes have
been made in proposed construction.
B. Necessary adjustments shall be made only after approval by the owner or the
owner's representative.
WATER
Water shall be potable and shall not contain elements toxic to plant life.
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GRAPHIC SCALE
20 0 10 20 40
1 inch = 20 ft.
14 SP 018
HTE #: 14-1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION

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*PRIVATE INGRESS /EGRESS EASEMENT
4 * *12' ROADWAY MIN. 4'
GUTTER GUTTER
** *SEE DETAIL 03000.02
ALLEY (ONE WAY)
* PRIVATE STREETS ARE NOT ALLOWED TO SERVE SINGLE FAMILY DETACHED RESIDENTIAL.
** INCREASE ROADWAY WIDTH TO 16' MINIMUM FOR TWO WAY OPERATION.
* ** CURB & GUTTER IS OPTIONAL ON PRIVATE STREETS- NON - STANDARD CURB & GUTTER
MAY BE USED AS AN OPTION.
NOTE:
PAVEMENT SLOPE SHALL BE 0.02' MINIMUM TO DIRECT DRAINAGE
87
FROM THE PAVEMENT TO THE DRAINAGE COLLECTION SYSTEM.
L)ET -AdL loo.
STANDARD PRIVATE STREET 03000.01
EFFECTIVE: 12/1709 SHEET 7 OF 7
BACK OF CURB
SCORE FULL WIDTH OF
CURB AND GUTTER
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2'-0" 6„
FRONT END
97
L)F'1AIL No.
STANDARD METHOD OF ENDING CURB AND GUTTER 03000.11
EFFECTIVE: 12/10/09 SHEET 1 of 1
rr
1' -6" LANDSCA EP D MEDIAN GREATER THAN OR
EQUAL TO 8' -0'
MEDIAN J
TRAVEL LANE
STANDARD MEDIAN CURB AND
GUTTER (SEE DETAIL 03000.42) LANDSCAPED MEDIAN
PLAN VIEW
STANDARD MEDIAN CURB AND GUTTER
(SEE DETAIL 03000.02)
. . ... ... . ... ... T I _\ ­\ i
2' -6" MIN. STAMPED /BRICK PAVER MI EDIAN 1 1 LESS THAN
i MEDIAN
TRAVEL LANE
STAMPED /BRICK PAVER MEDIAN
PLAN VIEW
97
L)F'1'AIL No.
MEDIAN TREATMENTS FOR NARROW MEDIANS 03000.19
EFFECTIVE: 12/10/09 SHEET 1 of 2
STANDARD 30" CURB AND GUTTER
(AS PER DETAIL 03000.02)
ROADWAY
A.B.C.
5'
9' MINIMUM ( * *10')
12' TYPICAL
5' FUTURE
SIDEWALK LDCATION
0.02' /FT. SLOPE
ICI I!IIIII�II III III
IIII III II1111111111i1
** 10' WIDE ON ALL STREETS THAT HAVE A
CROSS SECTION OF 35' OR GREATER.
NATURAL GROUND
2:1 MAXIMUM SLOPE.
5:1 CUT OR FILL SLOPE PREFERABLE.
NOTE REQUIRES PLANTING SLOPE WITH
NON- MOWABLE VEGETATION IF HEIGHT IS
GREATER THAN 5 FEET.
NATURAL GROUND
II-
L)ET -AdL loo.
STANDARD CURB & GUTTER SECTION WITHOUT SIDEWALK 03000.04
SHEET 1 OF 1
WHITE ON GREEN INFORMATIONAL SIGN
TO BE ADDED WHEN APPLICABLE
NOTES:
1. BARRICADES) TO BE ERECTED ACROSS ENTIRE
ROADWAY INCLUDING CURB & GUTTER.
2. ADVANCE WARNING SIGN W14 -1 (DEAD END) SHALL
BE PLACED JUST AFTER LAST INTERSECTING STREET -
3. MARKINGS FOR BARRICADE RAILS SHALL BE
REFLECTIVE AND ALTERNATE RED & WHITE STRIPS.
4. "ROAD CLOSED" SIGN SHALL MEET SPECIFICATIONS
OF M.U.T.C.D. R11 -2 AND BE REQUIRED ATOP EACH
BARRICADE USED.
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DRIVEWAY BY
OTHERS
1/2" EXPANSION
JOINTS
SIDEWALK
1/2" EXPANSION
JOINTS
CONCRETE
DRIVEWAY —
APRON
EXISTING CURB & EXPANSION
GUTTER (TYPICAL) JOINT (TYP -)
PLAN VIEW
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5' -0" MINIMUM
4' -0" MINIMUM
FUTURE ROAD EXTENSION
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RED & WHITE REFLECTORIZED
PANELS TO MEET NCDOT
STANDARDS & SPECIFICATIONS
II II
III II
I I 4" x 4" TREATED POST OR OTHER I I
L_I NCDOT APPROVED SUPPORT u
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L)F'1A1L No.
TEMPORARY BARRICADE FOR DEAD END ROADS 03000.16
SHEET 1 OF 1
B * - -L
4-
42"
RADIUS In
A*
II EFFE CTIVE: 1210 `09
NOTES TO CONTRACTOR:
- RESIDENTIAL DRIVEWAYS TO BE 12 FEET TO 18 FEET IN WIDTH.
- COMMERCIAL AND INDUSTRIAL DRIVEWAYS TO BE A MINIMUM OF 20 FEET
FOR 2 -WAY, 16 FEET FOR 1 -WAY, AND A MAXIMUM OF 36 FEET WIDE.
-ALL CONCRETE SHALL BE 300C P.S.I.
* ELEVATION "B" MINUS ELEVATION "A" EQUALS 1 INCH.
NOTES:
1, CURB SHALL BE TAPERED TO FINISH FLUSH WITH SIDEWALK.
2. BEGINNING RADIUS SHALL NOT ENCROACH ON ADJACENT PROPERTIES BASED ON A PROJECTION
OF THE PROPERTY LINE FROM THE RIGHT OF WAY TO THE CURB LINE.
3. SIDEWALK SECTION SHALL BE REQUIRED ALONG ALL STREETS.
4. THE TOWN IS NOT RESPONSIBLE FOR VEHICLES THAT DRAG DLJE TO GRADE OF DRIVEWAY.
THE DRIVEWAY IS PRIVATELY MAINTAINED-
STANDARD DRIVEWAY APRON
DETAIL No.
03000.13
SHEET 1 OF 1
2'- 6"
A JOINT FILLER 2' -0" `� 6" `
NOTE; MAINTAIN 50' MAX. BETWEEN
1/8" RADIUS (TYP.) JOINTS OR AT ALL RIGID OBJECTS. 3" RADIUS 1/2" RADIUS
1/8" RADIUS 3" RADIUS 4
4 I i
FRONT ELEVATION 1/2 SECTION A -A
TRANSVERSE EXPANSION JOINT A _+ I SIDE ELEVATION
COMBINATION CURB AND GUTTER
4' -a"
1/8" RADIUS
_
2' -O" 2' -D" 1 -3/4" R 4 i
° N 1 /8., R 3/4" R� ° e
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EXPRESSWAY GUTTER
FOR USE ON ALLEYS ONLY 1' -6"
MEDIAN CURB AND GUTTER
M SIDE ELEVATION
v A I
E: 12/10/09
NOTES:
1. CONCRETE SHALL BE 3,000 P.S.I.
2. CONTRACTION JOINTS SHALL BE SPACED AT 10' INTERVALS..
(A 15' SPACING WILL BE ALLOWED WHEN A MACHINE IS USED.)
A.B.C. UNDER STANDARD 3. FINISH ALL CONCRETE WITH CURING COMPOUND.
CURB &GUTTER 4. REFER TO NCDOT DETAIL 846.01 FOR CURB AND GUTTER
SUPERELEVATION RATES.
STANDARD CONCRETE CURB AND GUTTER
DRIVEWAY BY OTHERS WITH
2" DRAIN HOLE FILLED
CONCRETE DRIVEWAY
MAXIMUM RECOMMENDED GRADES
APRON WITH 6" MINIMUM
THICKNESS
OVER DRAIN HOLE 12" C.C. LOWEST 100'
WELDED WIRE MESH 0 CENTER
1/2" EXPANSION
74 SETTING BED
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EXPANSION JOINT
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BACKFILL CONCRETE SIDEWALK
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TYPICAL SECTION
NOTES:
1, CURB SHALL BE TAPERED TO FINISH FLUSH WITH SIDEWALK.
2. BEGINNING RADIUS SHALL NOT ENCROACH ON ADJACENT PROPERTIES BASED ON A PROJECTION
OF THE PROPERTY LINE FROM THE RIGHT OF WAY TO THE CURB LINE.
3. SIDEWALK SECTION SHALL BE REQUIRED ALONG ALL STREETS.
4. THE TOWN IS NOT RESPONSIBLE FOR VEHICLES THAT DRAG DLJE TO GRADE OF DRIVEWAY.
THE DRIVEWAY IS PRIVATELY MAINTAINED-
STANDARD DRIVEWAY APRON
DETAIL No.
03000.13
SHEET 1 OF 1
2'- 6"
A JOINT FILLER 2' -0" `� 6" `
NOTE; MAINTAIN 50' MAX. BETWEEN
1/8" RADIUS (TYP.) JOINTS OR AT ALL RIGID OBJECTS. 3" RADIUS 1/2" RADIUS
1/8" RADIUS 3" RADIUS 4
4 I i
FRONT ELEVATION 1/2 SECTION A -A
TRANSVERSE EXPANSION JOINT A _+ I SIDE ELEVATION
COMBINATION CURB AND GUTTER
4' -a"
1/8" RADIUS
_
2' -O" 2' -D" 1 -3/4" R 4 i
° N 1 /8., R 3/4" R� ° e
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EXPRESSWAY GUTTER
FOR USE ON ALLEYS ONLY 1' -6"
MEDIAN CURB AND GUTTER
M SIDE ELEVATION
v A I
E: 12/10/09
NOTES:
1. CONCRETE SHALL BE 3,000 P.S.I.
2. CONTRACTION JOINTS SHALL BE SPACED AT 10' INTERVALS..
(A 15' SPACING WILL BE ALLOWED WHEN A MACHINE IS USED.)
A.B.C. UNDER STANDARD 3. FINISH ALL CONCRETE WITH CURING COMPOUND.
CURB &GUTTER 4. REFER TO NCDOT DETAIL 846.01 FOR CURB AND GUTTER
SUPERELEVATION RATES.
STANDARD CONCRETE CURB AND GUTTER
1 EFFECTIVE: 12/10/09
5-0"
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2" x 8" BOMACRON TEXTURED, RUNNING BOND
BRICK PATTERN, USE BOMANITE, BRICK RED
BC -1 CH- 00040 -60, COLOR HARDENER OR
EQUAL PRODUCT.
STAMPED CONCRETE
PLAN VIEW
2" x B" x 2y4' BRICK PAVER.
USL PINE HALL BRICK, ENGLISH LDGL
VARIES
GRASSED UTILITY STRIP
DETAIL No.
03000.02
SHEET 1 OF 1
PROPOSED SIDEWALK
(CONCRETE 3000 P.S.I.)
C_
EXISTING 2' -6" COMPACTED TO A DENSITY
CURB AND GUTTER OF NO LESS THAN 95%
TYPICAL SECTION
JOINT FILLER 1/4" SIDEWALK SURFACE
4" YT f RADIUS
1 /2"
TRANSVERSE EXPANSION JOINT
NOTES:
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 AT LOCATIONS OF DRIVEWAY CROSSINGS, AT STREET INTERSECTIONS
(ALONG THE LENGTH OF RADIUS CURB RETURNS), AND IN THE HANDICAP RAMPS.
STANDARD CONCRETE SIDEWALK
7" THIf -V irin 1 PCI t nNr'RFTP
EXPANSION JOINT
r_ STD. MEDIAN C &G
6" COMPACTED CABC __t
STAMPED CONCRETE MEDIAN
5' -0„
2" DRAIN HOLE FILLED
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OVER DRAIN HOLE 12" C.C. LOWEST 100'
WELDED WIRE MESH 0 CENTER
APE
74 SETTING BED
II
EXPANSION JOINT
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1 EFFECTIVE: 12/10/09
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2" x 8" BOMACRON TEXTURED, RUNNING BOND
BRICK PATTERN, USE BOMANITE, BRICK RED
BC -1 CH- 00040 -60, COLOR HARDENER OR
EQUAL PRODUCT.
STAMPED CONCRETE
PLAN VIEW
2" x B" x 2y4' BRICK PAVER.
USL PINE HALL BRICK, ENGLISH LDGL
VARIES
GRASSED UTILITY STRIP
DETAIL No.
03000.02
SHEET 1 OF 1
PROPOSED SIDEWALK
(CONCRETE 3000 P.S.I.)
C_
EXISTING 2' -6" COMPACTED TO A DENSITY
CURB AND GUTTER OF NO LESS THAN 95%
TYPICAL SECTION
JOINT FILLER 1/4" SIDEWALK SURFACE
4" YT f RADIUS
1 /2"
TRANSVERSE EXPANSION JOINT
NOTES:
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 AT LOCATIONS OF DRIVEWAY CROSSINGS, AT STREET INTERSECTIONS
(ALONG THE LENGTH OF RADIUS CURB RETURNS), AND IN THE HANDICAP RAMPS.
STANDARD CONCRETE SIDEWALK
7" THIf -V irin 1 PCI t nNr'RFTP
EXPANSION JOINT
r_ STD. MEDIAN C &G
6" COMPACTED CABC __t
STAMPED CONCRETE MEDIAN
'-- COMPACTLD SUDGRADL 957 PROCTOR
SECTION VIEW
2" DRAIN HOLE FILLED
6" THICK, CLASS 'B' CONCRETE
6" x 6" FILTER FABRIC W/ PEA GRAVEL 25' D.C.,
SLAB WITH 6" x 6° x W1.2 x W1 -2
OVER DRAIN HOLE 12" C.C. LOWEST 100'
WELDED WIRE MESH 0 CENTER
APE
74 SETTING BED
EXPANSION JOINT
EXPANSION JOINT
STD. MEDIAN
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BRICK MEDIAN SECTION
COMPACTED SUBGRADL 95% PROCTOR
BRICK PAVERS STANDA
PLAN VIEW CURB &
NOTE;
ALL MEDIANS LANDSCAPED THROUGH
DEVELOPMENT PROJECTS SHALL BE
MAINTAINED IN CONTINUUM BY THE
HOME OWNERS ASSOCIATION (HOA)
F17 AND /OR DEVELOPER. LANDSCAPED MEDIAN SECTION MEW
MEDIAN TREATMENTS FOR NARROW MEDIANS
FFT'F?C FI V F: 12/10/09
I)F FAI I. Nu.
03000,19
F
SHEET 2 O 2
DETAIL No.
03000.07
SHEET 1 OF 2
__1 14 -SP -018
HTE#: 14 -1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
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PROJECT NO. M I H —1 4000
FILENAME: MIH14000 —D1
DESIGNED BY: WTO /SRW
DRA�fPN BY: SRW
scALE:
N.T.S.
DATE: 0 6 - 26 -1 4
SHEET NO.
D -1
'� Planner Date �J
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION � MCADAMS

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m COURSE SURFACE COURSE 2" RADIUS
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VARIABLE
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m > CONCRETE ISLAND. STAGGER SPIKES ON 2' CENTERS EACH WAY. BARS 0o.o2r'SLOPEAGGERED �f 9"
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v z EXPANSION JOINTS. 5" MONOLITHIC CONCRETE ISLAND cxn O
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LINE LIP THE JOINTS IN THE CONCRETE PAVEMENT (ISLAND) VARIABLE z
= WITH THE JOINTS IN THE CURB OR CURB AND GUTTER. JOINT SEALER W
JOINT FILLER
FILL AND SEAL THE TOP 1,z" OF THE EXPANSION JOINTS AND CURB AND GUTTER 4" GONC. COVER
THE ENTIRE DEPTH OF GROOVED JOINTS WITH JOINT SEALER. AS CALLED FOR ON 0.02 SLOPE
PLANS.
FOR JOINTS IN THE CURB ANDIOR CURB AND GUTTER, SEE SURFACING a:o`
°. bs1Y 4" BASE COURSE
SHEET 1 OF 1 STANDARD NO. 846.01 L $HEFT 1 OF 1
852.01 PAVED CONCRETE ISLAND 852.01
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NOTES:
TOP DESIGNED FOR
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PAY LIMITS FOR CURB RAMP
1.
CONSTRUCT THE RAMP SURFACE TO BE STABLE, FIRM, AND SLIP RESISTANT. CONSTRUCT THE CURB RAMP TYPE AS SHOWN IN THE PAVEMENT MARKING
STANDARD
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PLANS OR AS DIRECTED BY THE ENGINEER.
ON CENTER
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2.
LOCATE CURB RAMPS AND PLACE PEDESTRIAN CROSSWALK MARKINGS AS SHOWN IN THE PAVEMENT MARKING PLANS. WHEN FIELD ADJUSTMENTS REQUIRE
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MOVING CURB RAMPS OR MARKINGS AS SHOWN, CONTACT THE SIGNING AND DELINEATION UNIT OR LOCATE AS DIRECTED BY THE ENGINEER,
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3.
COORDINATE THE CURB RAMP AND THE PEDESTRIAN CROSSWALK MARKINGS SO A 4'x4' CLEAR SPACE AT THE BASE OF THE CURB RAMP WILL FALL
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WITHIN THE PEDESTRIAN CROSSWALK LINES.
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4.
SET BACK DISTANCE FROM INSIDE CROSSWALK MARKING TO NEAREST EDGE OF TRAVEL LANE IS 4' MINIMUM.
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REFER TO THE PAVEMENT MARKING PLANS FOR STOP BAR LOCATIONS AT SIGNALIZED INTERSECTIONS. IF A PAVEMENT MARKING PLAN IS NOT
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TERMINATE PARKING A MINIMUM OF 20' BACK OF A PEDESTRIAN CROSSWALK.
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CONSTRUCT CURB RAMPS A MINIMUM OF 4' WIDE.
EXPANSION JOINT
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CONSTRUCT THE RUNNING SLOPE OF THE RAMP 8.3396 MAXIMUM.
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9.
ALLOWABLE CROSS SLOPE ON SIDEWALKS AND CURB RAMPS WILL BE 2% MAXIMUM.
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10.
CONSTRUCT THE SIDE FLARE SLOPE A MAXIMUM OF 10% MEASURED ALONG THE CURB LINE.
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CONSTRUCT THE COUNTER SLOPE OF THE GUTTER OR STREET AT THE BASE OF THE CURB RAMP A MAXIMUM OF 5% AND MAINTAIN A
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12.
CONSTRUCT LANDINGS FOR SIDEWALK A MINIMUM OF 4'x4' WITH A MAXIMUM SLOPE OF 2% IN ANY DIRECTION. CONSTRUCT LANDINGS FOR
M EDIAN ISLANDS A MINIMUM OF 5'x5' WITH A MAXIMUM SLOPE OF 2% IN ANY DIRECTION.
❑
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TO USE A MEDIAN ISLAND AS A PEDESTRIAN REFUGE AREA, MEDIAN ISLANDS WILL BE A MINIMUM OF 6' WIDE. CONSTRUCT MEDIAN ISLANDS
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SMALL CHANNELIZATION ISLANDS THAT CAN NOT PROVIDE A 5'X5' LANDING AT THE TOP OF A RAMPS, WILL BE CUT THROUGH LEVEL WITH
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2' MIN. CURB
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CURB RAMPS WITH RETURNED CURBS MAY BE USED ONLY WHERE PEDESTRIANS WOULD NOT NORMALLY WALK ACROSS THE RAMP. THE ADJACENT SURFACE
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IS PLANTING OR OTHER NON- WALKING SURFACE OR THE SIDE APPROACH IS SUBSTANTIALLY OBSTRUCTED.
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PLACE A 1,�" EXPANSION JOINT WHERE THE CONCRETE CURB RAMP JOINS THE CURB AS SHOWN IN ROADWAY STANDARD DRAWING 848.01
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PLACE ALL PEDESTRIAN PUSH BUTTON ACTUATORS AND CROSSING SIGNALS AS SHOWN IN THE PLANS OR A5 SHOWN IN THE MUTCD.
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CURB RAMPS THROUGH MEDIAN ISLANDS, SINGLE RAMPS AT DUAL CROSSWALKS OR LIMITED RIW SITUATIONS, WILL BE HANDLED BY SPECIAL DETAILS.
CONTACT THE CONTRACT STANDARDS AND DEVELOPMENT UNIT FOR THE DETAILS OR FOR A SPECIAL DESIGN.
OF 3 ISHEET 3
.05 1848.
STANDARD TYPE
(UP TO 2C FEET IN DEPTH)
STANDARD MANHOLE RING
AND COVER
STANDARD �_� TOP DESIGNED FOR
HS -20 LOADING
STEPS 16" MAY BE FLAT OR
ON CENTER 48" I.D. ECCENTRIC CONE
MINIMUM
UP TO 20' -0'
5'
BRICK AND
MORTAR INVERT
DEEP TYPE
(OVER 20 FEET IN DEPTH)
6„ PLASTIC CEMENT
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PUTTY OR BUTYL RUBBER JOINTS
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0 ,6" 7
J \- MINIMUM 6" THICK
WASHED STONE BEDDING
FLAT TOP DETAIL
STANDARD
STEPS
12" 5B"
BRICK AND MINIMUM 6" THICK
MORTAR INVERT WASHED STONE BEDDING
FLAT TOP DETAIL
STANDARD
STEPS
12" J O 72"
STANDARD PRECAST CONCRETE MANHOLE JUNCTION BOX
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PARTIAL PLAN OF PAVED STREET TURNOUT
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TYPE COMMERICAL ENTRANCES.
ISOMETRIC VIEW
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FLAT TOP DETAIL
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IN TYPICAL SECTION OF PLANS.
PARTIAL PLAN OF PAVED STREET TURNOUT
USE ON PROPOSED AND EXISTING STREET INTERSECTIONS OR MAJOR
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TOP DIAMETER OF NO LESS
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1. DETECTABLE WARNING DOMES WILL COVER 2' -0" LENGTH AND FULL WIDTH OF THE
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6.3'
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TOP DIAMETER OF NO LESS
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8.5'•'
5'
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3.4'
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NEW ASPHALT
LAYER
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SIDEWALK (6' STD.)
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CONTRACTOR SHALL MILL EXISTING
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PLAN VIEW
DUAL RAMPS
ANY RADII SHEET 1
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848.
EXISTING ASPHALT
LAYER (MIN. 2" THICK)
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PLAN VIEW OF TRANSITION NOTES:
EXPRESSWAY GUTTER TO 2' -6" CURB AND GUTTER -IN THE TRANSITION FROM 4' -0" CONCRETE EXPRESSWAY GUTTER TO 2' -6" CONCRETE
CURB AND GUTTER, PLACE It" EXPANSION JOINTS AT 25' INTERVALS.
-PLACE GROOVE JOINTS 1" DEEP AT 12' -6" INTERVALS BETWEEN EXPANSION JOINTS.
-FILL AND SEAL THE TOP 1�" OF THE EXPANSION JOINTS AND 1" OF CONTRACTION
SHEET 3 OF 3 JOINTS WITH APPROVED JOINT SEALING COMPOUND. SHEET 3 OF 3
846.01 846.01
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PLAN SYMBOL
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3.0" ASPHALT SURFACE COURSE (S9.5B)
8" ABC
COMPACTED SUBGRADE
SEE SPECIFICATIONS FOR REQUIRED MATERIALS.
SUBGRADE COMPACTED TO A MINIMUM 98% STANDARD
PROCTOR MAXIMUM DRY DENSITY (ASTM D 698) REFER
TO SOILS REPORT IF AVAILABLE.
ON -SITE ASPHALT DRIVE AISLES (HEAVY DUTY)
PAVEMENT DETAIL
///`3.0" ASPHALT SURFACE COURSE (S9.58)
6" ABC
/�E COMPACTED SUBGRADE
SEE SPECIFICATIONS FOR REQUIRED MATERIALS.
SUBGRADE COMPACTED TO A MINIMUM 98% STANDARD
PROCTOR MAXIMUM DRY DENSITY (ASTM D 698) REFER
TO SOILS REPORT IF AVAILABLE.
ON -SITE ASPHALT PARKING STALLS (LIGHT DUTY)
PAVEMENT DETAIL
14 S P 0 1 8
HTE#: 14 -1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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DATE` 06 -26 -14
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GINS NOTES;
3 . IT IS THE CONTRACTORS RESPON SIBILUY TO VERIFY THAT ALL
IPMENSGONS AND SQUARE FOOTAGE IS CORRECT PRIORTO
CONSTRUCTION. K8A HOME DESIGNS, INC. IS NOT RESPONSIBLE FOR
ANY DIMENSIONING OR SQUARE FOOTAGE ERRORS ONCE
CONSTRUCTION BEGINS_
2. ALL WALL SHOWN ON THE FLOOR PLANS ARE DRAWN AT 4 " UNLESS
NOTED OTHERWSE
3. ALLANGLED WALL SHO1Md ON THE PLANS ARE 45 DEGREES UNLESS
NOTED OTHERWISE.
4_ ME) Vi4LL DESIGN SHALL CONFORM TO ALL NORTH CAROLINASTATF
BUILDING CODE REQUIREMENTS.
5. DO NOT SCALE PLANS. DRAWNG SCALE MAYBE DISTORTED DUE TO
COPIER IMPERFECTIONS_
6. ALL CONSTRUCTION SHALL BE IN ACCORDMICE WITH NORTH CAROLINA
STATE BUILDING CODE, 2012 EDITION.
SQ£IARE FOOTAGE
HEATED S 0 UAR F FO OTA G E UNHEATED SOUAREFOOTAGF
FIR S£ F100R-
"Tf4
GAZEBO°
239
FECG`:G FLOOR=
N/A
FR NT PORCH=
N/A
THIRD FLOOR=
NIA
SCREEN FORLH=
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EASEMENT-
N/A
DECK-
N/A
U")
STORAGE=
N 4
TOTAL HEATED=
N/A
TOTAL UNHEATED=
239
ATTIC VENTILATION CALCUIATIOIrNS
- CALCLLATIONS SHOWN BELOW ARE BASED ON VDsTILATORS USED AT
LEAST 3FT. ABOVE THE CORNICE VENTS IV= THE BALANCE OF
NTNTIALTION PROVIDED BE EAVE VENTS.
- CATHEDRAL CEII I \GS SHALL HAVE A NJD .1" CT.FAR atiCE BET WEE -'ti THE
BOTTOM OF THE ROOF DECKA -;D THE LNSL-LATTON.
239 SQ. FT. OF ATTIC/'30D= .SO
EACH OF =ET AN7D =LET REQL =.
*WALL AND ROOF CLADDING DESIGN VALUES
- WAIL CLAD= G IS DESIGNED FOR A 21.1 SO. FT. OR GREATER POSFTWE AND
NEGATIVE PRESSURE.
- ROOF VALI:ES BOTH P05 I VF A\ D ti FGATI VE SH ALL BE AS FOLLOWS:
45.5 IBS. PER SO. FT. FOR ROOF PITCHES OF 0/12 TO 225/12
348 115S. PER SO. FT. FOR ROOF =HES OF 2.25/12 TO 7/12
21 LBS. PER SQ. FT. FOR ROOF PITCHES OF 7/12 TO 12/12
- NIEANR OO,F HEIGHT 3V OR LESS
LEFT ELEVA TION
914" = 1' -01,
REAR ELEVATION
114#6 _x_0•.
FRONT ELEVA TION
114" = 7 -0"
RIGHT ELEVATION
114" = -^n
co
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APPROVED BY THE TOWN OF CARY
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FILENAME: MIH14000 -D1
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DATE` 06 -26 -14
SHEET NO.
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Date
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT NO. M I H -14000
FILENAME: MIH14000 -D1
DESIGNED BY: WTO /SRW
DRAWN BY: SRW
SCALE: N. T. S.
DATE` 06 -26 -14
SHEET NO.
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APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
M 8
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PROJECT NO. M I H -14000
FILENAME: MIH14000 -D1
DESIGNED BY: WTO /SRW
DRAWN BY: SRW
SCALE: N. T. S.
DATE` 06 -26 -14
SHEET NO.
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4
a�
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19' -0"
2' -0" 15' -0" 2' -0"
— — — — — — — — — — — — — — — — — — —
I I
Q I I I
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I I
4
L F
----------------
I
L-------------- - - - - -�
2' -0" 3' -0" 9' -0" 3' -0" 2' -0"
19' -0"
FOUNDATION PLAN f
7/4" = 7' -011
6-0"
2' -0" 4' -0"
N
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ROOF PLAN
19'-01,
7' -0" 6-0"
4' -0" 2' -0"
1' -6" 4' -0" 1' -6"
GAZEBO
16' -4" x 16' -4"
9' -0,
19' -0"
'j 6 "x6" TRT'D. POST ON 24 "x24"
w /STONE BASE
❑ IN
I
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FIRST FLOOR PLAN
7/4'• = 7 1-0 •' CEILING HT. = 9' -0"
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1 4-SP-01 8
HTE#: 14 -1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner Date
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT NO. M I H -14000
FILENAME: MIH14000 -D1
DESIGNED BY: WTO /SRW
DRAWN BY: SRW
SCALE: N.T.S.
DATE` 06 -26 -14
SHEET N0.
D -5
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10 CONN. S -4
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Y4" 0 x 15" DOME HEAD BOLT
f
5-0 FINISH
5
9'-4" OUT TO OUT OF STRINGERS
e
16 CONN. S-3
2
GALV. 8
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2Y2" A.R. NAIL
10 CONN. S -4
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GALV. { 1
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Y4" 0 x 15" DOME HEAD BOLT
3
3 "0 WASHER
20 CONN. S -5
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GALV. { 3 "0 WASHER
1
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SIDE VIEW
r1►11;d�1
3"
/2" Y2I
a
ELEVATION
POST AND RAIL CONNECTION DETAIL
SHOP NOTES:
A) ALL DRILLINGS TO P -L TO BE ON CENTERLINE, Da"iel C. Smith PE !e7 W00Comultiag Eagiaems ".. 13237MNC27moldRd o RITC RUCTURES
Raleigh, NC 37613 419 -844 -60.50 Fax: 946A643 --- FHwaoaera"cruaee.nw,.u"u. "c -..0 "e".ms"me"vm � "n,am.r." email: dea&ldansmithm.eom xomrsm,.ece
Finish End Q R -1
Phanb Cat
NOTE:
LOCATE DRILLING IN R-1 ON
FINISHING FLOOR
Halfspan
4 US" R -1
5112" L 1
5 112" @ B-2
STRINGER B -2, RAILING R-1 & LEDGER L -1
j3 "L X��
t- %a "51- $-5h" D 1 1 ")
SYMMETRIC
ABOUT
PREDRILL HOLES TN DX-1
FOR 4" BOAT NAILS
•�-•� +
ff:
+ 9, + + +
L
+ + + + +
L
DISTANCE from C.L..
(inches)
1 7/
-L
31fi" @ Dx -1
Daniel C , Si
consulting Rugm-
13237 Melvin Amold Rd.
Raleigh, NC 27613
919 -6446050 Fez 1346.11,643
' email: dan®danamil!♦Pe.el)m
Imo„
ST FINER %" s x 2" SLOTTED HoLH
�r
PLAN 0 MK -1
III
hl
ELEVATION
CENTER TO CIT1 F0
OF ANCHORBOLTS
NOTE: 4 CONN. 9-1
AV ANCHOR BOLT -
Naravl�NWOOD 1 MK 1 (3'4" PL. WELDED SHOE)
GALV. I 4"0 x 7" BOLT
-I
L3W
Y' ST TNBLtPLATE
(4 REQUIRED)
8 CONN. S-2
1 MK -2 (y4" WELDED SHOE)
GALV. 2 74" 0 x 5" BOLT
4 3/a "fD x 6y2" DOME HEAD BOL7
ANCHOR BOLT SETTING PLAN
PLAN
C. Smith RE
Aill Consulting Bagu�vus
DISTANCE from C.L..
(inches)
ENWOOD
99tikDaniel
132eigh,N 127613 dRd
k Raleigh, NC 27613
p1TC
O"
STRUCTURES
919.8"50 Fax: B46 -0643
email: dan(�danemipa.com
1181+
6 sM0"
ENpNtiEaE0 NGt0 FROOLCI6
P -1 S -5(2) P -I Sb(2) P -1 S-5(2) P -1 S-5(2) SS(2) P -I
M _ 71S4 n� nS4 Ml R.1 ns-4 n
FRAMING PLAN
0
Les:
cdgcra (Ir1) to
ace Nazis 0:5. o c.
CONTRACTOR NOTE:
1. AFFE R THB BRIDGE IS IN PLACE, HAMMER THE
IMS OF
THE BOLTS TOPREVHNF REMOVAL OF NUTS.
2. SEE SHEET 11M FOR ANCHOR BOLT SETTING PLAN.
3. POST ATAPPROACH EXTENSIONS TO BE
EMBEDDED IN CONCRETE APPROXIMATELY 18 ".
NOTFS:
L ATTACH DECK (DK -1) WITH (2) 4" BOAT NABS AT EACH
STRINGER (B-1) AND CENTER STRINGER (B-2}.
LEAVE 4 "GAP BETWWW PIECES,
2. SHIP BR[DCI$ ASSEMBLED, EXCEFT POST, RAi &
PICKETS, POSTS, RAILS, & PICKETS TO BE ASSEMBLED
AND SHIPPED AS UNIT.
RADWS: I ST -01/2"
DISTANCE from C.L..
(inches)
orli
(inches}
CAMBER
(makes)
04"
O"
6 7116"
2'-0"
1181+
6 sM0"
44"
5W
5 713"
H
dr
S -3
S-3
S -3 B -2
S -3
15116"
16'A"
26'A"
N
E -3
S-
S -3 13.2
S -3
FDA
5-3
33
Sd B.2
9-3
me
5-3
3-3
S-3 B -2
9-3
g_l
r�
151
12
S-11
(2)
3-5(2) S -5(2) S-5(2) �) R-1 S-S(2) S41(2)
P -1 SA P -1 S-0 P -1 S-4 P -1 8.4 S-4 -I
26'.0"
FRAMING PLAN
0
Les:
cdgcra (Ir1) to
ace Nazis 0:5. o c.
CONTRACTOR NOTE:
1. AFFE R THB BRIDGE IS IN PLACE, HAMMER THE
IMS OF
THE BOLTS TOPREVHNF REMOVAL OF NUTS.
2. SEE SHEET 11M FOR ANCHOR BOLT SETTING PLAN.
3. POST ATAPPROACH EXTENSIONS TO BE
EMBEDDED IN CONCRETE APPROXIMATELY 18 ".
NOTFS:
L ATTACH DECK (DK -1) WITH (2) 4" BOAT NABS AT EACH
STRINGER (B-1) AND CENTER STRINGER (B-2}.
LEAVE 4 "GAP BETWWW PIECES,
2. SHIP BR[DCI$ ASSEMBLED, EXCEFT POST, RAi &
PICKETS, POSTS, RAILS, & PICKETS TO BE ASSEMBLED
AND SHIPPED AS UNIT.
RADWS: I ST -01/2"
DISTANCE from C.L..
(inches)
orli
(inches}
CAMBER
(makes)
04"
O"
6 7116"
2'-0"
1181+
6 sM0"
44"
5W
5 713"
2 7/16"
1 4"
IT-&
5112"
15116"
16'A"
26'A"
24W'
TYPICAL PEDESTRIAN BRIDGE DETAILS
N.T.S.
ZewecAr, Luc
l EnWood
T R U C
10224 Durant Rd. Suito 201 Raleigh, NC 27614 919.518.0464 phone 919 51 S.C866 fax
Standard Specifications
Pedestrian & Light Vehicular Bridges
THE FAIRWAY
Manufacturer: Bridge shall be designed and furnished by Enwood Structures, Raleigh, NC.
Bridge Design: Bridge design system shall be THE FAIRWAY.
Manufacture: Manufacture of the structural glued laminated wood components shall conform to the
manufacturing requirements of the American Institute of Timber Construction Standards and Standard
Specifications for Glued Laminated Timber, AITC 117. Quality control shall be provided in accordance
with ANSI/Al A190.1- latest edition and AITC inspection manual, AITC 200. AITC quality marks shall
be used for identification. An AITC Geri of conformance shall be furnished upon request.
Manufacturer's and Fabricator's Certification: Bridge's manufacturer, and fabricator, shall be a
member of, and hold full certification from, The American Institute of Timber Construction (AITC).
Manufacturer and Fabricator: The manufacturer and fabricator of the shelter's laminated wood
components and the shelter's steel connectors shall be one in the same, to assure quality fit of all
connections.
Quality Control: Quality Control shall be provided in accordance with ANSIIAITC A190.1- latest edition,
American National Standard for Wood Products- Structural Glued Laminated Timber, and the American
Institute of Timber Construction Inspection Manual AITC -200.
Lumber: Laminating lumber shall be kiln- dried, with 15% moisture content, Southern Yellow Pine graded
to meet the requirements of Standard Specifications for Structural Glued Laminated Timber, AITC 117.
Lumber combination shall be determined by the design requirements for each component and designated
on the fabricator's shop drawings.
Appearance Grade: Laminated components shall be per AITC architectural appearance grade. Solid
sawn lumber for decking shall be Southern Yellow Pine graded in accordance with SPIB.
Preservative treatment: The preservative treatment for glulam components shall consist of pressure
treated laminated lumber (treated prior to gluing) with CCA (chromated copper arsenate) in accordance
with AITC 109 Standard. Exterior stringers shall be .6 pcf or .3 pcf retention and all other glulam
components shall be .3 pcf retention. Solid sawn decking shall be pressure treated in accordance with
AITC 109 Standard.
Adhesives: Adhesives shall be wet -use (waterproof) cumplying with ANSI/AITC A190.1- lasted edition.
Hardware: All connecting steel and hardware shall be furnished by the manufacturer Material shall be
hot dipped galvanized.
Note: Anchor bolts /leveling plates are supplied by others.
Penetrating Sealer: All glulam materials to receive one factory applied coat of clear penetrating sealer.
Optional factory staining is available.
Foundations: The purchaser shall secure all necessary information about the site and soil conditions.
Information as to the bridge support reactions, anchor bolt location and placement will be supplied by the
fabricator Actual design and construction of the bridge supporting foundation (abutments, pier or
footings) shall be the responsibility of the purchaser.
Enwood Structures can provide foundation designs as an option if all pertinent soil data is supplied.
Storage and Erection: The client or installer is responsible for protection of materials after arrival at
destination If materials are stored temporarily, they should be placed on blocks well off the ground and
separated with woad strips so air can circulate between members. Cover top and bottom with moisture
resistant paper. Use non- marring slings when handling the materials.
Shop Drawings: A complete set of shop drawings shall be furnished by the fabricator detailing all
member sizes and conrections.
For additional information, assistance with pricing, or technical inquiries,
please contact:
Enwood Structures, 1 919.518.0464
or
www.enwood.com
14 S P 0 1 8
HTE#: 14 -1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION
M 8
�'NMV
U ��o
`UZ;
0� 10 -0
SY32
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t'1 ^
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06,162
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WA
PROJECT No. M I H -14000
FILENAME: MIH14000 -D1
DESIGNED BY: WTO /SRW
DRAWN BY: SRW
SCALE: III
DATE` 06 -26 -14
SHEET N0.
D -6
�� MCADAMS
Daniel C. Smith P.B
Consulting Bngineeta
13237 Malvin Arnold Rd
Raleigh, NC 27613
919 - 844.6050 Fax: [phone]
email: dan(a}dansmiftexam
TYPICAL PEDESTRIAN BRIDGE DETAILS
N.T.S.
ZewecAr, Luc
l EnWood
T R U C
10224 Durant Rd. Suito 201 Raleigh, NC 27614 919.518.0464 phone 919 51 S.C866 fax
Standard Specifications
Pedestrian & Light Vehicular Bridges
THE FAIRWAY
Manufacturer: Bridge shall be designed and furnished by Enwood Structures, Raleigh, NC.
Bridge Design: Bridge design system shall be THE FAIRWAY.
Manufacture: Manufacture of the structural glued laminated wood components shall conform to the
manufacturing requirements of the American Institute of Timber Construction Standards and Standard
Specifications for Glued Laminated Timber, AITC 117. Quality control shall be provided in accordance
with ANSI/Al A190.1- latest edition and AITC inspection manual, AITC 200. AITC quality marks shall
be used for identification. An AITC Geri of conformance shall be furnished upon request.
Manufacturer's and Fabricator's Certification: Bridge's manufacturer, and fabricator, shall be a
member of, and hold full certification from, The American Institute of Timber Construction (AITC).
Manufacturer and Fabricator: The manufacturer and fabricator of the shelter's laminated wood
components and the shelter's steel connectors shall be one in the same, to assure quality fit of all
connections.
Quality Control: Quality Control shall be provided in accordance with ANSIIAITC A190.1- latest edition,
American National Standard for Wood Products- Structural Glued Laminated Timber, and the American
Institute of Timber Construction Inspection Manual AITC -200.
Lumber: Laminating lumber shall be kiln- dried, with 15% moisture content, Southern Yellow Pine graded
to meet the requirements of Standard Specifications for Structural Glued Laminated Timber, AITC 117.
Lumber combination shall be determined by the design requirements for each component and designated
on the fabricator's shop drawings.
Appearance Grade: Laminated components shall be per AITC architectural appearance grade. Solid
sawn lumber for decking shall be Southern Yellow Pine graded in accordance with SPIB.
Preservative treatment: The preservative treatment for glulam components shall consist of pressure
treated laminated lumber (treated prior to gluing) with CCA (chromated copper arsenate) in accordance
with AITC 109 Standard. Exterior stringers shall be .6 pcf or .3 pcf retention and all other glulam
components shall be .3 pcf retention. Solid sawn decking shall be pressure treated in accordance with
AITC 109 Standard.
Adhesives: Adhesives shall be wet -use (waterproof) cumplying with ANSI/AITC A190.1- lasted edition.
Hardware: All connecting steel and hardware shall be furnished by the manufacturer Material shall be
hot dipped galvanized.
Note: Anchor bolts /leveling plates are supplied by others.
Penetrating Sealer: All glulam materials to receive one factory applied coat of clear penetrating sealer.
Optional factory staining is available.
Foundations: The purchaser shall secure all necessary information about the site and soil conditions.
Information as to the bridge support reactions, anchor bolt location and placement will be supplied by the
fabricator Actual design and construction of the bridge supporting foundation (abutments, pier or
footings) shall be the responsibility of the purchaser.
Enwood Structures can provide foundation designs as an option if all pertinent soil data is supplied.
Storage and Erection: The client or installer is responsible for protection of materials after arrival at
destination If materials are stored temporarily, they should be placed on blocks well off the ground and
separated with woad strips so air can circulate between members. Cover top and bottom with moisture
resistant paper. Use non- marring slings when handling the materials.
Shop Drawings: A complete set of shop drawings shall be furnished by the fabricator detailing all
member sizes and conrections.
For additional information, assistance with pricing, or technical inquiries,
please contact:
Enwood Structures, 1 919.518.0464
or
www.enwood.com
14 S P 0 1 8
HTE#: 14 -1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION
M 8
�'NMV
U ��o
`UZ;
0� 10 -0
SY32
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t'1 ^
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WA
PROJECT No. M I H -14000
FILENAME: MIH14000 -D1
DESIGNED BY: WTO /SRW
DRAWN BY: SRW
SCALE: III
DATE` 06 -26 -14
SHEET N0.
D -6
�� MCADAMS

NCDOT STANDARD 2' x 2' GRATE 35" MINIMUM SHALLOW TYPE INTERMEDIATE TYPE (4'X4') DEEP TYPE (5'X5' SHALLOW TYPE INTERMEDIATE TYPE (4'X4') DEEP TYPE (5'X5' "' g
(SEE NOTE 5 FOR ORIENTATION OF GRATE) 4" 8" 8" 4" 5 FEET TO 20 FEET IN DEPTH OVER 20 FEET IN DEPTH (OVER 20 FEET IN DEPTH) ��
(5 FEET OR LESS IN DEPTH) ( ) ( ) (5 FEET OR LESS IN DEPTH} (5 FEET TO 20 FEET IN DEPTH)
7RE "' N M MED - - - - - - - - - - _ _ _ SEE NOTE 4 REINFORCED 4' e ° ° 4 REINFORCED STANDARD STEPS REINFORCED SEE NOTE 4 REINFORCED - -36 "_ COANBCRETE e CORBEL 1" - - - - - CONCRETE SLAB 1fi" ON CENTER 36 CONCRETE SLAB 36" PER COOR ° 4 T STANDARD STEPS STANDARD -- - -- L - =_�- 51X CO SIX Bf, 36" 16" ON CENTER STEPS ^36 "�� __�__ - -- CONCRETE SLAB STANDARD STEPS ••".
16" ON CENTER z ■
COURSES 16" O.C. 48' 6" STANDARD 36" 60" �y�I
z 8" STANDARD STEPS STEPS f'Ci
8„ g" ALTERNATE LAYING 16" ON CENTER 16" O.C. 48 5:1 MAX. 6" MIN• Q z
DIRECTION EVERY �j
6„ ALTERNATE LAYING 6" ALTERNATE LAYING ° 12" THIRD COURSE 6' O 6" C M
DIRECTION EVERY.
DIRECTION EVERY 6" 6
a THIRD COURSE } er` -•-� •4 �, � � �� n �
r THIRD COURSE•+s�r w =, s,
a`i-' q�j4 - ar - W
-IF e MIN. 6" WASHED
GROUT o 6" � *61T � STONE BEDDING
MIN. 6" WASHED
35" 1 . ° MIN. 6" WASHED STONE BEDDING
MINIMUM a FRAME, GRATE & HOOD FRAME, GRATE & HOOD STONE BEDDING FRAME, GRATE & HOOD VJ
PER D.O.T. STD. 840.03 PER D.O.T. STD. 840.03 PER D.O.T. STD. 840.03
5:1 MAX. GROUT " REINFORCED FRAME, GRATE &HOOD FRAME, GRATE &HOOD
FRAME, GRATE & HOOD CONCRETE PER D.O.T. STD. 840.03 PER D.O.T. STD. 840.03
VARIABLE e PER D.O.T. STD. 840.03 SLAB REINFORCED REINFORCED
** __ CONCRETE CONCRETE SLAB
l _ _ REINFORCED * *12" 26, SLAB 26
T7 CONCRETE SLAB MAX. 26" o NOT TD -&---
d __. _
126" *5' -0' m MIN. a a EXCEED 5' -O" -
PIPE 26" 8" TO 20' -0" Z 60„ o FROM 5' -O" 60" OVER _
A
48" _ 8„ ro 48" TO 0 20' -0"
8„ NOT TO "
CL
6„ 6., 20'- _ 6„ °
v
tr 6 O
EXCEED 5'-0$' 0 12 "ro Io ;�• ' MIN. I MIN.
IL _
CID
4 6.. 6"
4 6„ m z
tr a $c m r c n �_•
'.n MIN. 6° WASHED • r':y�. . � •
°4 6" MIN. STONE BEDDING a
a a d *6 00 _
NOTES:
CONCRETE 3000 P.S.I. CONCRETE SLAB DETAIL 1. CONCRETE SHALL BE 4000 P.S.I. MINIMUM FOR ALL MIN. 6" WASHED MIN. 6° WASHED ������������������.,�
3000 P.S.I. SECTION VIEW PLAN VIEW SLAB DETAIL PRECAST CONCRETE CATCH BASINS. STONE BEDDING SLAB DETAIL STONE BEDDING (� CAR(,
2. PRECAST CONCRETE STRUCTURES MAY ONLY BE �� R-
%�'• ; �i, '�
26" INSTALLED TO DEPTHS CERTIFIED AS ACCEPTABLE SLAB DETAIL O ••'•(LSD r ��
NOTES: a �~ BY THE MANUFACTURER.
36", - .
1. EITHER SOLID BRICK, SOLID BLOCK, OR PRECAST CONCRETE MAY BE USED. 64 3. "WAFFLE" BOXES ARE ACCEPTABLE FOR SHALLOW r' "� Q j�/� -_•
* OVER 8'IN DEPTH, 12" WALL THICKNESS SLAB THICKNESS AND TYPE CATCH BASINS. SLAB THICKNESS AND i
2. FOR 24 INCH R.C.P. AND LARGER USE PIPE DIAMETER PLUS 12 INCHES FOR MINIMUM INSIDE DIMENSION. 36" S" REINFORCEMENT FOR 36 s" 0.• ,52
SLAB THICKNESS AND SLAB THICKNESS AND REINFORCEMENT FOR
3. GRATED INLETS SHALL NOT BE USED WITHIN TRAVEL AREAS. TO 6' FROM TOP OF WALL, AND 8" REINFORCEMENT FOR 76" ' SOIL AND TRAFFIC 4. BRICK MAY BE USED TO 36° 6" REINFORCEMENT FOR 72 SOIL AND TRAFFIC -
4. STANDARD STEPS REQUIRED ® 16 INCHES O.C. WHERE DEPTH EXCEEDS 3 FEET. BOTTOM SLAB SHALL BE USED. �64 „� SOIL AND TRAFFIC LOADING BY AN ADJUST FRAME, GRATE & 60' SOIL AND TRAFFIC LOADING BY AN �!• �wG�1�lE�e'•Z`
5. WHERE STEPS ARE REQUIRED, USE OF PRECAST CONCRETE SLAB SHALL BE USED AS TOP AND GRATE LOADING BY AN ENGINEER HOOD TO SURFACE LOADING BY AN ENGINEER
POSITIONED OVER STEPS. ** BRICK MAY BE USED TO ADJUST FRAME, ENGINEER ELEVATION
INCHES. A MAXIMUM OF ENGINEER ��i,�F4Ij'„V"F,,���`�
(nk 6. YARD INLETS DEEPER THAN 10 FEET SHALL REQUIRE DOUBLE WALLS. e� GRATE & HOOD TO SURFACE ELEVATION �76°� e�
A MAXIMUM OF 12 INCHES.
DETAIL No. DETAIL No. DETAIL No.
STANDARD YARD INLET WITH GRATE AND FRAME 08000.02 STANDARD CONCRETE BLOCK OR BRICK CATCH BASIN 08000.03 STANDARD PRECAST CONCRETE CATCH BASIN 08000.03
EFFECTIVE: 12/10/09 SHEET 1 OF 1 �EFFECTIVE: 12 /10 /09 SHEET 1 of 2 EFFECTIVE, 12./10109 SHEET 2 OF 2
1/8" RADIUS 1�4 R z
GRASS MEDIAN OR CONCRETE ISLAND 3/4" R 1/$„ R STANDARD TYPE DEEP TYPE STANDARD TYPE DEEP TYPE 0 Lu
' (UP TO 20 FEET IN DEPTH) {OVER 20 FEET IN DEPTH} o
Q ° e a (UP TO 20 FEET IN DEPTH) (OVER 20 FEET IN DEPTH) Z
3
SEE NCDOT STD. 840.03
B C FRAME, GRATE AND HOOD EXPANSION ¢ „6 STANDARD MANHOLE RING STANDARD MANHOLE RING w
EXPANSION g g� STANDARD MANHOLE RING AND COVER STANDARD MANHOLE RING AND COVER >
JOINT JOINT
A OT111��0��0��00 1, -6„ AND COVER AND COVER CK
2' i6' ___ TOP DESIGNED FOR Z v
������������ SECTION "A -A" __._ TOP DESIGNED FOR
owl - TOP DESIGNED FOR STANDARD HS -20 LOADING _ _ i
- -� HS 20 LOADING _
STANDARD n° -- MAY BE FLAT OR -- TOP DESIGNED FOR STANDARD MAY BE FLAT OR �--�
HS -20 LOADING STEPS 16" ECCENTRIC CONE STANDARD n - HS -20 LOADING ✓ o
/d1 B C 1/8" RADIUS 1�4" R STEPS 16° °a MAY BE FLAT OR $ 60" I.D. ,f STEPS 16" ECCENTRIC CONE
1/8" R ON CENTER a.. ON CENTER STEPS 16 $ 60° I.D. W
ECCENTRIC CONE MINIMUM s MAY BE FLAT OR ON CENTER py a
1o' -a" 3' -1Y2" ,0' -0" 0 3/4" R MINIMUM ON CENTER 4, 48" LD• ECCENTRIC CONE MINIMUM
OVER 20' -0" MINIMUM OVER 20' -0'
PLAN VIEW 4 a UP TO 20' -0" UP TO 20' -0" p
$ 5:1 MAX. PLASTIC CEMENT g 5:1 MAX. a .�
VAR. s" TO 9" VAR. 9 To 2' -0" PLASTIC CEMENT 6' PUTTY OR BUTYL PLASTIC CEMENT 6' PUTTY OR BUTYL �
10' -0" 3' -1Y2" 10'_p 5„ PUTTY OR BUTYL RUBBER JOINTS PUTTY OR BUTYL RUBBER JOINTS w
5" VAR. 1' -B' To 2' -8' RUBBER JOINTS 6ff 5' RUBBER JOINTS
_ 0 6" O 6" O
12" - - - - - -- -- - - - - -- SECTION "B B" 4a 4a a
II II � �
MINIMUM 6" THICK BRICK AND MINIMUM 6" THICK
EXPANSION JOINT I I I I DEPRESSED GUTTER LINE � BRICK AND �+ w
I I I I� BRICK AND MORTAR INVERT BRICK AND MORTAR INVERT
EXPANSION JOINT MINIMUM 6" THICK WASHED STONE BEDDING MINIMUM 6" THICK WASHED STONE BEDDING
SEE NCDOT STANDARD � MORTAR INVERT WASHED STONE BEDDING MORTAR INVERT WASHED STONE BEDDING
ELEVATION N0. 840.01 OR 84D.a2 55 ����AN EXPANSION o Q
FLAT TOP DETAIL FLAT TOP DETAIL zn �
2' -6" ��o �� �aPRa FLAT TOP DETAIL FLAT TOP DETAIL W A W
s„ 2,_p„ �c,�, S�Ppp`L
1/2" RADIUS OTC - �GOpdgs- r �C� '02 STANDARD FPG�> STANDARD STANDARD STANDARD STANDARD p;
G SSE rkp� (C� �p QER STEPS STEPS STEPS STEPS W �+
3" RADIUS 1/8" RADIUS G� ��z ��5�� a r--r .--1
° Cp�p 12" J 58" 12" 72" 12" J 58" 12" 72"
EXPANSION
a i� JOINT �PQF.R Rp� FAR A .� (D
r - w
SECTION "C -Cm & GU CURB �o 11 r
e7 &GUTTER e7 e�
DETAIL No. DETAIL No. DETAIL No. Vl
STANDARD MEDIAN CURB FOR CATCH BASIN STANDARD PRECAST CONCRETE MANHOLE JUNCTION BOX 08000.05 O
(FOR USE WITH F -6" CURB & GUTTER) 08000.04 STANDARD PRECAST CONCRETE MANHOLE JUNCTION BOX 08000.05 Z
EFFECTIVE: 12/10,09 SHEET 1 OF 1 EF , CTIVE: 12/10/09 SHEET 1 OF 1 EFFECTIVE: 12/10/09 SHEET 1 OF 1
N NCDOT STANDARD 2' x 2' GRATE 35" MINIMUM SHALLOW TYPE INTERMEDIATE TYPE (4'X4') DEEP TYPE (5'X5' ) Q
(SEE NOTE 5 FOR ORIENTATION OF GRATE) 4" 8 8" 4" (5 FEET TO 20 FEET IN DEPTH) (OVER 20 FEET IN DEPTH)
E (5 FEET OR LESS IN DEPTH)
- - --
- ' ci i i = "'� i j:::::::
I I ,-1 I_I =1 1 =1 I I -III -I I -III - 11 =1 I I=
MORTAR BEDTli- - - - - - - - -
4" a a.• ° .° REINFORCED STANDARD STEPS
a � 9 `a a° d a REINFORCED
CORBEL BRICK 1" --
------ CONCRETE SLAB 16" ON CENTER 36 CONCRETE SLAB ^
N PER COURSE FOR .� STANDARD STEPS STANDARD -
SIX COURSES SIX 8ff 36" 16" ON CENTER STEPS 3648 twt�
COURSES 16" O.C.
� 8 ALTERNATE LAYING
8„ DIRECTION EVERY
ALTERNATE LAYING 6" - o THIRD COURSE
N ALTERNATE LAYING 12" v f V1
6 DIRECTION EVERY I
p DIRECTION EVERY ..
THIRD COURSE •� D
THIRD COURSE �o - K+r O
ar+ a
3
w (�
6
35' " 4 .4 GROUT 6 JT
aj MINIMUM a_ FRAME, GRATE & HOOD
PER D.D.T. STD. 84D.03 V
° 5:1 MAX. GROUT REINFORCED FRAME, GRATE &HOOD
g FRAME, CRATE & HOOD CONCRETE PER D.O.T. STD. 840.03
= VARIABLE PER D.O.T. STD- 840 -03
.. O
_7. REINFORCED * *12"
F
CONCRETE SLAB MAX. -26"--1
26" a Mme!) .. . 7 , �. c a , - - <
o PIPE 26" 8" TO 20' -T° -- a
$„ - 48 z 8„ 601, o
" NOT TO "
o 8 EXCEED 5' -0" 6" 0 :m
12" f
t 4" o•
(� d. � p A
c ° d a 6" MIN. FBI
° a *g 00
o x
CONCRETE 6 J V3000 P.S.I. CONCRETE
SLAB DETAIL
3000 P.S.I. SECTION VIEW PLAN VIEW 26" SLAB DETAIL
2 �26H
0 NOTES:
64" SOLID BRICK, SOLID BLOCK, OR PRECAST CONCRETE MAY BE USED. 64" 3fi'a 8" PROJECT N0. MIH -14000
U * ° SLAB THICKNESS AND
i 2. FOR 24 INCH R.C.P. AND LARGER USE PIPE DIAMETER PLUS 12 INCHES FOR MINIMUM INSIDE DIMENSION. OVER s' IN DEPTH, 12" WALL THICKNESS 36' -8" REINFORCEMENT FOR /j Q
v SLAB THICKNESS AND 4- S P O �J NAME:
c 3. GRATED INLETS SHALL NOT BE USED WITHIN TRAVEL AREAS. TO 6' FROM TOP OF WALL, AND 8" REINFORCEMENT FOR 76" SCIL AND TRAFFIC MIH14000 -D1
4. STANDARD STEPS REQUIRED ® 16 INCHES C.C. WHERE DEPTH EXCEEDS 3 FEET. BOTTOM SLAB SHALL BE USED. �64„� SOIL AND TRAFFIC LOADING BY AN
o 5. WHERE STEPS ARE REQUIRED, USE OF PRECAST CONCRETE SLAB SHALL BE USED AS TOP AND GRATE LOADING BY AN ENGINEER HTE 14 -1682 DESIGNED BY: WTO /SRW
o POSITIONED OVER STEPS. ** BRICK MAY BE USED TO ADJUST FRAME, ENGINEER
07 6. YARD INLETS DEEPER THAN 10 FEET SHALL REQUIRE DOUBLE WALLS. 87 GRATE & HOOD TO SURFACE ELEVATICN 76 °� DRA�fN BY: SRW
A MAXIMUM OF 12 INCHES. APPROVED BY THE TOWN OF CARY scmz;
DETAIL No. DETAIL No. DEVELOPMENT REVIEW COMMITTEE N.T.S.
STANDARD YARD INLET WITH GRATE AND FRAME 08000.02 STANDARD CONCRETE BLOCK OR BRICK CATCH BASIN 08000.03 DATE: 06 -26 -14
v EFFECTIVE: 12/10, 09 SHEET 1 OF 1 EFFECTIVE: 12/10, 09 SHEET 1 OF 2 SHEET N0.
a Planner Date
D -7
X
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION !M MCADAMS

E
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WRAP BASIN TO CONFORM TO NATURAL STREAM CHANNEL. TOP OF RIPRAP IN
FLOOR OF BASIN SHOULD BE AT THE SAME ELEVATION OR LOWER THAN
NATURAL CHANNEL BOTTOM AT SEC. A -A.
DISSIPATER POOL APRON
2 X 54 "0 RCP 25' 13'
1.50'
INV. = 319.90
(BURIED 1.0')
NOTE
SEC. A -A
TOP OF RIPRAP
0.75'
0.75' 0.75
SECTION THICKENED OR SLOPING
TOE OPTIONAL — CONSTRUCT
IF DOWNSTREAM CHANNEL
NCDOT CLASS "A" DEGRADATION IS ANTICIPATED.
RIP —RAP d50 = 4"
D
R�PRPP
SOP O/
ED E pOF1 W , ER \�
OTE
ATURAL CHANNEL
�1
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LBERM AS REQUIRED
' TO SUPPORT RIP RAP
0.75
SEC. B -B EXCAVATE TO THIS LINE,
BACKFILL WITH RIP RAP
� 1
2
BERM AS REQUIRED
TO SUPPORT RIP RAP
0.75'
SEC. C —C EXCAVATE TO THIS LINE,
BACKFILL WITH RIP RAP
P
R I�27"
NO SHOWN 31
HORIZONTAL SYMM ABOUT
CULVERT 21 <
\ \� BERM AS REQUIRED
TO SUPPORT RIP RAP
D HALF PLAN A SEC. D —D 75
DOUBLE 54" CULVERT CROSSING — RIPRAP ENERGY BASIN DETAILS
N.T.S.
WRAP BASIN TO CONFORM TO NATURAL STREAM CHANNEL. TOP OF RIPRAP IN
FLOOR OF BASIN SHOULD BE AT THE SAME ELEVATION OR LOWER THAN
NATURAL CHANNEL BOTTOM AT SEC. A —A.
DISSIPATER POOL APRON
24 "0 RCP 9' 4.5'
1.50'
INV. = 319.90
(BURIED 1.0')
SE(
TOP OF RIPRAP
0.75' 0.75'
0.75'
SECTION THICKENED OR SLOPING
TOE OPTIONAL - CONSTRUCT
IF DOWNSTREAM CHANNEL
NCDOT CLASS "A" DEGRADATION IS ANTICIPATED.
RIP -RAP d50= 4"
P
of R�
jOP
I \\
N
OTE
NOTE
�L CHANNEL
I1
2
Z-BERM AS REQUIRED
0.75' TO SUPPORT RIP RAP
SEC. B -B EXCAVATE TO THIS LINE,
BACKFILL WITH RIP RAP
--I 1
BERM AS REQUIRED
TO SUPPORT RIP RAP
0.75'
SEC. C -C EXCAVATE TO THIS LINE,
BACKFILL WITH RIP RAP
RIP P 27"
NO SHOWN 3 1
2
HORIZONTAL SYMM ABOUT
CULVERT 2
\ \� BERM AS REQUIRED
TO SUPPORT RIP RAP
O. D HALF PLAN A SEC. D —D
24" CULVERT CROSSING — RIPRAP ENERGY BASIN DETAILS
N.T.S.
•v W Y V
W W I y y
3 -FOOT WIDE LAYER OF #57 STONE W W L W Y W
(4- INCHES DEEP) UNDERLAIN WITH W y
FILTER FABRIC W W W W Y
W W Y W Y Y
W W W W Y W Y
W Y Y W Ji
40 -FOOT SOLID MASONARY
BLOCK LEVEL SPREADER
LIP ELEV = 324.00
NOTE: FLOW EXITING THE 10'
CONCRETE LEVEL SPREADER FLOWS
THRU THE 30 -FT VEGETATED
FILTER STRIP
6 -FOOT WIDE (1 -FOOT DEEP)
TRIANGULAR CHANNEL @ 0.00%
SLOPE LINED WITH LANDLOK TURF
REINFORCEMENT MATTING 450
REINFORCED CONCRETE FOOTING SOLID MASONARY BLOCK
LEVEL SPREADER CHANNEL SHALL BE LINED WITH
LANDLOK TURF REINFORCEMENT
MATTING 450 AND SEEDED PER
3" SOLID MASONARY BLOCK LIP SEEDING SCHEDULE
STUBBED ABOVE GRADE
LIP ELEVATION = 324.00
6'
8" (TYP) 18 "1 3 1- III 12„
_SOLID MASON Y BLOCK 3
. III
REINFORCED CONCRETE FOOTING
I UNDISTURBED EARTH
III = 24" - _ I
CROSS- SECTION
(3) #4 REBARS CONTINUOUS
#4 REBAR @ 18" 0. C.
8" (TYP) I
8'!\
3" (TYP)
12"
i
2" DEEP
CONTINUOUS KEYWAY
FOOTING DETAIL
GENERAL NOTES:
1. CONSTRUCT CONCRETE LEVEL SPREADER LIP ON A ZERO PERCENT GRADE TO ENSURE
UNIFORM SPREADING OF FLOW.
2. LEVEL SPREADER SHOULD BE CONSTRUCTED ON UNDISTURBED SOIL, AND NOT ON FILL.
3. THE TRIANGULAR CHANNEL SHOULD BE CONSTRUCTED ON A ZERO PERCENT GRADE.
4. THE TRIANGULAR CHANNEL SHOULD BE LINED WITH LANDLOK TURF REINFORCEMENT
MATTING 450 OR ENGINEER APPROVED EQUIVALENT. THE TRM MATTING SHOULD BE
INSTALLED PER MANUFACTURER'S SPECIFICATIONS.
5. THE 3 -INCH LAYER OF #57 STONE SHALL BE UNDERLAIN WITH MIRAFI FILTERWEAVE
400 OR ENGINEER APPROVED EQUIVALENT.
SMRM DRAINAGE OUTLET LEVEL SPREADER DETAILS
N.T.S.
RIM EL. = 333.80
A
15" RCP ( EL) -�\
BYPASS CHA /
I 1
\ 1
INV. (OUT) = 324.56-
15" RCP (TO LEVEL SPREADER)
INV. (OUT) = 324.25
SECTION VIEW
FLOW SPUTTER STRUC'T'URE
N.T.S.
CONTRACTOR SHALL PROVIDE STEPS IN
ACCORDANCE WITH NCDOT STD. 840.66.
STEPS SHALL BE PLACED AT 16" O.C.
1�
INV. (IN) = 324.35
14—SP-01 (9
HTE#: 14 -1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION
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DATE` 06 -26 -14
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DATE: 06 -26 -14
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DATE` 06 -26 -14
SHEET N0.
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F-11 1
2' MINIMUM ASSE 1024 DUAL CHECK VALVE
�•N
15' MAXIMUM I I 1" METER OR $" x 3" METER Iz N
WITH ADAPTERS (REQUIRED) 0 O
5' MAXIMUM HYDRANT TO BE PLACED WITH I I CAST PLUG � V
PUMPER NOZZLE FACING THE I I EXPANSION CONNECTION WITH PIN w U
TRAVEL FIRE LANE EXISTING GRADE
NOTES: ROADWAY /, %/ / / // / ` �; \, �; f`
1. LOCATION SHOULD BE COORDINATED WITH NCDOT ALONG STATE �1�A1����/�� /� SIDEWALK BALL
CONCRETE SIDEWALK / /V� V / /V��V� / j� .
z x IF APPLICABLE f MAINTAINED ROADWAYS. // �/ �l // /1�� \ /%� ��
VALVE
CONCRETE a ( ) /V� ///�A ////�/�/ 1" FIP INLET &OUTLET WITH 1" MIP O LOCK NUT (2) $98
ENCASEMENT %�j�j /j/ / / /i /, O
j / BY COMPRESSION JOINT 45' BEND 2
CURB & GUTTER 2. LOCATION SHOULD BE COORDINATED WITH MORRISVILLE INSIDE TOWN MAINTENANCE g rl M
N FINISHED GRADE ENDS AT OUTLET
ROADWAY / \ / \ /� / \ / \ / \, " \ /� / \ / \ /� /' / \ / \ /� / \ /�/ g THE MORRISVILLE TOWN LIMITS. 1" TYPE "K" SOFT COPPER PIPE, �` CONNECTION N
\ � � �% � WITH NO JOINTS OR COUPLINGS
// / /`/ // / /•` �/ / AND COMPRESSION CONNECTIONS. - -
\ _ -III QQ
CAP OR OTHERWISE
a�
TAMPED BACKFILL
\ „ PROTECT OUTLET
TAMPED CAST IRON VALVE BOX X 4'-0 MIN. BURIED CURB STOP SHALL BE -III - III - i-
UNDISTURBED BACKFILL :2 ¢ (TYP.) LOCATED WITHIN 2' OF METER BOX III -III -III 12" #57 a - III -III- VJ
SOIL I� Y - III - III -III= ° WASHED STONE - III - III - -
�I 3/4" STAINLESS `n � - - - 3' MINIMUM DEPTH. BEGIN
III -� a STEEL RODDING MINIMUM OF 8 CUBIC WHEELCHAIR TRANSITION AT SIDEWALK. III -III III-
RAMP - III -III - - - - - - - - r- III - III -III -I
III ° FEET OF No. 57 STONE -iii =I I 1 =I I = - -III III - III =III =III =III =1
III - _ SIDEWALK III 1
4111 III a MAIN ` - = UNDISTURBED SOIL
1 -I ° UNDISTURBED SOIL - - - - - - - - - - - _ - - - - - - - EDGE OF SIDEWALK 45' - - -i = -III TOP VIEW
-III MECHANICAL JOINT 11 III -1 III 1 = III -III - - III - III - III - III - III -III -- �= 27" LOCKING
PROPOSED `I~ To Iii -I 11
-I HYDRANT 60' ` _
MECHANICAL JOINT NaCLUD (INCLUDING LANODSCAPINGS AREA 3' � III - � - � - III - III - � - III -III- 32 LID
CONCRETE THRUST BLOCK MAIN LINE 6" GATE VALVE CONCRETE BLOCKING ( ) \ 2' MIN. = - III -III -III III- WATER g"
MINIMUM 1/3 CUBIC II =III-
1 3 cu. d. @ 3000 P.S.I. TEE DUCTILE IRON PIPE - END
� Y YARDS AT 3000 P.S.I. 5' MAX. - III - � VIEW � METER � OPENING
BACK OF CURB 122"
NOTES: CUR$ CORPORATION STOP
1. TOP OF BLOCKING TO BE 2 INCHES FROM HYDRANT 6. HYDRANT SHALL BE INSTALLED AT LEAST 2 FEET BEYOND TOP GUTTER EDGE of PAVEMENT ���.••�� CA ����•�,�
SLOPE OF ANY DRAINAGE DITCHES. HYDRANT INSTALLATION WITHIN , . CAR
C%,
HOLES. �. C%, .,
2. HYDRANT TEE MAY BE SUBSTITUTED FOR D.I.P. THE DITCH LINE OR SLOPE SHALL BE PROHIBITED. 3' �1B V
OPENING �{ � a -S,
NIPPLE AND RODDING TO VALVE. 7. STD. RODDING AND BLOCKING FROM GATE VALVE TO HYDRANT MAY $ �;'�� '•' '�
3. IF HYDRANT IS LOCATED ON A DEPARTMENT OF 3, 1) WATER METER SHALL NOT BE LOCATED IN AREAS SUBJECT TO VEHICULAR TRAFFIC. _ • Q _
BE SUBSTITUTED WITH A CONCENTRIC RING RESTRAINT SYSTEM �•�
TRANSPORTATION ROADWAY USE D.O.T. STANDARDS SUCH AS MUELLER AQUAGRIP OR AN APPROVED EQUAL PRODUCT MINIMUM DI 2) ALL METER BOXES AND LIDS SHALL BE APPROVED O THE WITH � ��1,5
BEYOND RADIUS 3} ALL SERVICE LINES, VALVES AND FITTINGS SHALL COMPLY WITH AWWA C80D. SIDE ,� 0:'� r52
FOR LOCATION OF HYDRANT. PROVIDED ALL PIPE SEGMENTS ARE RESTRAINED. 9 '
4. HYDRANT SHALL BE LOCATED FROM 2 TO 15 FEET 8. STD. RODDING MAY BE SUBSTITUTED WITH AN APPROVED WEDGE 4} FOR NON- RESIDENTIAL APPLICATIONS THAT REQUIRE AN ABOVE- GROUND BACKFLOW PREVENTER,
THE DUAL CHECK ASSEMBLY MAY BE OMITTED. VIEW �.,' �'V �Q:'•
FROM BACK OF CURB. ACTION RETAINER GLAND. 5) BOX AND LID SHALL BE CAST GRAY IRON, ASTM A48, CLASS 25.
5. HYDRANT MAY BE LOCATED (AT LEAST 1 -FT) 9. HYDRANT EXTENSIONS ARE PROHIBITED. 6) ALL BRASS OF 85 -5 -5 -5 RED BRASS, AWWA C800, ASTM B62. �.,FMy
BEHIND SIDEWALK WHEN IT CANNOT BE LOCATED 10. WITHIN THE TOWN OF MORRISVILLE ONLY, HYDRANTS NEAR FDC'S 7) ONE 2" OR 6" GRADE ADJUSTER MAY BE UTILIZED WHEN NEEDED TO MEET FINAL GRADE (NO GRADE ���•�,,,•••�`
87 INSIDE THE UTILITY STRIP. SHALL BE PROVIDED WITH A STORZ CONNECTION. 87 e7 26
ADJUSTERS MAY BE USED ON NEW CONSTRUCTION PROJECTS). GRADE ADJUSTER AND BOX SHALL �"
BE BY THE SAME MANUFACTURER. 32
DETAIL No. DETAIL No. DETAIL No.
STANDARD HYDRANT INSTALLATION FOR ROADS WITH CURB & GUTTER 06000.06 STANDARD HYDRANT LOCATION 06000.07 STANDARD I" WATER SERVICE &: METER BOX INSTALLATION 06000.01
EFFEC'T'IVE: 12/10/09 SHEET 1 OF 3 EFFECTIVE: 12/10/09 SHEET 1 OF 2 EFFECTIVE: 12/10/09 SHEET 1 OF 1
z
(UNPAVED AREAS) CLOSED PICKHOLES (2)
VALVE BOX COVER CONCRETE ENCASEMENT 534" °
AT 3000 P.S.I. Q
z 5y4„
�20UL 1" RAISED LETTERING
TYPICAL FINISHED GRADE _ � 1y2„ TYPICAL FINISHED GRADE WATER
(RECESSED FLUSH)
IN PAVED AREAS - [IN UNPAVED AREAS �Y4- 2 (TO BE LABELED WATER" OR a
N Z -- "SEWER ", AS APPROPRIATE) Z uj
III III III III III III_ 75/6„ GATE VALVE CD
III- III - III - III -III 7 TEE OR CROSS
1- BOX SHALL BE CENTERED w o
2" OVER VALVE _
°4 a
BASE COURSE
(PAVED AREAS) a d 4 L.W, LLIJ O
12" THICKNESS 1 -2, a 4 aJ O
x H OR HB BITUMINOUS w a • • �
CONCRETE MAY BE USED J 57� ALL PARTS SHALL BE OF 0; C1 a
(PAVED AREAS) a a 16 THE SAME MATERIAL AND
12" THICKNESS I -2, : *-- ° LID SUPPLIED BY THE SAME
w
Q - � MANUFACTURER
H OR HB BITUMINOUS TAMPED Q DaQ�O Q - -
CONCRETE MAY BE USED BACKFILL WATER 6 I a Q _ _ _ i� O
)� Q o C14 n � a AREAS) I
CONCRETE EEDNCASEMENT <A a ��° 7 5/8 a o 0 0 1.4 cq
VALVE BOX AT 3000 P.S.I. a a a 73�g" ° 4 o o - - > U
a
6y2" 3/8„ 63/g a SEE NOTE 1 Q
NOTE TO CONTRACTOR:
2" VALVE BOX SHOULD NOT VALVE BOX COVER _ _ _ _ _ , -_ -_ 2 d RESTRAINED PIPE OR NO PIPE JOINTS x
CONTACT MAIN OR VALVE. VALVE (TO BE LABELED "WATER" OR CONCRETE BLOCKING
1 Di "SEWER ", AS APPROPRIATE) 8„ J 1y2„ w A W
m
MAIN MAIN PLAN VIEW 10y4" COMPLETE BOX
GENERAL NOTES: 0. x cn (Z'i
BLOCKING NOTES: 1. ADDITIONAL RESTRAINT REQUIRED ON THE BRANCH LINE BASED ON SPECIFIC Oa
TAMPED BOTTOM SECTION THRUST CALCULATIONS.
-I -III III BACKFILL NOTES: 1. VALVE BOX COVER SHALL WEIGH A MINIMUM 26 Ibs. F?
= III - III - III -III -III -� 1. ONLY MANUFACTURED VALVE BOX EXTENSIONS SHALL BE ALLOWED. I 2. SEE STANDARD THRUST BLOCK DETAIL. A .�
UNDISTURBED 1�6%, 2. ENTIRE VALVE BOX ASSEMBLY & COVER SHALL BE
2. VALVE OPERATING NUT MUST BE EXTENDED SO THAT THE DEPTH IS NO CAST FROM CLASS 35 GRAY IRON. 3. CONCRETE SHALL NOT CONTACT BOLTS OR ENDS OF MECHANICAL FITTINGS.
SECTION VIEW EARTH GREATER THAN 8' (ft.) FROM THE SURFACE USING A MANUFACTURER 7Y8" APPROVED EXTENSION KIT. 3. ASSEMBLY SHALL BE DOMESTICALLY MADE AND 87 3. PRECAST CONCRETE ENCASEMENT IS ALLOWED OUTSIDE OF PAVED AREAS. 87 TOP SECTION MANUFACTURED IN THE U.S.A. 87
DETAIL No. DETAIL No. DETAIL No. O y
STANDARD VALVE BOX INSTALLATION 06000.08 STANDARD VALVE BOX INSTALLATION 06000, 08 ALTERNATE VALVE RESTRAINT WITH WEDGE ACTION RETAINER GLANDS 06000.09 Z
EFFECTIVE: 12/10/09 SHEET 1 OF 2 EFFECTIVE; 12/10/09 SHEET 2 OF 2 EFFECTIVE: 12I10I09 SHEET 2 OF 2
y W SOIL
t } UNDISTURBED B
L W W i-
�' MINIMUM CONCRETE BLOCKING (C.Y.) * 11111111- Ii1 -1iI liii11ITI1T1111I 1 -1 -1 �I I1 11 1 1 I1 1iI 1m III 1 I �1 1, THORUST COLLARD P.S.I.) -_ - -- a - - -- -- .
a a e
i W CONCRETE THRUST TRENCH WALL A
c NOMINAL
ES DEAD SE DS 90' BEND 45' BEND 22y2- BEND 11y4° BEND COLLAR (3000 °
4a
a. y 4 ANCHOR Ia ° D.I.P. I C I I I D.I.P. F� 0
LO Y3 Y3 Y3 Y3 RING 4 I ° MAIN I II I MAIN
: 6 Y3 Y3 Y3 Y3 Y3 TRENCH WALL a ° t� TAMPED
� BACKFILL
` RING
_ �a _ _ _ " ANCHOR
a ° ITi i i1 i i -1 i 1 -1 I CI 1 1-
8 y3 Y2 Y3 y3 Y3 III -III III„ 1 =11 _I 111 111
0 UNDISTURBED SOIL SECTION VIEW Zi
1 ° ?73 3/4 Y2 Y3 Y3 PLAN VIEW
o _ W
SEE NOTES
O - 12 3/4 1.0 2�/3 y3 )13 Z ti
o
14 1.0 1Y2 3/4 Y2 y SCHEDULE a 0
d4
` PIPE DIAMETER CONCRETE THRUST COLLAR ANCHOR RING RINGS REQUIRED a
oI I I I 16 1 Y3 2.0 1.0 Y2 Y3 A B C
c 6„ 8„ 12„ 1,_0» 2„ ONE a MAIN r
m UNDISTURBED , , 1�1
-III- EARTH 18 12/3 2Y3 1Y3 �3 Y3 16" 1' -4" 1' -0" 2° ONE a A 0
III =II II- I= III = III 20" 1' -4" 1' -O" 3" ONE A
o 20 2.0 3.0 12j/3 3/4 Y2 24" 1' -4" 1' -0" 3" TWO
a
0
III 30 1' -4" 1' -2" 4 TWO
- 24 3.0 4Y3 2Y3 1Y33 36" 1' -4" 1' -4" 4" TWO REINFORCING
� - ill III III -III II I
Ii1� =111- -I CROSS SECTION
•• � 111 -ll �l
c NOTES:
PROJECT NO. M I H -1 4000
NOTES:
1) FITTING SHALL BE WRAPPED WITH A MINIMUM 4 MIL PLASTIC_ FILENAME:
.94 . 6 TO 16 MAINS = 12 -NO. 7 BARS 1 4-SP-01 8 MIH14000 -D1
o2) NO CONCRETE SHALL COVER BOLTS OR GLANDS. 20" TO 36" MAINS = 12 -NO. 8 BARS /� DESIGNED BY: WTO /SRW
0 87 * CONCRETE SHALL BE 3000 P.S.I. MIX. 87 BARS PLACED AS SHOWN HTE#. 14-1682 T -1682 DEA/PN By;
SRW
= DETAIL No. DETAIL No. APPROVED BY THE TOWN OF CARY scALE: N.T.S.
STANDARD REACTION BLOCKING 06000.13 STANDARD THRUST COLLAR INSTALLATION 06000.14 DEVELOPMENT REVIEW COMMITTEE DATE:
06 -26 -14
EFFECTIVE: 12/10/09
SHEET 1 OF 1 EFFECTIVE: 12/10/09 SHEET 1 OF 1 SHEET NO.
Planner Date
D -12
X
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION !M MCADAMS

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PROJECT NO. M I H -14000
FILENAME: MIH14000 -D1
DESIGNED BY: WTO /SRW
DRAWN BY: SRW
SCALE: N. T. S.
DATE` 06 -26 -14
SHEET N0.
D -13
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STANDARD MANHOLE RING & COVER A
(SEE DETAIL 07000.03)
1 y4" RAISED
ALL FILLETS
LETTERING ��
PIPE SEAL GASKET
B B
a n
COVER FOR SANITARY
@ R J/4
4.
NOTES:
USE FOUR 3/8 INCH ANCHOR &HOOVER MANHOLE
BOLTS TO BOLT FRAME TO SPACER.
USE ROPE MASTIC SEAL BETWEEN \
FRAME & SPACER.
2,-0" PIPE I PIPE
CLEANOUT COVER
a
A
O SEWER IN PAVED AREAS (RECESSED FLUSH)
A (1 } VENT HOLE
RT ki y2
SRO
PVC ENCASEMENT PIPE
1. VERTICAL SPACING = 16" O.C., ON VERTICAL WALL ONLY.
2. STEPS TO PROTRUDE MINIMUM 5" FROM FACE OF STRUCTURE WALL.
CUSHION
�O
B
O
ECCENTRIC a J /
3. STEPS SHALL MEET THE REQUIREMENTS OF ASTM C478 IN ADDITION
TAPER UNIT
v y
O
CORROSION RESISTANT TO A HORIZONTAL PULL -OUT LOAD OF 1000 LBS. WHEN INSTALLED.
MATERIAL
TOP VIEW
g
FILLETS ® R Y8 y (2)
PICKHOLES
4. ALL STEPS SHALL BE VERTICALLY ALIGNED IN A STRAIGHT LINE.
1 /2" DIAMETER GRADE 60 5. NO STEPS LOCATED INSIDE MANHOLE CHIMNEY.
HEIGHT ALL LIFT HOLES WHICH COMPLETELY
VARIES
w 1"
1 ) /2„
DIAMETER
STEEL ROD
4' -0" OR 5' -0" PENETRATE THE MANHOLE SHALL BE
DIAMETER FILLED WITH NON- SHRINKING GROUT
y
MINIMUM
ALL EXTERNAL JOINTS SHALL BE SEALED
RING TOP VIEW COVER TOP VIEW
COVER BOTTOM VIEW
SECTION VIEW 2" MIN,
RISER UNIT WITH AN APPROVED JOINT SEALING MATERIAL
n�
STEPS 16" MANHOLE STEPS ALONG A VERTICAL WALL
ON CENTER OVER THE EFFLUENT PIPE AND VERTICALLY
23
25" MIN.
3�4" MAX. 5/8" MINIMUM
FzT H CA
Rp Rp
ALIGNED (SEE DETAIL 07000.02)
87 87
-10" MINIMUM
BASE UNIT O -RING OR BUTYL RUBBER JOINT
•°
23 Y2°
7 I%2„ 1" y2"
�A T �� 3 T 0 9,
PIPE .... ; .: PIPE
CONCRETE INVERT. , n CONCRETE INVERT
MIN. 3„ 1„
MEETING SPECIFICATIONS
PIPE 8" MAXIMUM
�
ALTERNATE LETTERING
`9J
12" BEDDING ( #57 STONE) 8" MIN. THICKNESS �6"
25" MIN.
2 y8"
���!
EXTENDED BASE
a; 6 "�
33 4" 3"
SPECIFICATIONS:
SECTION B -B
"A
1.
1. CLASS 35 GRAY IRON.
NOTES•
1. ALL MANHOLE CONNECTIONS SHALL BE PREFABRICATED OR CORED
WITH A CONCRETE CORING MACHINE.
2. ALL MANHOLES SHALL BE VACUUM TESTED. SECTION A -A
3 E REQUIRED FOR ALL MANHOLES WITH MORE THAN
-A" 4„
MINIMUM WEIGHTS „ ��
SECTION B -B
2 . COMPLIES WITH ASTM A48 CL35B.
3. ALL LETTERING SHALL BE CLEAN, CRISP,
AND CLEARLY LEGIBLE.
4. DOMESTICALLY MADE & MANUFACTURED
ENCAPSULATED STEEL STEP
12-FT DEPTH
COVER 120
IN THE USA.
4. PROVIDE A MINIMUM 0.1 FOOT IN -OUT DROP FOR STRAIGHT RUNS
TOTAL 310
e7 AND 0.2 FOOT IN -OUT DROP FOR ANGLE RUNS.
87
97
DETAIL No.
STANDARD MANHOLE RING AND COVER
DETAIL No.
DETAIL No.
STANDARD PRECAST CONCRETE MANHOLE
07000.01
07000.03
MANHOLE STEPS 07000.02
(TYPE 1 PAVED AREAS)
EFFECTIVE: 12 /10 /09
SHEET 1 of 3
EFFECTIVE: 12/10/09
SHEET 1 of 4
EFFECTIVE: 12/10/09
SHEET 1 of 1
ENTIRE SERVICE SAME MATERIAL UNLESS
i? CLEANOUT SHALL BE PLACED
IN PAVED AREAS (WHERE THE WYE, BEND
THREADED BRASS PLUG w AT RIGHT-OF-WAY OR EDGE OF
3
CONCRETE ENCASEMENT MINIMUM �8" x 1y2" BOLTS
AND RISER MUST BE DUCTILE IRON w
)
4" CLEANOUT WITH Ld
cn EASEMENT. DO NOT INSTALL
a CLEANOUT INSIDE A FENCE.
(3000 P.S.I. MIX) STAINLESS STEEL ANCHOR
(POSITION AS SHOWN)
Ld
-III- THREADED BRASS PLUG co
=11r 1= 1II -II1 -111- - w
w
I
_ _
a
a d a 4 REQUIRED CONCRETE ENCASEMENT
° a ( )
1 111 =111 1Tf 1Tf 1Tf -1Tf T_ff 111 111III-
111 III 1 111 = = \ = = = \ = =
I
6 °MIN. I FINISH GRADE
d
a a 3000 P.S.I. MIX (TYP.)
CAP
SIDEWALK
4
a a
p 4„ PIPE
_j I
_ _ _ _
PAVEMENT CURB & GUTTER II =111 III =111 II III- 1II 1 ;III II III =111 III
I I I I I I I I I I, I I II1 =1I I III -I I1 =1I I I I1 =1I I 11 =1 I I I I -I I I-
a
a as ' a
d n a d\ a n
a 7 " TYPICAL
2" MINIMUM
� 11 -1 I1 =111 =1 11= 111 =1I 1 =111 =1 I I I I1 =1 11 =111 =1 11=
1
1/16 OR 1/8 PIPE BEND 1 -III III \I \III
1/16
� 1 111,,,111 ,III, III ,III -ill III- III -111-
- -
111 -1I 1 =1I I
i,l ;III �I � II I
11 -1 - III - III -III =111 - III -III- _ _
-111= III 1 =1I I- 1 II II I_I
-.III
-'
4a
-
K cq a
QI
-- FINISHED GRADE
WYE
a �o�T R 6 e
n 0 e
1 a a RING AND COVER
Q 4.
�
a � a
24" d \
' \ \ \// \
4 a as
\ \
::::; ?'BASE
\%j \ii \//
w
i
OVERHEAD PIPE VIEW
NOTES:
1 CLEANOUT SHALL BE PLACED AT
RIGHT -OF -WAY OR EDGE OF EASEMENT.
5' -0" MINIMUM
° 87 / / / / \
MINIMUM 1 `\ 1
/ / / / / / /
/
2) DO NOT INSTALL C.O. INSIDE A FENCE.
MIN.
1 8 PIPE BEND
/
a a..� \ ``
MIN. \
\ \r \/
/ \ / / \ / / \ / / \ / /V / \ / / \!
/ / \ \ / / \ \ //\ \ \F COURSE
NOTE:
Z
CAP
4" PIPE MINIMUM 1% SLOPE
\
TYP .
\\ \\ \\ \ ( )
4" CLEANOUT
CONNECTIONS TO 15" OUTFALLS AND
GREATER MUST BE MADE INTO MANHOLE. THREADED
w
WITH
w
BRASS PLUG I ¢
STANDARD
\ \ \ \' \ \\ COMPACTED
W
"
° ° ' °a a MANHOLE-,,,
\
/ /
\ \\ BACKFILL
/ l
4 COMBINATION WYE
AND 1 /8 BEND
\ \/ (TYPICAL)
\
SIDEWALK
6 "MIN. FINISH GRADE
- -
SECTION VIEW
P a s a
PAVEMENT CURB &GUTTER 111 III III III III III _
111111 1 1 1 -III 1 1 1
II -III � I 1 III= 111 II1111-
1 11 =1111 III il-
STANDARD MANHOLE
11111111111TI 11111111111111111111111
=III= III =111-
- 11111 k1 VIII_
NOTES:
RING AND COVER SECTION VIEW
-111
1/16 BEND IF
1) INSTALLATION TO BE THE SAME AS FOR STANDARD 4 INCH SEWER SERVICE CONNECTION (SHEET 1 OF 3).
IN LINE WYE FITTING PROVIDED AT TOP QUARTER OF THE MAIN.
WYE IS USED
2) CONTRACTOR MAY BE REQUIRED TO LAY CONNECTIONS AT 1% (REGARDLESS OF DEPTH) IN ORDER TO
z IN LINE WYE IS REQUIRED FOR SANITARY SEWER SERVICES
1'_0"
SERVE CUSTOMER. IN THIS CASE, 1/8 BEND WILL NOT BE USED.
PLAN VIEW
INSTALLED NTH NEW N
LOCATIONS ARE KN WNOANDR D Nla FI D H ON APPROVED PLANS. SERVICE
MIN.
3) CONNECTIONS TO 15" OUTFACES AND GREATER MUST BE MADE INTO MANHOLE.
CAP
4" PIPE MINIMUM GRADE OF 1.0%
NOTES:
_ _ _ _ �_ _ -_ III- 1= 1 =1111
1 111111
I I III III I 1 111 1 I1 =111 III III I I
111
�-
MAIN
MAIN 1= I11111111111111111II1iii11iii
IN LINE WYE FITTING OR APPROVED TAPPING SADDLE PROVIDED AT
1. MANHOLE RING TO BE BOLTED AS SHOWN W/ ROPE MASTIC SEAL BETWEEN FRAME
& SPACER.
VIII -
4" COMBINATION WYE
TOP QUARTER OF THE MAIN. IN LINE WYE IS REQUIRED FOR
COMPACTED
SOIL
AND 1/8 BEND
SANITARY SEWER SERVICES INSTALLED WITH NEW CONSTRUCTION
WHEN PARCEL AND SERVICE LOCATIONS ARE KNOWN AND
2. INSURE CONCRETE ENCASEMENT FORMS BOND AROUND LIP OF MANHOLE TOP.
67
-- ii 1/16 OR 1/8 PIPE BEND
SECTION VIEW
IDENTIFIED ON APPROVED PLANS.
DETAIL No.
®7
DETAIL No.
97
DETAIL No.
STANDARD MANHOLE RING AND COVER ENCASEMENT
07000.05
STANDARD 4 INCH SANITARY SEWER SERVICE
WITH TAP 07000.10
DEEP 4 INCH SANITARY SEWER SERVICE WITH TAP 07000.10
EFFECTIVE: 12/10/09
SHEET 1 of 1
EFFECTIVE: 12/10/09
SHEET 1 of 3
EFFECTIVE: 12/10/09
SHEET 2 OF 3
THREADED BRASS PLUG
EFFECTIVE: 12/10/09
MIN.
DUCTILE IRON
1 /13th BEN Dr-
DUCTILE IRON
6"
PAVED SURFACE
3000 PSI CONCRETE
DUCTILE IRON PIPE
THREADED BRASS PLUG
T
6 "MIN.
ENTIRE SERVICE MUST
BE DUCTILE IRON PIPE
ALTERNATE CLEANOUT IN PAVED AREAS
NOTE:
EXTEND CLEANOUT TO RIGHT -OF -WAY OR UTILITY EASEMENT.
STANDARD SANITARY SEWER SERVICE
WITHIN 5' OF
BUILDING
WATERTIGHT PLUGS.
PLUG BOTH SERVICE PIPES
WITHIN FIVE FEET OF BUILDING.
ASPHALT OR CONCRETE
AS DETERMINED BY
TRAFFIC SURFACE -\
-"' -11 -I I Ll I Ll I I 411
PROVIDE RUBBER GASKET -
4" SEWER SERVICE TYPE
BRASS CLEANOUT CAP
W/ COUNTERSUNK HEAD
3000 P.S.I. CONCRETE
4" PVC OR DUCTILE IRON PIPE
DETAIL No.
07000.12
SHEET 2 OF 2 EFFECTIVE: 12/17/09
16"
11 "-
1 OV4„
10" DIAMETER
C.I. /D.I.
CLEANOUT
rnVFR
`/ Ir�ft•�
I I
2" ASPHALT OR CONCRETE
FINISHED GRADE
4
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PIPE SEAL GASKET
d
a n
1
6„
4.
a
VIII MINIMUM
CLEANOUT COVER
6"
PVC ENCASEMENT PIPE
-SAND
CUSHION
SECTION VIEW
4" /MAX.
1 8"
SEWER SERVICE CLEANOUT COVER ASSEMBLY IN TRAFFIC AREAS
DETAIL No.
07000.12
SHEET 1 OF 2
14 - S P - 0 1 8
HTE#: 14 -1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
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DESIGNED BY: WTO /SRW
DRAWN BY: SRW
SCMA: N. T. S.
DATE: 06 -26 -14
SHEET N0.
D -14
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CAST IRON /DUCTILE IRON
CLEANOUT COVER
18" SQUARE
ENCASEMENT
PLAN VIEW
SEWER SERVICE CLEANOUT COVER ASSEMBLY IN TRAFFIC AREAS
DETAIL No.
07000.12
SHEET 1 OF 2
14 - S P - 0 1 8
HTE#: 14 -1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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VALVE BOX COVER
z
TYPICAL FINISHED GRADE
IN PAVED AREAS
BASE COURSE
(PAVED AREAS)��
12" THICKNESS 1 -2,
H OR HB BITUMINOUS
CONCRETE MAY BE USED
VALVE BOX
NOTE TO CONTRACTOR:
VALVE BOX SHOULD NOT
CONTACT MAIN OR VALVE.
CAUTION RECLAIMED WATER
DO NOT DRINK
PVC MAIN
C -900 OR C -905 BLOCKII
PANTONE 522 PURPLE ,_7
III
EFFECTIVE: 12/10/09
(UNPAVED AREAS)
CONCRETE ENCASEMENT
AT 3000 P.S.I.
R Z_
III —
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BACKFI LL
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TYPICAL FINISHED GRADE
IN UNPAVED AREAS
� 4
(PAVED AREAS) o da ea
12" THICKNESS 1 -2.
H OR HB BITUMINOUS 4 4 4 b
CONCRETE MAY BE USED--- d e 4A a
Fff] (UNPAVED AREAS) a �
CONCRETE ENCASEMENT d
AT 3000 P.S.I. a a
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VALVE BOX COVER,
PANTONE 522 PURPLE.
PLAN VIEW
N OTES:
1. ONLY MANUFACTURED VALVE BOX EXTENSIONS SHALL BE ALLOWED.
2. VALVE OPERATING NUT MUST BE EXTENDED SO THAT THE DEPTH IS NO
GREATER THAN 8' (ft.) FROM THE SURFACE USING A MANUFACTURER
APPROVED EXTENSION KIT.
3. PRECAST CONCRETE ENCASEMENT IS ALLOWED OUTSIDE OF PAVED AREAS.
RECLAIMED WATER VALVE BOX INSTALLATION
b
o � o
CAUMN ADCLAMD WA=
4 DO NOTDBINK
8? TAPPED TEE FITTING W/ RESTRAINED
g o WEDGE ACTION RETAINER GLANDS NO LEAD TEE CONNECTION
5 TO BLOW —OFF ASSEMBLY-
0
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SECTION VIEW
RECLAIMED WATER
THREADED COUPLING 6 " -12"
METER & VAULT
FINISHED GRADE
'
FROM FINISHED GRADE
mm PLAN VIEW
a r ,^
PURPLE WITH THE WORDS
"CAUTION RECLAIMED WATER
i
2" GATE VALVE
'a
THREADED INLET /OUTLET
RECLAIMED WATER
NO LEAD CORPORATION STOP METER & VAULT
:: a
MAIN
b
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CAUMN ADCLAMD WA=
4 DO NOTDBINK
8? TAPPED TEE FITTING W/ RESTRAINED
g o WEDGE ACTION RETAINER GLANDS NO LEAD TEE CONNECTION
5 TO BLOW —OFF ASSEMBLY-
0
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SECTION VIEW
PROVIDE PIPING IN PANTONE 522 NO LEAD TEE CONNECTION
PURPLE WITH THE WORDS "CAUTION TO BLOW —OFF ASSEMBLY
RECLAIMED WATER DO NOT DRINK"
PVC TRANSITION ADAPTER (SOCKET x
STAINLESS STEEL FEMALE IPT) (TYPIC
EFFECTIVE: 07/01/13
TES:
FOR MAINS THAT ARE TO BE EXTENDED, USE A VALVE EQUAL TO THE MAIN SIZE +
THE BLOW —OFF VALVE AND THEN REDUCE TO THE 2" SDR 21 PVC PIPE.
SDR 21 PVC PIPE SHALL BE PROVIDED WITH 200 P.S.I. PRESSURE RATING AND
CONNECTED WITH BELL /SPIGOT SOLVENT WELD JOINTS.
SDR 21 PIPE SHALL BE PROVIDED IN PANTONE 522 PURPLE AND LABELED
"CAUTION RECLAIMED WATER DO NOT DRINK ".
DETAIL No.
06500.06
SHEET 1 OF 2
STANDARD VALVE BOX INSTALLATION
COVER LABELED RECLAIMED WATER
(SEE DETAIL 06500.06) EXISTING SANITARY
SEWER MANHOLE
FINISHED GRADE
—
BACKFILL
2" GATE VALVE
THREADED
PVC INLET /OUTLET 1" THICK
WATER —PROOF
2" SDR 21 PVC NON — SHRINK GROUT
ALL CONNECTIONS
SHALL BE CORED
BLOCKING SANITARY
SEWER
2" NO LEAD
BRASS NIPPLE
a PIPE
STANDARD RECLAIMED WATER BLOW -OFF ASSEMBLY, TYPE 3
(EXISTING SANITARY SEWER MANHOLE)
DETAIL No.
06500.04
SHEET 4 OF 4
MAIN SIZE
RECLAIMED WATER
4" - S"
METER & VAULT
FINISHED GRADE
AS APPROVED BY ENGINEERING DEPT.
LOCK
CAP
f
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PURPLE WITH THE WORDS
"CAUTION RECLAIMED WATER
RECLAIMED
2" PVC
WATER
METt R
PIPE—
MAIN
LOCK
& CAP
PROVIDE PIPING IN PANTONE 522 NO LEAD TEE CONNECTION
PURPLE WITH THE WORDS "CAUTION TO BLOW —OFF ASSEMBLY
RECLAIMED WATER DO NOT DRINK"
PVC TRANSITION ADAPTER (SOCKET x
STAINLESS STEEL FEMALE IPT) (TYPIC
EFFECTIVE: 07/01/13
TES:
FOR MAINS THAT ARE TO BE EXTENDED, USE A VALVE EQUAL TO THE MAIN SIZE +
THE BLOW —OFF VALVE AND THEN REDUCE TO THE 2" SDR 21 PVC PIPE.
SDR 21 PVC PIPE SHALL BE PROVIDED WITH 200 P.S.I. PRESSURE RATING AND
CONNECTED WITH BELL /SPIGOT SOLVENT WELD JOINTS.
SDR 21 PIPE SHALL BE PROVIDED IN PANTONE 522 PURPLE AND LABELED
"CAUTION RECLAIMED WATER DO NOT DRINK ".
DETAIL No.
06500.06
SHEET 1 OF 2
STANDARD VALVE BOX INSTALLATION
COVER LABELED RECLAIMED WATER
(SEE DETAIL 06500.06) EXISTING SANITARY
SEWER MANHOLE
FINISHED GRADE
—
BACKFILL
2" GATE VALVE
THREADED
PVC INLET /OUTLET 1" THICK
WATER —PROOF
2" SDR 21 PVC NON — SHRINK GROUT
ALL CONNECTIONS
SHALL BE CORED
BLOCKING SANITARY
SEWER
2" NO LEAD
BRASS NIPPLE
a PIPE
STANDARD RECLAIMED WATER BLOW -OFF ASSEMBLY, TYPE 3
(EXISTING SANITARY SEWER MANHOLE)
DETAIL No.
06500.04
SHEET 4 OF 4
MAIN SIZE
END PIPE SIZE
4" - S"
2" BLOW -OFF
12" & GREATER
AS APPROVED BY ENGINEERING DEPT.
PAVEMENT
TAMPED BACKFILL------*
MECHANICAL JOINT TAPPED
CAP (RESTRAINED)
C -900 OR C -905 PVC SDR 21
PVC
CAUTION RECLAIMED WATER DO NOT DRINK
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Y4
0/2"
TRANSITION COUPLING WITH /
THREADED METALINSERT
2" BRASS NIPPLE —
BLOCKING
STANDARD VALVE BOX INSTALLATION
CCVER LABELED RECLAIMED WATER
(SEE DETAIL 06500.06) STANDARD MANHOLE RING AND COVER
LABELED "RECLAIMED WATER DO NOT
CONCRETE DRINK" (SEE DETAIL 06500.05)
2" GATE VALVE
THREADED INLET /OUTLET "THICK °
NON— SHRINK GROUT
2" SDR 21 PVC
— — — — — — — — — — — —
ALL CONNECTIONS
SHALL BE CORED
— TRANSITION COUPLING W/
THREADED METAL INSERT
SANITARY SEWER
2" BRASS NIPPLE
NOTES:
1) FCR MAINS THAT ARE TO BE EXTENDED, USE A VALVE EQUAL TO
THE MAIN SIZE AS THE BLOW —OFF VALVE AND THEN REDUCE TO
THE 2" SDR 21 PVC PIPE,
2) SDR 21 PVC PIPE SHALL BE PROVIDED WITH 200 psi PRESSURE
RATING AND CONNECTED WITH BELL /SPIGOT SOLVENT WELD JOINTS.
3) SDR 21 PIPE SHALL BE PROVIDED IN PANTONE 522 PURPLE AND
LABELED "CAUTION RECLAIMED WATER DO NOT DRINK".
PIPE
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STANDARD RECLAIMED WATER 2" BLOW -OFF ASSEMBLY
1" RAISED LETTERING
(RECESSED FLUSH)
(2) CLOSED PICKHOLES BCX SHALL
11�' OVER VALVE
614 °�
RECLAIMED % %
WATER 2"
1 ALL PARTS SH
�5Y2 "_� THE SAME MAl
SUPPLIED BY I
VALVE BOX COVER, MANUFACTUREF
PANTCNE 522 PURPLE. LID
I - - - -- L f: 'I"
T
BOTTOM SECTION
6°
i— — — — 21i4��
H
4
rr
1,/2,.
7y8„
SQUARE UPPER SECTION
DETAIL No.
06500.04
SHEET 1 OF 4
COMPLETE BOX
NOTES:
1) VALVE BOX COVER SHALL WEIGH A MINIMUM 13 lbs.
2) ENTIRE VALVE BOX ASSEMBLY & COVER SHALL BE
CAST FRCM CLASS 35 GRAY IRON.
3) ASSEMBLY SHALL BE DOMESTICALLY MADE AND
MANUFACTURED IN THE U -S -A.
4) ASSEMBLY OTHER THAN COVER SHALL BE PAINTED
BLACK.
0 Y
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F RECLAIMEQ WATER METER WATER VALVE BOXES
U N CORPORATION STOP
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CATL"IONPECL_U= WATER '
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o= TAPPED TEE FITTING W/ RESTRAINED
so WEDGE ACTION RETAINER GLANDS
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on PLAN VIEW
�0
RECLAIMED WATER METER & VAULT
(SEE DETAIL 06500.02)
FINISHED GRADE
RECLAIMED
METER -
WATER
MAIN
LOCK
CAP
f
PROVIDE PIPING IN PANTONE 522
PURPLE WITH THE WORDS
"CAUTION RECLAIMED WATER
FINISHED GRADE
1= 11 =1 11 =1 I 11 =1
1L 11 I l J 1_ ' -" -"
BRASS TRANSITION
COUPLING WITH THREADED
METAL INSERT (TYP.) —
2" SDR 21 PVC PIPE JJ
STANDARD RECLAIMED
WATER VALVE BOX —
(SEE DETAIL 06500.06)
GATE VALVE
W/ BLOCKING
DC NOT DRINK" SECTION
a7
STANDARD RECLAIMED WATER BLOW -OFF ASSEMBLY, TYPE 1
EFFECTIVE: 12/10/09 (SURFACE DISCHARGE)
PVC C -900 OR C -905
WATER MAIN
- FINISHED GRADE
ENCASEMENT PER TOC SPECS.
STANDARD RECLAIMED VALVE BOX CAST
INTO SURFACE MATERIAL. SEE COVER
DETAIL (THIS SHEET).
MECHANICAL JOINT GATE
VALVE, RESTRAINED.
2" DIP PIPE
CONCRETE BLOCKING
MINIMUM 1/3 CUBIC
YARDS AT 3000 P.S.I.
DETAIL No.
06500.04
SHEET 2 OF 4
VALVE BOX COVER,
PANTONE 522 PURPLE.
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COVER DETAIL
TOP VIEW
12" WASHED STONE BEDDING
UNDER PIPE & VALVE ASSEMBLY
1'
STANDARD VALVE BOX DET AIL No. DETAIL No.
7� (� 7� D65DD. D6 RECLAIMED WATER GATE VALVE ASSEMBLY 06500.07
EFFECTIVE: 12/10/09
FOR RECLAIMED WATER SHEET 2 OF 2 IEFFE CTIVE: 12101'09 SHEET 1 OF 1
1 4-SP-01 8
HTE#: 14 -1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner Date
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION
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PROJECT NO. M I H -14000
FILENAME: MIH14000 -D1
DESIGNED BY: WTO /SRW
DRAWN BY: SRW
SCALE: N. T. S.
DATE` 06 -26 -14
SHEET N0.
D -16
�� MCADAMS

USES:
Interior and exterior adbered veneer, including
house fronts, commercial facades, foundations,
columns, chimneys, frr'cplams and sun'ounds,
hearths, exterior and interior walls, outdoor
kitchens and fireplaces.
PHYSICAL CHARACTERISTICS:
Origin: China
Gealagv: Sandstone
Color Range: Tan, brown, rust, buts, gray
Firash:
Dimension:
YYnight:
Coverage:
Formats:
Weathered face, sawn hack
Piece size vanes, roughly square /rectangle with average lengths from 6- to
22,° and average heights from 6" to 12," and thickness of a %" to 1 -3/4."
Approximately 15 lbs. per square. foot
Flats available in 20 SF and 100 SF bn:fes Cornem available in 20 LF boxnii
Coverage based on V2" mortar joint
MasteiCut'° Natural Veneer Stone
Hearthstead Square/Rectangle"
MasterCut® Natural Veneer Stone
FEATURES. AND BENEFITS:
v Hcarthstcad Square Rectangle is a traditional wcathorcd fieldstone with subtle
variations of tans, grays and browns. This affordable offering is priced
competitively against man -made veneers allowing all the benefits and costs
savings with the incomparable beauty and timeless appeal of a natural product.
» Heartbstmd Square Rectangle can be installed above or below grade and usually
requires no footers or additionat support. Check with local building codes before
installing material_ This durable material is suitable for interior and exterior rise_
Norman compares to the beauty
and appeal ofnatural stone. For
clicnia, seeking the incomparable
looks and durability of stone,
MasterCutaNatural Veneer
Stone from Charles Luck® Stone
Cpriteris ago at solution. It is
crafted [from natural stone with a
sawn back and comers and still
retains the aptimurn color and
coarse of stone.
Available in flats and comers,
MaderCut is sized and shaped
fsneasy inslall l co11Q still
providing the app .araace of sohd
stone. Its light weight is ideal for
interior and exterior veneer
projects such m horse fronts,
chimneys, foundations,
fireplaces, freestanding walls
and building extedon
Masteffor', flat sent back is easy
to handle and install.
SUPPLIER:
Charles Luck Slone Caner
P.O. Fees 29682
Riohmond, VA 23342
Maryland:
Columbia 888 923.5825
Virginia:
Georgetown 202.944.2345
Dull. 8002945825
Leesburg 866.985.5825
Charlottesville 800.205.5825
Riclunond 800 2555825
North Carolina:
Raleigh 800.315.7229
Charlotte 888 475.5825
www.charlesluck.com 11.877.460.1222
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I" DEEP —
INSET (WP.)
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3.00' SQUARE CAST —
CONCRETE PILLAR CAP
Xt" DEEP INSET FOR I CONCRETEAPILLARSCAP I I�t" CEP
DEVELOPMEM NAME I I INSET (TYP.)
2.00'
14SP -018
HTE #: 14 -1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION
2 5
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RRAGNEa lly: WTO /SRW
Wallis m: SRW
seek: 1' =3'
aeTR: 06 -26 -14
RHRLT NO.
D -17
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C
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2 13
%FRONT ELEVATION SHOWN
W/
OPT. PORCH
CRO55NALLAREA: 40105F REQUIREDMA50NRY:b5O5F(35 %)
RED�NEDMEAD50NRY:2RETURNAT
W
(LESS) OPENINGS: (1618 5F) PROVIDED MASONRY: IOb5 SF (44 %)
SCALE:
1/16 " =
1' -0"
NET WALL AREA: 2452 5F
2 REAR ELEVATION
SCALE: i/16"= 1' -0"
OF055 WALL AREA: 3556 SF REQUIRED MASONRY: aq2 5F (35 95)
(LESS) OPENINGS: (1001 SE) PROVIDED MASONRY: q65 5F (38 %)
NET WALL AREA: 254q 5F
MASONRY PROVIDED IF ELEVATION 15
VISIBLE FROM PUBLIC OPEN SPACE
Planner:
6 SIDE ELEVATION
SCALE: 1/16 " = 1' -0"
GRO55 WALL AREA: q66 SF
(LEES) OPENINGS: (135 SF)
NET WALL AREA: 625 SF
REQUIRED MASONRY: 290 SF (35 %)
PROVIDED MASONRY: 2ql 5F (36 %)
MASONRY PROVIDED IF ELEVATION 15
VISIBLE FROM PUBLIC OPEN SPACE
FOR SITE PLAN REVIEW &
APPROVAL
NOT APPROVED FOR
CONSTRUCTION
CARY PROJECT# 13 -SB -011
CARY HTE # 14 -0153
7 SIDE ELEVATION
SCALE: 1/16 " = 1' -0°
68055 WALL AREA: q66 5F
(LESS) OPENINGS: (138 SF)
NET WALL AREA: 520 5F
REQUIRED MASONRY: 2qO 5F (35 %)
PROVIDED MASONRY 2ql 5F (36 %)
MASONRY PROVIDED IF ELEVATION IS
VISIBLE FROM PUBLIC OPEN SPADE
4 15
4 SECOND FLOOR
5 FIRST FLOOR
SCALE: 1/16 ° = 1' -0"
NOTES
I. ALL VENT PIPE5, ETC. EXTENDING
ABOVE THE ROOF SURFACE SHALL
BE PAINTED A COLOR THAT BLENDS
WITH THE ROOF COLOR.
2ALL ELEVATIONS FACING STREET, OR
OTHER PERMANENT OPEN SPACE
SHALL HAVE A MINIMUM OF 35%
MASONRY INCLUDED AS PART OF THE
ELEVATION.
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REAR
ELEVATION W/o
MASONRY
RED�NEDMEAD50NRY:2RETURNAT
W
`)
SCALE: 1/16"— 1' -0"
PROVIDED MASONRY:
12' RETURN
6 SIDE ELEVATION
SCALE: 1/16 " = 1' -0"
GRO55 WALL AREA: q66 SF
(LEES) OPENINGS: (135 SF)
NET WALL AREA: 625 SF
REQUIRED MASONRY: 290 SF (35 %)
PROVIDED MASONRY: 2ql 5F (36 %)
MASONRY PROVIDED IF ELEVATION 15
VISIBLE FROM PUBLIC OPEN SPACE
FOR SITE PLAN REVIEW &
APPROVAL
NOT APPROVED FOR
CONSTRUCTION
CARY PROJECT# 13 -SB -011
CARY HTE # 14 -0153
7 SIDE ELEVATION
SCALE: 1/16 " = 1' -0°
68055 WALL AREA: q66 5F
(LESS) OPENINGS: (138 SF)
NET WALL AREA: 520 5F
REQUIRED MASONRY: 2qO 5F (35 %)
PROVIDED MASONRY 2ql 5F (36 %)
MASONRY PROVIDED IF ELEVATION IS
VISIBLE FROM PUBLIC OPEN SPADE
4 15
4 SECOND FLOOR
5 FIRST FLOOR
SCALE: 1/16 ° = 1' -0"
NOTES
I. ALL VENT PIPE5, ETC. EXTENDING
ABOVE THE ROOF SURFACE SHALL
BE PAINTED A COLOR THAT BLENDS
WITH THE ROOF COLOR.
2ALL ELEVATIONS FACING STREET, OR
OTHER PERMANENT OPEN SPACE
SHALL HAVE A MINIMUM OF 35%
MASONRY INCLUDED AS PART OF THE
ELEVATION.
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DWG BY: SLB
CHK BY: RCL
ISSUED:
18 JUN 2013
0 REVISED:
10 SEP 2014
© Copyright 2014
This document and the
design are the property of
Integrated Design, PA
Any reproduction without
prior written consent is
prohibited.
Dwg scaled for 34x22 plats
ELEVATIONS
LAUREL AND
MIMOSA BUILDING
JOB CODE: MITHEF
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE w
Date: H
100

C
2
` MASONRY PROVIDED IF ELEVATION 15
9 SIDE ELEVATION
VISIBLE FROM PUBLIC OPEN SPACE
SCALE: 1/16 " - 1' -0"
88055 WALL AREA `M& 5F
(r�E55) OPENINGS: (141 5F) REOUIRED MASONRY 2q6 5F (35 %)
NET HALL AREA: 841 SF PROVIDED MA50NRY: 2q6 SF (35.2 %)
* MASONRY PROVIDED IF ELEVATION IS
1 0 SIDE ELEVATION V1515LE FROM PUBLIC OPEN SPACE
GRO55 WALL AREA: qq6 5F SCALE: 1/16 " = 1' -0"
(LESS) OPENINGS: (14q 5F) REQUIRED MASONRY: 2q6 SF (35 %)
NET HALL AREA: 641 SF PROVIDED MASONRY: 2g6 5F (35.2 %)
MASONRY PROVIDED IF ELEVATION
VISIBLE FROM PUBLIC, OPEN SPACE
OSIDE ELEVATION w/ BASEMENT
SCALE: 1/16 " - 1' -0"
GROSS HALL AREA: 1024 5F
(LESS) OPENINGS: (Iq3 5F) REQUIRED MASONRY: 2q0 5F (35 %)
NET WALL AREA 631 SF PROVIDED MASONRY 2ql SF (35 %)
MASONRY PROVIDED IF ELEVATION 15
VISIBLE FROM PUBLIC OPEN SPACE
B 12 SIDE ELEVATION w/ BASEMENT
GROSS HALL AREA: 1024 SF SCALE: 1/16 " - 1, -0"
(LESS) OPENINGS: (Iq3 5F) REQUIRED MASONRY 2q0 5F (35 95)
NET WALL AREA: H31 5F PROVIDED MASONRY: 2ql SF (35 %)
FOR SITE PLAN REVIEW &
APPROVAL
NOT APPROVED FOR
CONSTRUCTION
CARY PROJECT# 13 -SB -011
CARY HTE # 14 -0153
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner: Date:
3 14
4 FRONT ELEVATION REQUIRED MASONRY, 1155F(35 %)
GROSS HALL AREA: 3124 5F SCALE: 116 " - 1' -0" PROVIDED MA50NRY: 119 5F (35.2 %)
(LESS) OPENINGS: WEN 5F)
NET HALL ARE 2043 5F
%1REAR ELEVATION w/ BASEMENT REWIRED MA50NRYg5PGF(35 %)
`) SCALE: 1 16 "= 1' -0" PROVIDED MASONRY: 11025F(40 %)
GROSS WALL AREA: 4463 SF
(LESS) OPENINGS: (1723 SF) MASONRY PROVIDED IF ELEVATION 15
NET WALL AREA: 2140 SF VISIBLE FROM PUBLIC, OPEN SPACE
REAR ELEVATION REQUIRED MASONRY: 565 5F (55 %)
V GR055 SCALE: 1/16"= 1' -0" PROVIDED MASONRY: 161 5F (46 %)
WALL AREA: 2430 SF
(LESS) OPENINGS: (816 SF) MASONRY PROVIDED IF ELEVATION 15
NET HALL AREA: 1614 SF VISIBLE FROM PUBLIC OPEN 5PAGE
REAR ELEVATION w/o MASONRY REOUIRED MA50NRY 2'RETURN AT
SCALE: 1/16 " - 1' -0" ADJOINING EDGE
PROVIDED MASONRY: 12' RETURN
&REAR ELEVATION w/ BASEMENT w/o MASONRY REOUIRED MASONRY; 2'RETURN AT
U SCALE: 116 " = 1' -0" ADJOINING EDGE
PROVIDED MASONRY: 12' RETURN
MEAN
ATION
5
1 SECOND FLOOR
3 BASEMENT
SCALE: 1/16"- Y-0"
NOTES
I. ALL VENT PIPES, ETD. EXTENDING
ABOVE THE ROOF SURFACE SHALL
BE PAINTED A COLOR THAT BLENDS
WITH THE ROOF GOLOR.
2.ALL ELEVATIONS FAUNG STREET, OR
OTHER PERMANENT OPEN 5PAGE
SHALL HAVE A MINIMUM OF 35%
MASONRY INCLUDED AS PART OF THE
ELEVATION.
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3
3 BASEMENT
SCALE: 1/16"- Y-0"
NOTES
I. ALL VENT PIPES, ETD. EXTENDING
ABOVE THE ROOF SURFACE SHALL
BE PAINTED A COLOR THAT BLENDS
WITH THE ROOF GOLOR.
2.ALL ELEVATIONS FAUNG STREET, OR
OTHER PERMANENT OPEN 5PAGE
SHALL HAVE A MINIMUM OF 35%
MASONRY INCLUDED AS PART OF THE
ELEVATION.
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3 BASEMENT
SCALE: 1/16"- Y-0"
NOTES
I. ALL VENT PIPES, ETD. EXTENDING
ABOVE THE ROOF SURFACE SHALL
BE PAINTED A COLOR THAT BLENDS
WITH THE ROOF GOLOR.
2.ALL ELEVATIONS FAUNG STREET, OR
OTHER PERMANENT OPEN 5PAGE
SHALL HAVE A MINIMUM OF 35%
MASONRY INCLUDED AS PART OF THE
ELEVATION.
ai ro
0pa nu
O tp t0 N U
�r IONU
N N O) Q
OR N O
d0 z Mm
0z mrn°
y 3
x
3
a
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C
DWG BY: RCL
CHK BY: RCL
ISSUED:
18 JUN 2014
0 REVISED:
10 SEP 2014
© Copyright 2014
This document and the
design are the property of
Integrated Design, PA
Any reproduction without
prior written consent is
prohibited.
Dwg scaled for 34x22 plots
ELEVATIONS
FONTANA AND
HIGHROCK UNITS
JOB CODE: MITHEF
A
101
U)
W
75
0
2
Z
3
Z
0°
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J
Q
K
O
Z
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J
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0
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0
n
U
z
Z
0
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O
H
w
O
Z
Z
d
m
a
U
DWG BY: RCL
CHK BY: RCL
ISSUED:
18 JUN 2014
0 REVISED:
10 SEP 2014
© Copyright 2014
This document and the
design are the property of
Integrated Design, PA
Any reproduction without
prior written consent is
prohibited.
Dwg scaled for 34x22 plots
ELEVATIONS
FONTANA AND
HIGHROCK UNITS
JOB CODE: MITHEF
A
101

m
cn
a;
E
0
a
M
aj
d
d'
O
3
0
0
O
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0
0
Board & Batten Color C bons
1. Venetian Red 6. Saddle Brown
2. Moonlit Moss 7. Tuscan Clay
3. Midnight Surf 8. Vintage Wicker
4. Windswept Smoke 9. Monterey Sand
5. Storm 10. Maple
xo�o
'v
Pftmn�
Shutter & Door Color Options
1. Black
2. Navy
3. Ocean Blue
4. Wedgwood Blue
5. Merlot
6. Hunter {Green
7. Musket Brown
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1
Shake Color Options
1.
Venetian Red
7. English Saddle
2.
Harbor Blue
8. Canyon Drift
3.
Deep Moss
9. Tuscan Clay
4.
Juniper Ridge
10. Vintage Wicker
5.
Coastal Sage
11. Monterey Sand
6.
Cape Cod Gray
C�
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Shingle Color Options
1. Weathered. Wood
r'
J�
Siding Color Ovtions
1. Juniper Ridge 6. Vintage Wicker
2. Coastal Sage 7. Monterey Sand
3. Storm S. Maple
4. Cape Cod Gray 9. Antique Parchment
5. Tuscan Clay
�9
i
Stone Color Options
1. Wisconsin Ledgestone
2. Bucktown Heritage
I
14 - S P - 0 1 8
HTE#: 14 -1682
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner.
Date
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT NO. M I H -14000
FILENAME: MIH14000 -D1
DESIGNED BY: WTO /SRW
DRAWN BY: SRW
SCALE: N. T. S.
DATE` 06 -26 -14
SHEET NO. A-102
ZU MCADAMS