20121147 Ver 1_Site Plan_20121227

CONSTRUCTION PLANS
TOWN OF CARY PROJECT NO,
PARKS &RECREATION PROJECT NO,
JRM PROJECT NO. CRY -12000
REGENCY PARKWAY
CARY, NORTH CAROLINA
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION
PROJECT NUMBER: CRY -12000
S-64
DATE: DECEMBER 13, 2012
-SHEET INDEX
C-1
EXISMNG CONDMONS, SITE AND GRADING PLAN
I,N
REGENCY
PKWY
D -1
SrM DETAILS
LAKE Uj
SITE-r _j
D-2
EROSIONCONIROL DETAH S
OWNER/DEVELOPER:
S- I
PEDESTRMN BRIDGE FOUNDATION AND FRAMING PLANS
S-2
PED ESTRLAN BRIDGE DETAHS
T0VvTN OF CARY
316 NORTH ACADEMY STREET
CARY, NC 27513
VICIN= MAP
PHONE: [phone]
NTS
THE JOHN R. McADAMS
..........
,� .. % f�.
1 —SP—XXX
2
M# =12 -1 M
OlVJCp) N Y' INC.
APPROVED BY THE TOWN OF CARY
jr=
DEVELOPMENT REVIEW COMMITTEE
ENGINEERS ■ PLANNERS ■ SURVEYORS ■ ENVIRONMENTAL
Planner Date
RESEARCH TRIANGLE PARK ■ CHARLOTTE
2905 Meridian Parkway, Durham NC 27713
800-733-5646 ■ www.johnnncadams.com ■ License No.: C -0293
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION

R
\ TOWN OF CARY
\ PIN: 0751 -99 -1875
D.B. 7022, PG. 730
\ \ \ZONING: PDD - REGENCY PARK
9.45 AC.
EXISTING ASPHALT
\ TRAIL TO BE \
REMOVED
Ou•
S
EXISTING SIGN TO 66 1ST'
BE RELOCATED
(SEE SITE PLAN)
/ - 15" SWEET GUM _
i V
18" SWEET
GUM
OWNER/DEVELOPER /APPLICANT
TOWN OF CARY
PIN:
ZG
REAL ESTATE ID:
0222824, 0223352
15 G
PDD - REGENCY PARK
PROPERTY AREA:
38.74 AC
LAND USE PLAN:
OFFICE PARK
WATERSHED OVERLAY DISTRICT:
NEUSE RIVER, SWIFT CREEK
EXISTING TREES TO
BE REMOVED
3720075100) DATED MAY 2 2006
15" RED OAK
N/A
IMPERVIOUS SUMMARY
15" SWEET
DENUDED AREA:
16,300 SF (0.37 AC)
LINEAR FOOTAGE OF GREENWAY
GUM
-
EXISTING TRASH
CAN TO BE
\ RELOCATED (SEE \ 18 " SWEET
ITE PLAN \ GUM /
EXISTING ASPHALT
-�
-- X34-- ---- - - -
TRAIL TO BE
REMOVED
°
o
30'NEUS
- --
-
- - - - - --
RIVER BUFFER
-
ENE 1
\
........ ... .. ............
APPROXIMATE
LOCATION OF EXISTING
STORM PIPE.
EXISTING ASPHALT
f'- vim\ TRAIL TO BE
\ 14" BEECH \REMOVED
\ 8" MAPLE
\ 4" BEECH
\ 5" BEECH \ \ \ \ \ \\ \ \ \
4" BEECH \ \ \ \\ Ssi• 3R3
AISSANCE MANORS 0 REGENCY OWNERS
PIN: 0751 -99 -1365 12" SWEET
D.B. 14129, PG. 607 \ GUM \ \ \ \ \\
ZONING: POD - REGENCY PARK \
8.85 AC. \ \ \\ \ \\ \\ \
10" SWEET \ \ \\\ \\ \\ \
�O• GUM
\ 5" SWEET \ \\ \ \ \\ \\ \ \ I o °•
ix S GUM LSD\ \� \� \� • \ LINE NI
� \ I
EXISTING CONDITIONS & DEMOLITION PLAN
SCALE: 1 " =20'
342 - -
'�gm�
San- «.
` \ YARD INLET
\ \ RIM = 343
\TREE PROTECTION INV OUT = ±341.50
FENCE
\ 94 - - - --00'NEUSE
\ \ WA - RIVER BUFFER
@G �I
\ .. 4 TREE PROTECTION
a� s4
:. : . ........ ...:.:...:.:........ - - -' FENCE
\ l OQ .= .......... 1� RO
we ,�,� .... .. .....
ti.....
N
TW:347.00 �` •y�� I^ \
BW:346.60 4A � 44�. �.�... � � 50 NEUSE
RIVER BUFFER
ZONE 2
CV
SILT FENCE .
OUTLET
- -- 343. -- --
\... : - - _ 30'
CONTRACTOR TO VERIFY - - - - ER NEUSE
BUFF ER
TW:347.20 �''•.. .••• _... - - RIV
BW:343.00 �v LOCATION OF EXISTING ENE 1
TW:347.00 3..... .
47 20 � ••� STORM PIPE PRIOR TO .............
:347.23 \,�. \SILT FENCE \ 13
OUTLET
.....................
OUTLET 4 2
:344.00
I \ \
\ 1\ \ l3
TW:347.30 \\
\ B 347.00
\
\
\
TREE
FENCE
w
TW:347.21T`.� . -
\,l 4
2
' SILT FENCE � ...�-- +„�..... , _ Js js A A A a js
BRIDGE DECK = 347.20 OUTLET
TW:347.20
BW.342.50
TW.347� 10
e
BW:343.00
BW:343,00
.. . \ TW:345.00
\ \ ... \ BW:343.00
\ \ \ \ RETAINING
\ \ \\ \ TW:344.1
\ BW:343.+
DISTURBANCE \ \ \\ \\\ \
REQUIRED OFFSITE. \
S \
GRADING EASEMENT �j�_O•� \ \\ \
REQUIRED PRIOR TO �,Q E•p���p �� 'N
CONSTRUCTION. O (�S�e• ?o
� tiF
GRADING AND EROSION CONTROL PLAN
SCALE: 1 " =20'
PROJECT LAY
DOWN AREA
\ TIE NEW ASPHALT \
\ TRAIL TO EXISTING
ASPHALT TRAIL
t
I I
I
\ \ \ 50'R i @G 1s c
\ \0'R
50'R
\
'-,,RELOCATED SIGN 5 R �\ Q , RELOCATED
TRASH CAN
\ ........
\ 5'R ...........................
\ 1S R0
.....
.........................
\ 50'R
_ .............
CONCRETE 4O'R
NEW ASPHALT - - -
TRAIL �d
CONCRETE ABUTMENTS, \
DESIGN BY OTHERS 1<
i -
\�
• a 40'R
.... s•. ...........
NEW 12' WIDE BRIDGE, ` �:
DESIGN BY OTHERS -
,2TH3MTU8A 3T3SIVI , CONCRETE ABUTMENTS, .
..
L>93HTO Y8111 03 j' DESIGN BY OTHERS 50,R
4-14
CONCRETE
ABUTMENTS,
DESIGN BY
OTHERS
1b'
TIE NEW ASPHALT
TRAIL TO EXISTING
ASPHALT TRAIL
CONCRETE ABUTMENTS,
i
v'< DESIGN BY OTHERS
\ -- -- \� RETAINING WALL
WITH FENCE
\ CONCRE�6�
\ \
\ \ ©BE
\ ®\
�G
SITE DATA:
1z;c \
IDc \ \ .........
\ c
\ \ \ \ T1E NEW ASPHALT
\ TRAIL TO EXISTING
SPHALT TRAIL
O
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PHYSICAL ADDRESS:
8051 REGENCY PARKWAY
CARY, NORTH CAROLINA 27518
OWNER/DEVELOPER /APPLICANT
TOWN OF CARY
PIN:
0761094703, 0751991875
REAL ESTATE ID:
0222824, 0223352
EXISTING ZONING:
PDD - REGENCY PARK
PROPERTY AREA:
38.74 AC
LAND USE PLAN:
OFFICE PARK
WATERSHED OVERLAY DISTRICT:
NEUSE RIVER, SWIFT CREEK
FIRM MAP:
3720075100) DATED MAY 2 2006
STORMWATER MANAGEMENT METHOD
N/A
IMPERVIOUS SUMMARY
IMPERVIOUS REMOVED = 3,385 SF
IMPERVIOUS ADDED = 3,222 SF
TOTAL = -163 SF
(DOES NOT INCLUDE AREA OF BRIDGE OVER WATER)
DENUDED AREA:
16,300 SF (0.37 AC)
LINEAR FOOTAGE OF GREENWAY
330 LF
SF
SF
SF
TB
TP
TP
-x
x-
LD
0
SAME
SAME
T "/rlT.7ATT%
STORM SERVICE INLET
IRON PIPE
IRON PIPE SET
STORM DRAINAGE
SILT FENCE
TREE PROTECTION
FENCE LINE
LIMITS OF DISTURBANCE
CLEARING LIMITS
PROPERTY LINE
CONTOUR
ASPHALT DEMOLITION
ASPHALT TRAIL
CONCRETE
EXISTING
N/A
SITE PLAN
SCALE: 1 " =20'
0
0
0
0
RIVER NEUSE
ENE ;HER
­1111111111 .
TOWN OF CARY GREENWAY CONSTRUCTION NOTES
1. TRAIL SHALL BE CONSTRUCTED PER PLANS AND ACCORDING TO ALL OTHER PERTINENT DETAILS AND SPECIFICATIONS.
2. CONTRACTOR SHALL CONFINE CONSTRUCTION ACTIVITY WITHIN LIMITS OF CONSTRUCTION.
3. CONTRACTOR SHALL RETAIN A PLS TO STAKE CENTERLINE OF THE TRAIL AS SHOWN ON THE LAYOUT PLAN. THE TRAIL IS TO
BE STAKED AT 50' INTERVALS IN THE FIELD.
4. STAKED CENTERLINE OF THE TRAIL IS TO BE APPROVED BY TOWN OF CARY,
5. ERECT TREE PROTECTION FENCE ALONG LIMIT OF CONSTRUCTION FOR INSPECTION BY TOWN OF CARY SITE INSPECTOR.
6. INSTALL REQUIRED EROSION CONTROL MEASURE PRIOR TO CONSTRUCTION.
7. CONTRACTOR TO CALL FOR UTILITY LOCATIONS PRIOR TO CONSTRUCTION.
8. ALL TRAILS, REGARDLESS OF WIDTH SHALL MAINTAIN A 2' WIDE GRASSED SHOULDER WITH A 27. CROSS SLOPE. TRAILS THAT
DO NOT INCORPORATE A 2' WIDE GRASSED SHOULDER CAPABLE OF BEING MAINTAINED WITH A STANDARD LAWN MOWER WILL
NOT BE ACCEPTED BY THE TOWN.
9. PROPOSED PAVEMENT SHALL MEET EXISTING PAVEMENT FLUSH.
10. TRAIL TO EXHIBIT 2% CROSS SLOPE TOWARDS CREEK OR LOW AREA.
11. SIDE SLOPE SHALL BE 3:1 MAXIMUM AND 2% MINIMUM SLOPE EXCEPT WHERE OTHERWISE NOTED.
12. ALL DISTURBED AREAS SHALL BE SEEDED PER SPECIFICATION.
13. GRADE SIDE SLOPES AND ADJACENT GROUND TO DRAIN. ENSURE THAT THERE IS NO STANDING WATER ON THE UPHILL SIDE
OF THE TRAIL. INSTALL DIVERSION DITCH AS NEEDED TO DIRECT WATER TO CULVERTS.
14. ADDITIONAL CULVERTS WILL BE ADDED AS NEEDED DURING CONSTRUCTION TO PREVENT EROSION AND SUCK SPOTS ON
GREENWAY TRAIL.
15. DRAINAGE CULVERTS SHALL BE CONCRETE AND HAVE A FLARED END SECTION ON BOTH ENDS. A CLASS B RIP -RAP
DISSIPATER WITH FILTER FABRIC SHALL BE INSTALLED AT THE PIPE OUT -FLOW.
16. TREES SHALL BE LIMBED UP A VERTICAL DISTANCE OF 10 FEET FROM THE FOREST FLOOR, WITHIN 5 FEET FROM THE
OUTSIDE EDGE OF THE TRAIL. REMOVE DANGEROUS TREE LIMBS HANGING OVER TRAIL AS DIRECTED BY THE PARK PLANNER.
DEAD TREES THAT PRESENT A DANGER TO PEDESTRIANS UTILIZING THE TRAIL SHALL BE REMOVED DURING CONSTRUCTION.
17. THE TOWN OF CARY ENGINEERING INSPECTOR SHALL PROOF ROLL GREENWAY TRAIL PRIOR TO PLACEMENT OF FABRIC AND 6"
OF CRUSHED STONE. THE TRAIL SHALL ALSO BE PROOF ROLLED PRIOR TO PAVING. A MINIMUM OF 97% COMPACTION IS
REQUIRED.
18. ALL TRAILS THAT INTERSECT WITH A CURBED ROAD SHALL HAVE A TOWN OF CARY. DRIVEWAY APRON OR HC RAMP.
19. ALL TRAILS THAT INTERSECT WITH ROADS OR PARKING LOTS SHALL BE SECURED WITH STANDARD GATES OR BOLLARDS AS
SPECIFIED BY THE PRCR DEPARTMENT.
20. THE FIRST 50 FEET OF ALL TRAILS THAT INTERSECT WITH A ROAD WHICH WILL UTILIZE A MID BLOCK CROSSING SHALL
INCORPORATE 50' OF STAMPED CONCRETE STARTING AT THE EDGE OF THE DRIVEWAY APRON.
21. THE EDGES OF PAVED TRAILS SHALL BE A MINIMUM OF 4' TO THE EDGE OF RAISED MANHOLES.
22. NO GREENWAY TRAILS OR EASEMENTS SHALL BE CO- LOCATED WITHIN ANY BMP'S OR STORMWATER CONTROL DEVICES.
23. SPLIT RAIL FENCING SHALL BE LOCATED ADJACENT TO THE TRAIL IN AREAS THAT EXCEED A 4 TO 1 SLOPE.
24. NO SHRUB OR TREE PLANTINGS ARE ALLOWED WITHIN THE GREENWAY EASEMENT.
25. THE DEVELOPER'S CONTRACTOR SHALL ENSURE THAT ALL ACCESS POINTS LEADING TO THE TRAIL ARE POSTED WITH SIGNS
THAT READ TRAIL CLOSED FOR CONSTRUCTION.
26. THE TOWN OF CARY GREENWAY SHALL BE CONSTRUCTED AND APPROVED AS PART OF THE INFRASTRUCTURE ACCEPTANCE BY
THE TOC ENGINEERING DEPARTMENT.
GENERAL NOTES
A. NO CHANGES TO ANY ASPECT OF THIS SITE PLAN, INCLUDING BUT NOT LIMITED TO, LANDSCAPING, GRADING, BUILDING ELEVATIONS
(ESPECIALLY COLORS), LIGHTING. OR UTILITIES WILL BE MADE WITHOUT THE APPROVAL OF THE DEVELOPMENT REVIEW GROUP OF THE
DEPARTMENT OF PLANNING AND DEVELOPMENT.
B. TOPOGRAPHIC DATA PROVIDED BY THE JOHN R MCAD4MS COMPANY DATED 4/23/2012.
C. NAVD 88 VERTICAL DATUM (USING VRS), NAD 83 HORIZONTAL DATUM (USING VRS).
GRADING NOTES
1. TO MINIMIZE DAMAGE TO EXISTING TREES NEAR THE INTERIOR EDGE OF BUFFERS AND STREEI'SCAPES, THE CONTRACTOR SHALL CUT MINIMUM 2'
TRENCHES ALONG THE LIMBS OF DISTURBANCE, SO AS TO CUT, RATHER THAN TEAR, ROOTS;
2. 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 SITE INSPECTION FOR THE CO.
12- SP -XXX
HTE #: 12- IXXX
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner
GRAPHIC SCALE
Date 20 0 10 20 40
1 inch = 20 ft.
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT NO. CRY -12000
FILENAME: CRY12000 -XC1
DESIGNED BY: ARP
DRAWN BY: RLU
SCALE: 1 " =20'
DATE: 10-25-2012
SHEET N0.
C -1
11WADAMS

GRASSED SWALE ON THE UPHILL
SIDE OF TRAIL DIRECTING
DRAINAGE TO CULVERTS
EFFECTIVE: 12/10/09
r
I
v
EFFECTIVE: 12/10/09
2' -0" 10' -0"
SHOULDER
2" SUPERPAVE ASPHALT CONCRETE
TYPE SF9.5A PER NCDOT STANDARDS
2% MAX. CROSS SLOPE_
COMPACTED SUBGRADE
100% COMPACTION
SIDE SLOPES SHALL BE LESS THAN 3:1 TYPICAL
UNLESS OTHERWISE INDICATED ON LAYOUT PLANS.
CUT AND FILL SLOPES SHALL TIE INTO EXISTING
SLOPES TO CREATE AN EVEN TRANSITION.
2' -0"
SHOULDER
6" AGGREGATE BASE COURSE
UNDERLINED WITH GEOTEXTILE FABRIC
CLEAN BACKFILL
SEED AS SPECIFIED
NOTES:
1. CROSS SLOPE DIRECTION VARIES. SEE LAYOUT PLANS FOR DIRECTION OF SLOPE.
2. SHOULDERS TO MATCH CROSS SLOPE OF GREENWAY TRAIL.
3. CONTRACTOR IS RESPONSIBLE FOR RE- ESTABLISHING ALL SLOPES DISTURBED BY CONSTRUCTION.
4. NO UTILITY SURFACE COVERS /PLATES /MANHOLES (i.e. WATERLINE VALVE COVERS, ETC.) SHALL BE
LOCATED WITHIN TRAIL AND SHALL BE MINIMUM 2 FEET FROM THE EDGE OF TRAIL.
5. ALL TRAILS SHALL BE LOCATED MINIMUM 5 FEET FROM THE BACK OF CURB.
STANDARD 10' ASPHALT GREENWAY TRAIL
0
TRAIL BENCH
(SEE DETAIL 09000.10)
O
�4 INCH THICK CONCRETE SLAB, 3000 PSI, FINE BROOM
I FINISH PERPENDICULAR TO DIRECTION OF TRAVEL
N
CONCRETE SLAB
ASPHALT TRAIL
7' -0"
PLAN VIEW
STANDARD CONCRETE SLAB FOR TRAIL BENCH
NOTE:
TOTAL SIGN AREA = 32 SF /SIDE (MAXIMUM)
SYMPHONY LAKE
GREENWAY
• •• •• • ••••• •••••ENM?WER
316 NORTH ACADEMY ST. OR ENGINEER'S
CARY, NC 27513
www.towndcary.org CONSULTANTS
SIGN HEIGHT 42"
PRIME MAJOR (3.5') MAXIMUM
CONTRACTOR SUB CONTRACTORS
ROUNDED EDGE
O
DETAIL No.
09000.01
SHEET 1 OF 1 EFFECTIVE; 12/10/09
DETAIL No.
09000.11
SHEET 1 OF 1
EFFECTIVE; 12/10/09
NOTES:
1. ALL CONCRETE TO BE 3600 P.S.I. COMPRESSIVE STRENGTH.
2. TYPE OF PIPE TO BE USED IS 2" MAXIMUM OUTER DIAMETER, BLACK IRON, LOW CARBON PIPE.
3. ALL JOINTS TO HAVE A 1/2" FILLET WELD.
4. AFTER INSTALLATION PRIME AND PAINT ASSEMBLY WITH BLACK, ALL WEATHER ENAMEL.
6" THICK CONCRETE PAVING WITH TURNED
DOWN EDGE (SEE DETAIL 09000.18)
ASPHALT
TRAIL
STANDARD SAFETY RAIL
EXPANSION JOINT
POUR CONCRETE TO THE END
OF THE BRIDGE ABUTMENT -
DETAIL No.
09000.05
SHEET 1 OF 1
EFFECTIVE; 12/10/09
BRIDGE FOOTING
r- BRIDGE DECKING
BRIDGE
N OTES:
1. CROSS SLOPE DIRECTION VARIES. SEE ORIGINAL PLANS FOR DIRECTION OF SLOPE.
2. CONCRETE SHALL BE 3,000 PSI.
3. TRANSVERSE EXPANSION JOINT SHALL BE A MAXIMUM OF 50 FEET AND AT ALL RIGID OBJECTS.
4. CONSTRUCTION JOINTS SHALL BE SPACED AT 10' INTERVALS.
STANDARD BRIDGE APPROACH (PLAN VIEW)
Retained Soil
Keystone Cap Unit
Keystone Standard
Unit -- Light Brown
Color
Unit Drainage Fill
(3/4" Crushed
Rock or Stone)
1
8
Finished Grade
0
I
2' -0"
SHOULDER
6"
COMPACTED SUBGRADE
100% COMPACTION
DETAIL No.
09000.17
SHEET 1 OF 1
EFFECTIVE; 12/10/09
FRONT VIEW
3" x 4" (NOMINAL)
REDWOOD" RECYCLED
ASTIC PROFILED
3�B" x 4 y2.. S
NLESS STEEL B1
WITH WASHER
4" Y2'
SU
CONCRETE SLAB
(SEE DETAIL 09000.11)
16 1Y6
NOTES:
1) ALL STEEL MEMBERS COATED W/ ZINC RICH EPDXY THEN FINISHED
WITH BLACK POLYESTER POWDER COATING.
2) DuMor PRODUCT OR EQUIVALENT.
STANDARD BENCH
6 "x6" 10/10 WELDED WIRE MESH,
2" FROM BOTTOM OF CONCRETE.
CONCRETE PAVING TRANSITION
2» 2% MAXIMUM CROSS SLOPE
6" COMPACTED ABC STONE
UNDERLINED WITH GEOTEXTILE FABRIC
2' -0"
SHOULDER
SECTION VIEW
(SEE DETAIL 09000.17 FOR PLAN VIEW)
SIDE VIEW
DETAIL No.
09000.10
SHEET 1 OF 1
PROVIDE 15 TONS OF CLASS 1
RIP RAP WITH FILTER FABRIC.
THIS MATERIAL WILL BE FIELD
LOCATED TO PROTECT BRIDGE
ABUTMENT.
TURNED DOWN EDGE EXTENDED 18 INCHES
ON THE SIDE OF THE TRAIL THAT FACES
THE FLOW OF THE CREEK
NOTES:
1. CROSS SLOPE DIRECTION VARIES. SEE ORIGINAL PLANS FOR DIRECTION OF SLOPE.
2. CONCRETE SHALL BE 3,000 PSI.
3. TRANSVERSE EXPANSION JOINT SHALL BE A MAXIMUM OF 50 FEET AND AT ALL RIGID OBJECTS.
4. CONSTRUCTION JOINTS SHALL BE SPACED AT 10' INTERVALS.
STANDARD BRIDGE APPROACH (SECTION VIEW)
PEDESTRIAN CULVERT OR
ACMUAI r onknnin
CONCRETE
DETAIL No.
09000.18
SHEET 1 OF 1
Planner
Date
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT NO. CRY -12000
FILENAME: CRY12000 -D1
DESIGNED BY: ARP
DRAWN BY: RLU
SCALE: N TS
DATE: 10-25-2012
SHEET N0.
D -1
McADAMS
........:... :...
""F�=rced
:
E.
11. O 6D TH ICK CONCRETE TO HAVE A
4" Perforated PVC Concrete
28 AY STRENGTH OF 3000 PSI
GROUND
Drainage Tile or Crushed Stone
MIN.
6
AND 6'x6" WELDED WIRE MESH 2"
FROM BOTTOM OF CONCRETE.
h h
h h b b \k
b
h /'4
(If Required) Foundation Soil Leveling Pad
Typical Reinforced Wall Section - Preliminary
CONCRETE PAVEMENT TRANSITION
15
SUPPORT DEPTH
Standard Unit - 1" Setback
AS NECESSARY
NOTES:
1. WALL DESIGN TO BE PROVIDED BY GEOTECHNIAL AND STRUCTURAL ENGINEER PRIOR TO
CONSTRUCTION
2. WALLS OVER 30" IN HEIGHT AND WITHIN 5' OF A PEDESTRIAN OR VEHICULAR USE AREA
REQUIRE A
SAFETY FENCE TO BE INSTALLED (FENCE SHALL NOT BE REQUIRED WHEN GUARDRAIL IS
PROVIDED)
3. THIS DETAIL IS SHOWN FOR ILLUSTRATIVE PURPOSES ONLY
V
4. ANY REFERENCE TO A RETAINING WALL WITHIN THE PLAN SET IS FOR APPROVAL PERTAINING
TO
DETAIL No.
LOCATION, APPEARANCE, AND SIZE ONLY. ALL RETAINING WALLS MUST BE DESIGNED IN
ACCORDANCE
PROJECT IDENTIFICATION SIGN FOR TOWN OF CARY
WITH SECTION 4.10 OF THE DESIGN AND CONSTRUCTION ORDINANCE.
12- SP -XXX
--
FVIVDED CAPITAL PROJECTS
FUNDED
EFFECTIVE: 12/10/09
SHEET 1 OF 1
HTE #• • 12 -1XXX
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner
Date
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT NO. CRY -12000
FILENAME: CRY12000 -D1
DESIGNED BY: ARP
DRAWN BY: RLU
SCALE: N TS
DATE: 10-25-2012
SHEET N0.
D -1
McADAMS

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EFFECTIVE: 12/10/09
MINIMUM 10
LINE WIRES
TREE
PROTECTION
ZONE
KEEP OUT
4' -0" O.C. IN
MINIMUM
FENCE MATERIAL:
ORANGE, UV RESISTANT
HIGH TENSILE STRENGTH
POLYETHYLENE LAMINAR
BARRICADE FABRIC
ATTACH SIGN
TO POST
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NOTES:
1. ALL PLANTS DESIGNATED TO BE SAVED SHALL BE
PROTECTED BY FENCING, AS ILLUSTRATED.
2. INSTALL TREE PROTECTION FENCE AT TREE DRIP
LINE OR AT EDGE OF DISTURBED AREA, AS SHOWN
ON PLANS, PRIOR TO COMMENCEMENT OF
CONSTRUCTION.
3. SPACE TREE PROTECTION ZONE SIGNS A MINIMUM
OF ONE EVERY 300 FEET. THE SIZE OF EACH
SIGN MUST BE A MINIMUM OF 2' x 2' AND BE
VISIBLE FROM BOTH SIDES OF THE FENCE.
THE SIGN MUST CONTAIN THE FOLLOWING
LANGUAGE IN BOTH ENGLISH & SPANISH:
"TREE PROTECTION ZONE, KEEP OUT ".
3. THERE SHALL BE NO STORAGE OF MATERIAL
WITHIN THE BOUNDARIES OF THE TREE PROTECTION
FENCING.
4. TREE PROTECTION FENCING SHALL BE MAINTAINED
THROUGHOUT THE DURATION OF THE PROJECT.
4' -0"
MINIMUM
2' -0" MIN.
1.33 Ibs /LF STEEL POST
TREE PROTECTION FENCE
8' -0" MAXIMUM
VARIABLE AS DIRECTED BY THE ENGINEER
GRADE
FRONT VIEW
it
.
.. ...
NOTE: 0
I
USE SILT FENCE ONLY WHEN DRAINAGE AREA
co
DOES NOT EXCEED 1/4 ACRE AND NEVER IN N z
AREAS OF CONCENTRATED FLOW.
N
EFFECTIVE: 12/10/09
0
I
N
STEEL POST
-WOVEN WIRE FABRIC
—SILT FENCE FABRIC
LL SLOPE
GRADE
'6" MINIMUM COVER
OVER SKIRT
ANCHOR SKIRT AS
DIRECTED BY ENGINEER �k
c,ir�r \ /Ir1A/
STANDARD TEMPORARY SILT FENCE
TEMPORARY SEEDING SCHEDULE
SEEDING DATE
JAN 1 - MAY 1
MAY 1 - AUG 15
AUG 15 - DEC 30
SEEDING MIXTURE
RYE (GRAIN)
GERMAN MILLET
RYE (GRAIN)
APPLICATION RATE
120 LBS /AC
40 LBS /AC
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 4,000 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 RYE (GRAIN) 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
1,000 LB /AC 10 -10 -10 FERTILIZER.
MULCH
APPLY 4,000 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.
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 EDITION (2004 OR
LATER) OF AMERICAN STANDARD FOR NURSERY
STOCK PUBLISHED BY THE AMERICAN NURSERY AND
LANDSCAPE ASSOCIATION (A.N.L..A.)
5. TREES WITH ROOT FLARE COVERED BY MORE THAN
1.5" OF SOIL WILL BE REJECTED PRIOR TO
INSTALLATION.
B. A ROOT COLLAR EXCAVATION FOR ALL TREES
SPECIFIED WILL BE DONE BY THE TOWN ARBORIST TO
ENSURE THAT TREES WERE NOT PLANTED /GROWN
TOO DEEPLY AT THE SOURCE (NURSERY).
LANDSCAPE CONTRACTOR SHALL HAVE SUPPLIER
MARK GROUND LEVEL LINE ABOVE ROOTBALL. IF
TOWN ARBDRIST DETERMINES THAT THERE IS
EXCESSIVE SOIL OVER ROOT CROWN, THESE TREES
WILL BE REJECTED.
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
* FOR REPAIR OF SILT FENCE FAILURES
USE DETAIL 04000.23
DETAIL No.
04000.01
SHEET 1 OF 1
SIDE VIEW
EFFECTIVE: 12/10/09
FRONT VIEW AND SILT FENCE FABRIC 6 INCHES INTO
THE TRENCH
STANDARD SILT FENCE OUTLET
DETAIL No.
04000.23
SHEET 1 OF 1
UIV MUL, JfI HLLUff rL 111111V nULL
WIDTH = 3 X WIDTH OF ROOT BALL
TREE PLANTING DETAIL
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
ROOT CROWN
TOP OF BALL AS DUG
CUT AND REMOVE TOP 1/2 OF WIRE BASKET, TURN
DOWN TOP 1/2 OF BURLAP, REMOVE ALL CORD & TWINE
FROM BASE OF TRUNK: IF NONDEGRADABLE WRAP IS
USED, REMOVE TOTALLY
4' BUILT -UP EARTH SAUCER AT EDGE OF ROOT BALL
(OPTIONAL) IF PROVIDED, REMOVE PRIOR TO ONE YEAR
INSPECTION
2' -3' SHREDDED BARK MULCH, 3" MINIMUM FROM TRUNK
(DO NOT PLACE MULCH IN CONTACT WITH TREE TRUNK)
BACKFILL MATERIAL PER SEPCIFICATIONS
BREAK UP EDGE OF PLANTING PIT
TAMP SOIL SOLIDLY AROUND BASE OF ROOT BALL
LEAVING SOIL PEDESTAL UNDISTURBED
12— SP —XXX
HTE #: 12- IXXX
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner
Date
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PROJECT NO. CRY -12000
FILENAME: CRY12000 —D1
DESIGNED BY: ARP
DRAWN BY: RLU
SCALE: N TS
DATE: 10-25-2012
SHEET N0.
D -2
PRELIMINARY DRAWING — NOT RELEASED FOR CONSTRUCTION McADAMS
DETAIL No.
04000.25
SHEET 1 OF 1
FILTER OF 1 INCH DIAMETER
TI
o
#57 WASHED STONE ° 0°
° ° ° °
0 0 °
`L 00 0 ° 008$ 0
0
° �
°00
0
°°
0 00
� °oo
NOTE: 00
oo
SILT FENCE FABRIC TO OVERLAP o O
°000° °
0
0 0
HARDWARE CLOTH BY 12 INCHES o ° °
000 ° 0°0
°0° ° O 00
00
0000 ° °°O° °
0000000 000
12y2 GAUGE
°
>IATE WIRES
STEEL FENCE POST
Lu
WIRE FENCE SILT FENCE FABRIC
HARDWARE CLOTH
STEEL FENCE POST
ON WIRE FENCE
O
N WIRE FENCE
HARDWARE CLOTH
PLAN VIEW
NOTE:
FILTER OF 1 INCH DIAMETER
USE SILT FENCE OUTLETS ONLY WHEN
#57 WASHED STONE
DRAINAGE AREA DOES NOT EXCEED 1/4
ACRE AND THERE IS A LOW AREA. USE
FLOW DIRECTION ° 18
AS A REPAIR OF SILT FENCE FAILURES.
R GRADE
..::.. .. .. .. u:::. .. .. .. .. .... ::'.: .... :..... .. .... . '• IIArf l�,I,AI'l r' /I /1TI1
I STEEL FENCE POST SET_
\IAVI111111 n r'CCT ArIA�T
I
* FOR REPAIR OF SILT FENCE FAILURES
USE DETAIL 04000.23
DETAIL No.
04000.01
SHEET 1 OF 1
SIDE VIEW
EFFECTIVE: 12/10/09
FRONT VIEW AND SILT FENCE FABRIC 6 INCHES INTO
THE TRENCH
STANDARD SILT FENCE OUTLET
DETAIL No.
04000.23
SHEET 1 OF 1
UIV MUL, JfI HLLUff rL 111111V nULL
WIDTH = 3 X WIDTH OF ROOT BALL
TREE PLANTING DETAIL
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
ROOT CROWN
TOP OF BALL AS DUG
CUT AND REMOVE TOP 1/2 OF WIRE BASKET, TURN
DOWN TOP 1/2 OF BURLAP, REMOVE ALL CORD & TWINE
FROM BASE OF TRUNK: IF NONDEGRADABLE WRAP IS
USED, REMOVE TOTALLY
4' BUILT -UP EARTH SAUCER AT EDGE OF ROOT BALL
(OPTIONAL) IF PROVIDED, REMOVE PRIOR TO ONE YEAR
INSPECTION
2' -3' SHREDDED BARK MULCH, 3" MINIMUM FROM TRUNK
(DO NOT PLACE MULCH IN CONTACT WITH TREE TRUNK)
BACKFILL MATERIAL PER SEPCIFICATIONS
BREAK UP EDGE OF PLANTING PIT
TAMP SOIL SOLIDLY AROUND BASE OF ROOT BALL
LEAVING SOIL PEDESTAL UNDISTURBED
12— SP —XXX
HTE #: 12- IXXX
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
Planner
Date
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PROJECT NO. CRY -12000
FILENAME: CRY12000 —D1
DESIGNED BY: ARP
DRAWN BY: RLU
SCALE: N TS
DATE: 10-25-2012
SHEET N0.
D -2
PRELIMINARY DRAWING — NOT RELEASED FOR CONSTRUCTION McADAMS

+ 2' -2"
C\1
12' -0"
S2
FF bridge deck EL = 347
SW approach
10
S2
47' -0"
1" E.J.
bridge framing x 46-10"
bearing plate
46' -2"
1' 5" handrail standard HSS4x3x 1/4 @ 5' -6"
W1 8x55
C? W1 4x22 diaphragm W1 4x22 diaphragm W1 4x22 diaphragm
W 18x55
- - - - - - - - - -
o?
� N
- - - - - W1 8x55
- - - -
5
S2
W1 8x55
3
S1
W1 8x55
- - - - - 22.5° - - - - -
V bearing plate 6
N 15' -9" S2 4' -4"
W 18x86 0 11
2' -0" -t
W1 4x30 3x10 PT full span structural decking
- - 45° no butt joints except @ flare (min 3 -span continuous)
2 1/2" net thickness
1- (3) 40d HDG ring shank nails @ each support
W1 4x30 \`L gap decking ± 1/8"
W1 4x3O
S\�
u 7
`? S2 all members HDG after fabrication
N W1 4x3O
Us -
2 Bridge Framing Plan
W1 4x3O
�g S1 scale: 1/4 "= 1' -0"
2
114x30
` run W16 across bearing plate
approach apron x 12' -0"
12' -0" 6" slab -on -grade
W.W.F. 6x6- W2.9xW2.9 (flat sheets) @ mid -depth
10 mil plastic vapor barrier
4" washed stone base (NCDOT #57 or similar)
turn edge down x 12"
see civil plans for alignment & grade
W1 6x36
)ss bearing plate & bevel flanges
1" E.J
bearing plate
W14x22 diaphragm
4
3
S1
alt 1.1 v v v i I" %ALl r rvr I L-1 %-# v"Lrvr r
9k '8
S S1 scale: 1/4" = V -0"
IiH
approach apron 10' -0 "x 12' -0"
6" slab -on -grade
W.W.F. 6x6- W2.9xW2.9 (flat sheets) @ mid -depth
NE approach I 10 mil plastic vapor barrier
4" washed stone base (NCDOT #57 or similar)
turn edge down x 12"
b see civil plans for alignment & grade
FF bridge deck EL = 347.20 I N
EM
o
� r
NE abutment
CV
o
r
_ _ J
OW 347.20
TO F 339.53
turn wall 90°
6' -8"
Structural Notes
Required Verification and Inspection of Concrete Construction (from Tbl 1704.4)
Verification & Inspection Task
GENERAL
1.
All construction shall comply with the requirements of the North Carolina State Building Code
2. Verify use of required mix design
and the Town of Cary.
3. At the time fresh concrete is sampled to fabricate specimens for strength test, perform slump & air content tests,
and determine concrete temperature.
FOUNDATION
1.
Footings shall bear on residual soils or structural fills with an allowable bearing pressure of not less than 2,000 psf.
2.
All footing bottoms are to be inspected and approved by the geotechnical engineer prior to the placement of concrete.
3.
Structural fill at the bridge abutments shall be per the specification of the geotechnical engineer.
4.
It is the sole responsibility of the contractor to insure the safety of the undercut excavation at the abutments.
5.
All fill materials are to be approved by the geotechnical engineer prior to placement.
6.
Place fill in horizontal layers not to exceed 8.0 inches in depth.
7.
Where fill is compacted with hand operated equipment, fill lift heights shall not exceed 4.0 inches.
8.
The moisture content of the fill shall be within 3% of the optimum moisture content at the time of compaction.
9.
Structural fill shall be compacted to not less than 98% of the Standard Proctor Dry Density.
10.
Retaining walls shall obtain design strength prior to the placement of fill as verified by test cylinders.
11.
Fill placed at the wall face within a 1:1 slope from the bottom of the retaining wall shall be compacted using hand operated
mechanical tamps. No heavy equipment shall be operated within 5 ft of the wall face.
CONCRETE
1.
All concrete shall be in accordance with ACI 318 -05.
2.
Concrete type & strength shall be as follows:
Footings 3,000 psi normal weight, non air - entrained
Walls 4,000 psi normal weight, air - entrained
3.
Reinforcing steel shall be ASTM A615 Grade 60.
4.
All horizontal steel shall be spliced with Class B lap splices. Provide corner bars at corners.
#4 #5
Footings 30 inches 36 inches
Retaining wall 24 inches 32 inches
5.
Concrete cover of reinforcing steel shall be as follows:
Footings 3.0 inches
Retaining Wall 1.5 inches @ free face
2.0 inches @ fill face
6.
Cure concrete per specification.
7.
Test cylinders shall be made for each class of concrete for every 50 cubic yards placed in a single pour.
8.
Provide shop drawings of the reinforcing steel for approval
STEEL
1.
Fabrication shall be in accordance with AISC Specification (AISC 360 -05).
2.
W- sections shall be ASTM A992, HSS sections shall be ASTM A500 Gr B, & angles & plates shall be ASTM A36, Fy = 36 ksi.
3.
Anchor Bolts or Studs shall be ASTM F1554 Gr 36.
4.
Welds shall be in accordance with ANSI /AWS D1.1 -04. All welds to be made by AWS certified welders.
5.
All welds to be made using E70XX electrodes.
6.
Grout under bearing plates shall be a non - metallic, non - shrinkage type with a 28 day compressive strength of 8000 psi.
7.
All steel shall be HDG after fabrication.
8.
Provided shop drawings for approval of all structural & miscellaneous steel.
LUMBER
1.
Dimensional lumber shall be Southern Pine, grade No. 1 Dense or better and of the size indicated on the plans, 19% kiln dry.
2.
Preservative treated lumber (PT) shall be treated per the specified Use Category designation in accordance with AWPA Std U1.
3.
Preservative treated lumber for decking and handrail shall be kiln dried after treated to a moisture content :5 19%
4.
Treat fields cuts & drilled holes with a field applied preservative in accordance with AWPA M4.
5.
Bolted connections shall be with A307 HDG bolts or lag screws as indicated on plans.
6.
All connection plates and welded plate assemblies shall be HDG after fabrication.
7.
Bolt holes shall be 1/16" larger than specified bolt diameter unless otherwise indicated on plans.
8.
Lag screws shall be installed with pilot and lead holes as indicated on plans using lubricant.
9.
All bolts & lag screws shall be provided with heavy duty washers where in direct contact with wood products.
10.
Provide dome head bolts at handrail assembly with threaded end projecting to outside of assembly.
11.
All nails shall be HDG and screws shall be A304 stainless steel (SS) or an approved corrosion resistant type.
SPECIAL INSPECTIONS
1.
Special Inspections are required for retaining walls supporting fill heights > 5 ft per NCSBC 1704.1.2 & 1806.2.
The type and extent of Special Inspection is as follows:
2.
Retaining Walls concrete per NCSB Tbl 1704.4
Retaining Wall backfill & drainage systems shall be examined for compliance with the plans and specifications (NCSBC 1806.2)
3.
The Statement of Special Inspections to follow
This Statement of Special Inspections is submitted as a condition for permit in accordance with Section 1704.1 of the North Carolina State
Building Code (NCSBC).
The Special Inspections Engineer of Record (to be determined) shall keep records of specified special inspections and testing and shall
furnish copies of these reports to the building official and the engineer of record. Discrepancies from the approved plans and specifications
observed during the conduct of special inspections shall be brought to the immediate attention of the contractor. if discrepancies are not
corrected, they shall be brought to the attention of the the building official and engineer of record prior to the completion of that phase of
work. A final report of special inspections documenting the completion of special inspections and correction of discrepancies noted in the
inspection and testing reports shall be submitted to building official and engineer of record.
Special Inspections Engineer of Record to be determined (by owner)
Inspection and Testing Agency to be determined (by owner)
Special Inspections are required for the following work divisions:
Retaining Walls concrete per NCSB Tbl 1704.4
Retaining walls exceeding 5 ft per Section 1806.2
Required Verification and Inspection of Concrete Construction (from Tbl 1704.4)
Verification & Inspection Task
Frequency of Inspection
1. Inspection of reinforcing steel and placement.
periodic
2. Verify use of required mix design
periodic
3. At the time fresh concrete is sampled to fabricate specimens for strength test, perform slump & air content tests,
and determine concrete temperature.
continuous
4. Inspection of concrete placement for proper technique.
continuous
5. Inspection for maintenance of specified curing temperature and technique.
periodic
6. Inspection of concrete formwork for shape, location, and dimension of concrete member being formed.
periodic
turn wall 90°
12' -7" 6' -8"
1.2 NE Abutment Elevation
S1 scale: 1/4" = V -0"
OW 347.20
TOF 340.53
9
Charles E. Murphy. P.A. d.b.a.
SGI Engineering
200 N. Greensboro St., Suite B13 -A, Carrboro, NC 27510
Phone: [phone] Fax: [phone]
Project # E12054
Symphony Lake Greenway Bridge Replacement
Client
Drawing Title
Foundation & Framing Plans
Revisions
Number
Description
Date
Drawn By
S1
Checked By Sheet
Date 12 -7 -12 Scale

20"
8" 12"
2x4 keyway @ approach apron only
#4 dowel 924"
32" V x 24" H
0
(2) #5 Co
#5 continuation @ 16"
#6 dowel @ 16" •
a std 90° hook @ ftg bottom reinforcing 311
EE
CZ CZ cfl •
w�
zCO u
@@ o
2" clr
`° LO Q #5 @ 12' •
see detail 9/S2
•
DRAIN
2' -6" 1' -8"
•
U
N
U
3" clr
EL = 347
CV
N
vertical drainage mat to top of backfill
r turn filter fabric up face of drainage mat
cover drain pipe with NCDOT 1 S sand or 2S drainage sand
or C33 concrete sand with less than 3% passing a No. 200 seive
or NCDOT 78M stone
_ wrap sand or stone in non -woven filter fabric
slope top 2%
#5 @ 12" 6" slotted drain pipe •
sch 40 PVC
#5 dowel @ 16" -
3 std 90° hook @ ftg bottom reinforcing
N
grade @ SW abutment 343.0
#5 @ 16" _
- 2" clr
N
ii
= o grade @ NE abutment~ 342.0
U
a�
2
1' -6" LO
2x4 keyway
#6 x 5' -2" @ 16"
EL = 340.53 @ NE abutment
EL = 341.53 @ SW abutment
(5) #5 long top & bottom
• • 30" laps + corner bars
#5 x 5' -2" @ 16"
cover bottom of drainage mat
x 12" washed gravel ( NCDOT 78M)
+i compacted fill
1 Abutment Wall undercut existing soft soils to suitable bearing as directed by the geotechnical engineer
undercut ~ 3.5 ft below ftg bearing @ NE abutment
undercut ~ 6.0 ft below ftg bearing @ SW abutment
S2 scale: 3/4" = 1' -0" backfill with uniformly graded washed stone wrapped in filter fabric per geotechnical specification
provide excavation shoring and dewatering as necessary
excavation shoring is the sole responsibility of the contractor
3/4" chamfer @ exposed corners, typ
611
.I I. 15°
#4 @ 16" •
24" laps + corner bars •
#4 @ 16"
1 1 /2 "clr
E
Project # E12054
Symphony Lake Greenway Bridge Replacement
Client
#4 912"
Revisions
E
E
Description
Date
24" laps + corner bars
CZ
W C:
#5 dowel @ 16"
#4 @ 16"
Checked By Sheet
Z
std 90° hook @ ftg bottom reinforcing
1 1 /2 "clr
@
21/2
•
CZ ca
E�
ao �
`b @
#4 dowel @ 16"
nsee
detail 9/S2
std 90° hook @ ftg bottom reinforcing
2 ao
(no weeps)
_
2
;
ao
M
u •
o
U
N
.o DRAIN
2
o
U
a�
o
Q
2x4 keyway
0
#5 x 3' -6" @ 16"
EL = 340.53 @ NE abutment
EL = 341.53 @ SW abutment
`�
(5) #5 long top & bottom
T
•
•
30" laps + corner bars
#5 x 3' -6" @ 16"
3" cl r
11 Wing Wall x 6.33 ft
S2 scale: 3/4" = 1' -0"
6" slab -on -grade
—_iii
1' -0" -4
10 Turndown
S2 scale: 3/4" = 1' -0"
G) J_
4-
3/16" plate 1/4"x 6 "x 9"
HSS4x3x 1/4 @ ± 6' -0"
L4x3x 1/4 x 3"
LLH
9 1/2"
1" expansion joint
seal with highway grade caulk + compressible backing rod
6" slab -on -grade
1' 5"
(2) 3/4" thrd studs
•
± 1 1/4" non - shrink structural grout
(2) 3/4 "x 18" HDG headed anchors
+ leveling nuts & oversize washers
weeps @ abutment wall only
2" diameter weeps @ ± 4 ft o.c
• • slope 3/8"
finish grade
•
•
3x10 PT decking
W14x22 diaphragn
W1 8x55
(W1 8x86 similar)
(W14 & W16 similar)
bearing plate 3/4 "x 8 "x 14"
(plate 3/4 "x 8 "x 17" @ W1 8x86)
(2) 3/4" thrd studs @ top
1 1/4" o holes @ abutment anchors
grease contact surfaces between plate & flange
slotted hole 7/8 "x 1.25" @ W- flange
•
3/4" thrd stud @ plate
i
W1 8x55
•
8 1 1/4" o hole 4
•
W1 8x86
•
8..
W- Girder Bearing @ Abutment
S2 scale: 3/4" = 1' -0"
2 Foundation Drain
S2 scale: 3/4" = 1' -0"
3x10 PT
sand top & edges smooth
attach to top rail with 1/4" x 4 1/2" corrosion resistant deck screws @ 16"
(4) 1/2" HDG carraige bolts @ HSS standard
splices @ HSS standard centerline
round over corner HSS4x3x 1/4
min 1/2" radius
plate 1/4 "x3 "x 3" @ rail splice plan
top rail 2 1/2"x 4" provide splice plates @ alternate standards
2 1/2 x 5 1/2 2 -span continuous rail
1/2" HDG thru -bolt @ each standard 3x6 PT rail
CY) 2 -span continuous
splice @ HSS centerline
Q
r
2' -4"
W 18x86
rail turn @ bridge flare 6
i plan
2' -3"
12' -0"
4
S2 3x10 PT (2 1/2" net thickness)
2' -3"
(5) W 18x55
all steel HDG after fabrication
Transverse Section
S2 / scale: 3/4 "= 1' -0"
3x6 PT rail
HSS4x3x 1/4
3x6 vertical blocking @ end of i__
1/2" HDG carraige bolts @ each rail
2' -3" 2' -3" 7 1/2"
9 Handrail End & Turn
S2 scale: 3/4" = 1' -0"
WSE = 341.40
ease corner or chamfer
EL = 347.20
U
3x10 PT decking (2 1/2" net thickness)
no butt joints except @ flare (min 3 -span continuous)
(3) 40d HDG ring shank nails @ each support
gap decking ± 1/8"
4x8 PT nailer
locate joints mid -span between carraige bolts
2"
5/8" carraige bolt @ 24 ", stagger
W18
(W16 similar) °
4 Decking Connection
S2 / scale: 3/4" = 1' -0"
W18x86 @ flare W18x55 W18x55
2' -4" 2' -3"
• 3/16 "x 9" • • • •
� -J W1 4x22 L- W1 4x22 IL _J
plate 3/8 "x 3 1/2 "x 9"
(3) 3/4" HDG A325 -N bolts
5 W14 Connection @ W18
S2 scale: 3/4" = 1' -0"
web plan
cope
skewed plate 3/8 "x 4 "x 12" 1 •
(4) 3/4" HDG A325 -N bolts ; • If
W1 6x36 W 14
1/4"X 12"
section shown normal to W16
W 18x86
r6 W16 Connection @ W18
S2 / scale: 3/4" = 1' -0"
web plan
W 14x30 I _" +3C0
skewed plate 3/8 "x 4 1 /2 "x 9" �r •
(3) 3/4" HDG A325 -N bolts ; •
W1 4x3O
v 3/16 "x 9"
section shown normal to W14
7 W14 Connection @ W16
S2 scale: 3/4" = 1' -0"
1 1/2"
— W14
see 5/S2
W1 6x36
x• .
Charles E. Murphy. P.A. d.b.a.
SGI Engineering
200 N. Greensboro St., Suite B13 -A, Carrboro, NC 27510
Phone: [phone] Fax: [phone]
Project # E12054
Symphony Lake Greenway Bridge Replacement
Client
Drawing Title
Details
Revisions
Number
Description
Date
Drawn By
Checked By Sheet
Date 12 -7 -12 Scale