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DESIGNER/DRAFTER:
CHECKED BY:
PROJECT TITLE: TOWN:
DRAWING TITLE:
PROJECT NO.
DRAWING NO.
SHEET NO.
Filename:SHEET NO.REVISION DESCRIPTIONDATEREV.
DEPARTMENT OF TRANSPORTATION
STATE OF CONNECTICUT
OF WORK WHICH WILL BE REQUIRED.
THE CONDITIONS OF ACTUAL QUANTITIES
IN NO WAY WARRANTED TO INDICATE
INVESTIGATIONS BY THE STATE AND IS
SHEETS IS BASED ON LIMITED
QUANTITIES OF WORK, SHOWN ON THESE
THE INFORMATION, INCLUDING ESTIMATED
6/22/2018
BLOCK:
SIGNATURE/
...\HW_MSH_0096_0200_IND-12.dgnPlotted Date:
CONNECTICU
T
DE
PA
RT
ME
NT
O F TRANS
PO
RT
ATI
ON
I-84 RESURFACINGBRIDGE REHABILITATION
AND SAFETY IMPROVEMENTS
NEWTOWN
CP
INDEX OF DRAWINGS
96-200
NUMBER
DRAWING
NUMBER
DRAWING
INDEX OF DRAWINGS
DRAWING TITLE DRAWING TITLE
MERIDEN, CT 06450
355 RESEARCH PARKWAY
BL COMPANIES, INC.
BL COMPANIES
DESIGNED BY:
IND-12
IND-12
CP-01
HIGHWAY OPS
SUBSET 12 - HIGHWAY OPERATIONS - STRUCTURES
HIGHWAY OPERATIONS - STRUCTURES INDEX OF DRAWINGS
CP-02
CP-03
CP-04
CP-05
CP-06
CP-07
CTS-01
CTS-02
CTS-03
CTS-04
CTS-05
CTS-06
CTS-07
CTS-08
CTS-09
CTS-10
CTS-11
CAMERA POLE GENERAL AND STRUCTURAL STEEL NOTES
CAMERA POLE FOUNDATION - TYPE C
CAMERA POLE FOUNDATION - TYPE D
CAMERA POLE DETAILS
6" X 2'-3" HANDHOLE DETAILS
6" X 9" HANDHOLE DETAILS
SUGGESTED CAMERA POLE INSTALLATION SEQUENCE
GENERAL, STRUCTURAL STEEL AND FOUNDATION NOTES
TYP. ELEV. SIGN SUPPORT STR. ROADWAY X-SECT
FOUNDATION DETAILS - II
FOUNDATION DETAILS - II
CANTILEVER TRUSS SIGN SUPPORT SP. FOOTING DTLS
CANTILEVER TRUSS SIGN SUPPORT TYPE VMS 1 - I
CANTILEVER TRUSS SIGN SUPPORT TYPE VMS 1 - II
CANTILEVER TRUSS SIGN SUPPORT COMMON DTLS
CANTILEVER TRUSS SIGN SUPPORT COMMON DTLS
CANTILEVER TRUSS SIGN SUPPORT COMMON DTLS
CANTILEVER TRUSS SIGN SUPPORT COMMON DTLS
WORK REQUIRED BASED ON FURTHER PENDING INVESTIGATIONS.
THE ACTUAL CONDITIONS OR FINAL QUANTITIES OF THE ACTUAL
INVESTIGATIONS AND IS IN NO WAY WARRANTED TO INDICATE
OF WORK SHOWN ON THESE SHEETS, IS BASED ON LIMITED
OTHERS. THE INFORMATION, INCLUDING ESTIMATED QUANTITIES
DEPARTMENT AND ARE BASED ON A DESIGN DEVELOPED BY
THE DETAILS ON THIS SHEET HAVE BEEN PROVIDED BY THE
NOTE:
PS/KE
12.01
S
LIP JOIN
T *
3'-9"
SE
E
TF
M
SH
EE
TS
FO
R
DE
TE
CT
OR
HEIG
HT
D
SCALE: 3/4" = 1'-0"
IS NOT PERMITTED
* A BOLTED SPLICE
GENERAL NOTES
STRUCTURAL STEEL NOTES
A
A
A
70' POLE 85' POLE 100' POLE
TE
NO
N
PL
AT
E
SLOTS
NUMBER OF
SECTION
TU
BE
BA
SE
PL
AT
E
‡"
1"
Ž"
‡"
1"
Ž"
16 16 16
Ž"
1"
‡"
Š"
DIAMETER
THICKNESS
BOLT CIRCLE
BOLT HOLE DIA.
DIAMETER
THICKNESS
BOLT CIRCLE
SLOT WIDTH
SLOT LENGTH
TOP DIAMETER
BASE DIAMETER
THICKNESS
SPLICE LENGTH
WIDTH
FLAT-TO-FLAT
THICKNESS
CIRCLE
ANCHOR ROD
HOLE
ANCHOR ROD
DIAMETER
ANCHOR ROD
A
B
C
D
E
F
G
H
I
J
K
L
M
N
O
Q
P
R
S
T
U
V
W
UPPER LOWER LOWER LOWERUPPER UPPER
VAR. DIMENSION
1'-6•" 1'-6•" 1'-6•"
1'-1•" 1'-1•" 1'-1•"
1'-5•" 1'-5•" 1'-5•"
1'-1•" 1'-1•" 1'-1•"
1‡" 1‡" 1‡"
LENGTH
3'-0"
2'-6"
1Ž"
1•"
10"
2'-0"
42'-0"
28'-0"
10"
2'-8" 2'-8"
10"
52'-6"47'-0"
38'-0" 47'-6"
3'-8" 3'-8"
3'-2" 3'-2"
1Ž" 1Ž"
1•" 1•"
"P"
ANGLE
SEPARATION
BOLT GROUP
56.25° 56.25° 56.25°
PO
LE
TO
P
PL
AT
E…" …" …"
1•" 1•" 1•"
POLE HEIGHT
OF SPLICE
BOTTOM
HEIGHT TO
TYPE C TYPE D TYPE D
LO
WE
R
PO
LE S
EC
TIO
N
"O" U
PP
ER
PO
LE S
EC
TIO
N
ELEVATION - CAMERA POLE
PO
LE
HEIG
HT
STEEL POLE DESIGN CRITERIA
LOADS:
DESIGN METHOD:
DEFLECTION:
FOUNDATION - SPAN POLE
TRAFFIC CONTROL
-
-
-
-
- -
UPPER LOWER
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
45' POLE
1'-0"
LOOP
DRIP
6" X 9" HANDHOLE
TRAFFIC FLOW MONITOR (TFM)
CAMERA POLE
ROUND OR 16-SIDED
OF 2'-0" MAX. AT THE BASE
TUBE 1 SHALL HAVE AN O.D.
ƒ" WIDE X 0.3" THICK
STAINLESS STEEL BANDING
-
- - - -
- - -
- - - -
- - - -
MAX. DEVIATION OF ˆ"
JOINTS TO BE SNUG FIT WITH
6" X 2'-3" HANDHOLE
CLOSED CELL ELASTOMER SEAL
LENGTH PLUS 6" ON FEMALE TUBES
SEAM WELDS FOR THE SLIP JOINT
GRIND SMOOTH FULL PENETRATION
MIN. TAPER OF 0.14 IN/FT
BOTH POLES SHALL HAVE A
ALIGNMENT WITH 2" ARROWS-
STRESS DIES - MARK FOR
MARK EACH POLE WITH LOW
W/ GROMMETS
•" DIA. HOLES SEALED
CP-01
Š" Š" Š" Š" Š"
DEFLECTIONS ARE BASED ON A 3-SECOND GUST WIND SPEED OF 40 MPH. THIS APPROXIMATES A 30 MPH WIND WITH 30% GUSTS.
ALLOWABLE STRESS DESIGN
FATIGUE THRESHOLD: DETAIL CATEGORY E' (2.6 KSI) (BASED ON ASSUMED FILLET WELDED SOCKET CONNECTION OF POLE TO BASE PLATE)
LOADING: NATURAL WIND GUSTS (VORTEX SHEDDING NOT CONSIDERED FOR POLE WITH TAPER RATE EXCEEDING 0.14" / FT)
CATEGORY 1, IMPORTANCE FACTOR = 1.0
FATIGUE:
WIND DIRECTION: PERPENDICULAR TO THE LOWERING DEVICE ASSEMBLY ARM
PLACED ON ELEVATED LOCATIONS.
ALL POLES WERE DESIGNED FOR WIND PRESSURE ASSUMING THE POLE TOP WAS 100' ABOVE THE GROUND TO ACCOUNT FOR POLES
GOVERNING GROUP LOAD COMBINATION: DL + WIND
DESIGN WIND SPEED = 120 MPH (3-SECOND GUST WIND SPEED)
DESIGN WIND PRESSURE:
MINIMUM DESIGN LIFE = 50 YEARS
CP-04
CP-06
CP-05
CP-04
DESIGNER/DRAFTER:
CHECKED BY:
PROJECT TITLE: TOWN:
DRAWING TITLE:
PROJECT NO.
DRAWING NO.
SHEET NO.
Filename:SHEET NO.REVISION DESCRIPTIONDATEREV.
DEPARTMENT OF TRANSPORTATION
STATE OF CONNECTICUT
OF WORK WHICH WILL BE REQUIRED.
THE CONDITIONS OF ACTUAL QUANTITIES
IN NO WAY WARRANTED TO INDICATE
INVESTIGATIONS BY THE STATE AND IS
SHEETS IS BASED ON LIMITED
QUANTITIES OF WORK, SHOWN ON THESE
THE INFORMATION, INCLUDING ESTIMATED
SCALE AS NOTED
T
UCITCENNO
C
NO
IT
AT
RO
PS
NART FO
T
NE
MT
RA
PE
D
6/22/2018
BLOCK:
SIGNATURE/
...\SB_MSH_CCTV_0171_0414_CP-XX.dgnPlotted Date:
(SEE DRAWINGS CP-02 AND CP-03)
ON DRILLED SHAFT
FORMED CONCRETE FOUNDATION
STRUCTURAL STEEL NOTES
CAMERA POLE GENERAL &
DEPTH OF ROCK ROCK SOCKET DEPTH TOTAL REQUIRED DEPTH
0 FT. 10 FT. 10 FT.
1 FT. 10 FT. 11 FT.
2 FT. 10 FT. 12 FT.
5 FT. 8 FT. 13 FT.
6 FT. 7 FT. 13 FT.
9 FT. 4 FT. 13 FT.
10 FT. 4 FT. 14 FT.
13 FT. 2 FT. 15 FT.
15 FT. 0 FT. 15 FT.CO
NDITIO
N
EA
RT
H
AN
D
RO
CK
TABLE 1 - FOUNDATION DEPTHS FOR TYPE C FOUNDATION
DEPTH OF ROCK ROCK SOCKET DEPTH TOTAL REQUIRED DEPTH
0 FT. 12 FT. 12 FT.
2 FT. 11 FT. 13 FT.
4 FT. 10 FT. 14 FT.
6 FT. 9 FT. 15 FT.
8 FT. 8 FT. 16 FT.
10 FT. 7 FT. 17 FT.
12 FT. 6 FT. 18 FT.
14 FT. 5 FT. 19 FT.
16 FT. 4 FT. 20 FT.
CO
NDITIO
N
EA
RT
H
AN
D
RO
CK
TABLE 2 - FOUNDATION DEPTHS FOR TYPE D FOUNDATION
11.
10.
9.
8.
7.
6.
5.
4.
3.
2.
1.
HIGHEST TABULATED VALUE.
BE ROUNDED UP TO THE NEXT
REQUIRED DEPTH SHALL
THE TABULATED VALUES, THE TOTAL
DETERMINED TO BE BETWEEN
NOTE: IF DEPTH TO ROCK IS
18 FT. 3 FT. 21 FT.
20 FT. 2 FT. 22 FT.
22 FT. 0 FT. 22 FT.
BRIDGE REHABILITATION
TYPE B TYPE A TYPE A-DEVICE ASSEMBLY
CAMERA LOWERING
"CAMERA LOWERING DEVICE ASSEMBLY-TYPE (A OR B)"
SEE SPECIAL PROVISION
WHICH ARE PAID FOR AS EACH.
AND "TRAFFIC CONTROL FOUNDATION - SPAN POLE TYPE (C OR D)",
FOR THE ITEMS, "CAMERA LOWERING DEVICE ASSEMBLY - TYPE (A OR B)"
UNITS. NO METRIC CONVERSION IS REQUIRED FOR METRIC PROJECTS
THE CAMERA POLE AND FOUNDATION ARE DETAILED IN U.S. CUSTOMARY
(REFER TO LOCATION PLANS FOR TYPE)
DEVICE ASSEMBLY - TYPE (A OR B)"
SEE SPECIAL PROVISION "CAMERA LOWERING
LOWERING DEVICE ASSEMBLY - TYPE (A OR B)."
FOUNDATION AND THE BASE PLATE. THE COST WILL BE INCLUDED IN THE PRICE UNDER THE ITEM, "CAMERA
CLOSED CELL ELASTOMER SEAL: A SEALING RING SHALL BE FURNISHED AND INSTALLED BETWEEN THE
STEEL POLE AND BASE PLATE: SEE SPECIAL PROVISION, "CAMERA LOWERING DEVICE ASSEMBLY - TYPE (A OR B)".
PROVISION, "TRAFFIC CONTROL FOUNDATION - SPAN POLE - TYPE (C OR D)."
AND ELECTRICAL CONDUIT AND GROUNDING DETAILS, SEE TRAFFIC CONTROL FOUNDATION SHEET AND SPECIAL
FOUNDATION DETAILS: FOR FOUNDATIONS DETAILS, INCLUDING ANCHOR RODS, ANCHOR PLATE, REINFORCING
PROTECTION OF TRAFFIC" AND "PROSECUTION AND PROGRESS."
TRAFFIC: ALL WORK SHALL BE PREFORMED ACCORDING TO THE SPECIAL PROVISIONS "MAINTENANCE AND
PROCEED WITH ANY AFFECTED WORK.
CONDITIONS SPECIFIED, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER AND SHALL NOT
FIELD CONDITIONS: IF ANY FIELD CONDITIONS PRECLUDE COMPLIANCE WITH THE DRAWINGS AND/OR
TRANSPORTATIONS BRIDGE DESIGN MANUAL (2003).
HIGHWAY BRIDGES, 17TH EDITION, AASHTO -2002, AS SUPPLEMENTED BY THE CONNECTICUT DEPARTMENT OF
LUMINAIRES AND TRAFFIC SIGNALS, 6TH EDITION (AASHTO - 2013) STANDARD SPECIFICATIONS FOR
DESIGN SPECIFICATIONS: STANDARD SPECIFICATIONS FOR STRUCTURAL SUPPORTS FOR HIGHWAY SIGNS
SPECIFICATIONS: CONNECTICUT DEPARTMENT OF TRANSPORTATION FORM 817, (2016) AND SPECIAL PROVISIONS.
CERTIFIED BRIDGE FABRICATOR - SIMPLE.
THE STRUCTURAL STEEL FABRICATOR SHALL BE CERTIFIED UNDER AISC QUALITY CONTROL PROGRAM SBr -
THICKNESS AND STRAIGHTNESS OF THE TAPERED TUBE SHALL BE AS SPECIFIED IN ASTM A595.
THE STEEL POLE SHALL BE INSTALLED PLUMB. THE PERMISSIBLE VARIATIONS FOR LENGTH, DIAMETER, WALL
PASS OR LAYER, AS DETERMINED BY THE ENGINEER.
PASS WELDS ARE MADE, EACH PASS SHALL BE INSPECTED AND ACCEPTED BEFORE PROCEEDING TO THE NEXT
ALL FILLET WELDS SHALL BE INSPECTED IN THEIR ENTIRETY BY MAGNETIC PARTICLE METHODS. WHERE MULTIPLE
COMPLETELY INSPECTED BY ULTRASONIC TESTING.
UNLESS NOTED OTHERWISE, ALL GROOVE WELDS SHALL BE COMPLETE JOINT PENETRATION AND SHALL BE
CODE-STEEL."
WELDING DETAILS, PROCEDURES AND TESTING METHODS SHALL CONFORM TO AWS D1.1 "STRUCTURAL WELDING
BOLTED FIELD SPLICES WILL NOT BE ALLOWED.
STAINLESS STEEL BOLTS SHALL CONFORM TO ASTM A193, SERIES 300.
HIGH STRENGTH BOLTS SHALL CONFORM TO ASTM A325 TYPE 1.
ALL HOLES FOR BOLTED CONNECTIONS SHALL BE STANDARD HOLES EXCEPT AS NOTED.
A780. THE USE OF AEROSOL SPRAY CANS SHALL NOT BE PREMITTED.
TOUCH UP SHALL CONFORM TO THE REQUIREMENTS OF FEDERAL SPECIFICATION TT-P-641 TYPE 1 AND ASTM
ASTM B695 CLASS 50. STAINLESS STEEL BOLTS SHALL NOT BE GALVANIZED. ZINC-RICH FIELD PRIMER FOR
ASTM A325 TYPE-1 BOLTS MAY BE MECHANICALLY GALVANIZED AND SHALL MEET THE REQUIREMENTS OF
SHALL MEET THE REQUIREMENTS OF ASTM A123, OR A153, CLASS C, WHICHEVER SHALL APPLY, EXCEPT
ALL STEEL COMPONENTS OF THE CAMERA SUPPORT SHALL BE HOT-DIP GALVANIZED AFTER FABRICATIONS AND
DEVICE ASSEMBLY - TYPE (A OR B)".
SAMPLING IS REQUIRED FOR THE POLE AND BASE PLATE; SEE THE SPECIAL PROVISION, "CAMERA LOWERING
ALL STRUCTURAL STEEL SHALL HAVE A MINIMUM YIELD STRENGTH OF 36 KSI. CHARPY V-NOTCH TOUGHNESS
I-84 RESURFACING
AND SAFETY IMPROVEMENTS
NEWTOWN 96-200
WORK REQUIRED BASED ON FURTHER PENDING INVESTIGATIONS.
THE ACTUAL CONDITIONS OR FINAL QUANTITIES OF THE ACTUAL
INVESTIGATIONS AND IS IN NO WAY WARRANTED TO INDICATE
OF WORK SHOWN ON THESE SHEETS, IS BASED ON LIMITED
OTHERS. THE INFORMATION, INCLUDING ESTIMATED QUANTITIES
DEPARTMENT AND ARE BASED ON A DESIGN DEVELOPED BY
THE DETAILS ON THIS SHEET HAVE BEEN PROVIDED BY THE
NOTE:
PS/KE
CP
12.02
180°
90°270°
0°
OF T
RA
FFIC
DIR
EC
TIO
NSCALE: ƒ" = 1'-0"
A
BOLT CIRCLE
2'-6" DIA.
45°
(T
YP)
O
LAP L
C
GE
TO
AI
N
S
TA
G
R
90°
6" COVER (TYP)180°
4'-6"O
F T
RA
FFIC
DIR
EC
TIO
N
270°
(TYP)
0°
1'-1•"9‡"
2'-9•"
6…"6"
3"
1'-9•"
(T
YP)
(TYP)
(TYP)
(TYP)
(TYP)
(TYP)
(TYP)
6"
3"
3"
1'-5•"
SCALE: ƒ" = 1'-0"
B
(TYP)
(TYP)
(TYP)
(TYP)
SCALE: ƒ" = 1'-0"
ELASTOMER RING
CLOSED CELL
2" WIDTH OF
SECTION - POLE AND BASE PLATE
A
GRADING AROUND THE FOUNDATION.
TO AN ADDITIONAL 8" TO FACILITATE
INCREASE IN THIS DIMENSION UP
** THE ENGINEER MAY DIRECT AN
•" MIN.
1•" MAX.
10"
PR
OJE
CTIO
N
MIN.
2'-6"
3"
4" **
REQUIRED
ELBOW IF
WEEPHOLE W/
2•" DIA. PVC2'-0" *
1'-0"
MIN.
WIRE
#8 GROUND
B
MIN.
3"
4'-0" DIA.
SCALE : 1•" = 1'
CAGE IS PERMITTED!
NO WELDING OF REINFORCING
NOTE:
1•
"
MIN.
3'-5•
"
1"
4'-0"
MIN.
FO
RM
ED
TO
P
OF F
OU
ND
ATIO
N
*
3'-0" **
PIPE OUTLETS
RMC AND DRAIN
LOCATED BELOW
JOINT SHALL BE
*CONSTRUCTION
MIN. (TYP)
2'-0"
2'-0" *
FOUNDATION NOTES
APPROVAL.
SHALL BE SUBMITTED FOR
POSITION AND THE METHOD
MUST BE SECURED IN
ARE USED, ANCHOR RODS
NOTE: IF INDIVIDUAL PLATES
2'-0"
AP
O TI
L
FE
ELEVATION - TRAFFIC CONTROL FOUNDATION TYPE C
2'-0" 3'-0"
C/CP-3
SEE SECTION
FOUNDATION
AT TOP OF
(8) #5
CP-02
CAMERA POLE
FOUNDATION - TYPE C
ANCHOR PLATE ALTERNATE DETAIL
TO ROADWAY
AXIS RADIAL
GROUND WIRE
ƒ" DIA. RMC FOR
WEEPHOLE
2•" DIA. PVC
TO ROADWAY
AXIS RADIAL
ROD (TYP)
ANCHOR
1•" DIA.
TRAFFIC AS SHOWN
PATTERN PARALLEL TO
ALIGN BOLT
1" THICK
BOLT CIRCLE
2'-6" DIA. ANCHOR
(TYP)
1" THICK
TO BE LOCATED IN FIELD
OPENING IN THE BASE PLATE;
SHALL COMPLETELY SEAL THE
BASE PLATE; THE ELASTOMER
SEAL TO BE PLACED BELOW THE
1'-11" O.D. CLOSED CELL ELASTOMER
CONCRETE NAILS
W/ (4) GALV.
(23 GAGE) ATTACHED
‚" GALV. MESH
6" X 6" PIECE OF
OF FOUNDATION
FORMED TOP
SHAPE OF
OPTIONAL
ALTERNATE DETAIL"
SEE "BASE PLATE
1" ANCHOR PLATE
SPACED
(8) #9 EQUALLY
MIN. DIA. (TYP)
FOR ANCHOR RODS 1•"
1Ž" DIA. HOLE MIN.
(3) 2" DIA. RMC SWEEPS FOR
POWER AND COMMUNICATIONƒ" DIA. RMC SWEEP
FOR GROUND WIRE
GROUND ROD
SQUARE HEAD
X 12'-0"
†" DIA
FOR BOTTOM SUPPORT (TYP)
CYLINDRICAL CONCRETE FEET
(8) #9 EQUALLY SPACED
{ 1Ž" DIA. HOLE FOR 1•"
DIA. ANCHOR ROD (TYP. FOR
BASE AND ANCHOR PLATES)
UNCOMPRESSED HEIGHT = 5"
CLOSED CELL ELASTOMER
1" X 1" BEVEL (TYP)
JOINT
CONSTRUCTION
MANDATORY
SIDE OF BASE PLATE TYP.
THICK PLATE WASHERS ON EACH
(2) HEAVY HEX NUTS WITHŠ"
#5 SPIRAL TIES @ 6" PITCH
GRADE
FINISHED
DWG. NO. CP-03
SQUARE FOUNDATION TOP" ON
REINFORCEMENT IN OPTIONAL
OF FOUNDATION. SEE "ELEVATION -
OPTIONAL SHAPE OF FORMED TOP
TOP & BOT.)
TURNS (TYP.
SHAFT FOR 1•
TO DRILLED
PERPENDICULAR
O
LAP L
C
GE
TO
AI
N
S
TA
G
R
90°
180°
4'-0"
OF T
RA
FFIC
DIR
EC
TIO
N
270°
22.5°
(TYP)
0°
SCALE: ƒ" = 1'-0"
C
2'-0"
AP
O TI
L
FE
TO ROADWAY
AXIS RADIAL
SPACED
(8) #9 EQUALLY
#5 SPIRAL TIES @ 6" PITCH
IN ROCK SOCKET
SECTION - FOUNDATION AND REINFORCING
CAP
RMC
3" CLEAR3" CLEAR
9"
#5 S
PIR
AL
@
6" PIT
CH
C
4'-6" DIA.
ROCK
TOP OF
ESTIMATED
DEP
TH
TO
RO
CK
RO
CK
SO
CK
ET
22.5°
CLR.
6"
DRILLE
D
SH
AFT P
OR
TIO
N
OF F
ND
N. AND REINFORCING
SECTION - FOUNDATION, ANCHOR PLATE
CP-02
CP-02
CP-02
CP-02
CP-02
CP-02
ANCHOR PLATES SHALL BE HOT-DIP GALVANIZED IN ACCORDANCE WITH ASTM A123.
ANCHOR PLATE SHALL CONFORM TO AASHTO M270, GRADE 50.
ACCORDANCE WITH ASTM A 153, CLASS C.
ANCHOR RODS, NUTS, AND WASHERS SHALL BE HOT-DIP GALVANIZED IN
- SPAN POLE (TYPE)."
ACCORDANCE WITH THE SPECIAL PROVISION, "TRAFFIC CONTROL FOUNDATION
ANCHOR RODS SHALL BE TESTED FOR CHARPY V-NOTCH IMPACT STRENGTH IN
ASTM A563, HEAVY HEX, GRADE DH. WASHERS SHALL CONFORM TO F436, TYPE 1.
ANCHOR RODS SHALL CONFORM TO ASTM F1554, GRADE 105. NUTS SHALL CONFORM TO
TURNS BEFORE TERMINATING.
PERPENDICULAR TO THE DRILLED SHAFT AT THE TOP AND BOTTOM FOR A MINIMUM OF 1•
SPIRALS SHALL NOT TERMINATE ON AN INCLINED PLANE TO THE SHAFT. THE BAR SHALL BE
THE DRILLED SHAFT.
ADJACENT TIES SO LAPS ARE NOT MADE AT A SINGLE LOCATION AROUND THE PERIMETER OF
HAS A 2' LAP LENGTH. LAP LOCATIONS SHALL BE ALTERNATED IN 90° INCREMENTS BETWEEN
SPIRAL REINFORCEMENT IS PREFERRED, BUT CIRCULAR TIES MAY BE SUBSTITUTED, IF EACH TIE
SPIRALS.
SPIRAL REINFORCEMENT SHALL BE SPLICED WITH A 2' LAP LENGTH BETWEEN INDIVIDUAL
WELDING OF REINFORCEMENT IS NOT PERMITTED.
THE BARS SHALL NOT BE SPLICED.
LONGITUDINAL BARS SHALL BE CONTINUOUS FOR THE FULL HEIGHT OF THE DRILLED SHAFT.
REINFORCEMENT: ALL REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60.
(TYPE)." CONCRETE SHALL BE BASED ON A 28 DAY COMPRESSIVE STRENGTH OF 4000 PSI.
ACCORDANCE WITH THE SPECIAL PROVISION, "TRAFFIC CONTROL FOUNDATION - SPAN POLE
CLASS "F" CONCRETE SHALL BE MODIFIED FOR THE DRILLED SHAFT PORTION IN
SHALL BE BASE ON A 28 DAY COMPRESSIVE STRENGTH OF 4000 PSI.
CLASS "F" CONCRETE SHALL BE USED FOR THE FORMED PORTION OF THE FOUNDATION AND
TABLE ON DRAWING NO. CP-01.
FOUNDATION TYPE SHALL BE DETERMINED BY THE CAMERA POLE HEIGHT AS NOTED IN THE
OR "TRAFFIC CONTROL FOUNDATION - SPAN POLE - TYPE D."
FOUNDATIONS SHALL BE PAID FOR AS "TRAFFIC CONTROL FOUNDATION - SPAN POLE - TYPE C"
DESIGNER/DRAFTER:
CHECKED BY:
PROJECT TITLE: TOWN:
DRAWING TITLE:
PROJECT NO.
DRAWING NO.
SHEET NO.
Filename:SHEET NO.REVISION DESCRIPTIONDATEREV.
DEPARTMENT OF TRANSPORTATION
STATE OF CONNECTICUT
OF WORK WHICH WILL BE REQUIRED.
THE CONDITIONS OF ACTUAL QUANTITIES
IN NO WAY WARRANTED TO INDICATE
INVESTIGATIONS BY THE STATE AND IS
SHEETS IS BASED ON LIMITED
QUANTITIES OF WORK, SHOWN ON THESE
THE INFORMATION, INCLUDING ESTIMATED
SCALE AS NOTED
T
UCITCENNO
C
NO
IT
AT
RO
PS
NART FO
T
NE
MT
RA
PE
D
6/22/2018
BLOCK:
SIGNATURE/
...\SB_MSH_CCTV_0171_0414_CP-XX.dgnPlotted Date:
TO
TA
L
RE
QUIR
ED
DEP
TH (S
EE
TA
BLE 1
ON
DW
G.
CP-01)
BRIDGE REHABILITATION
POWER AND COMMUNICATION
(3) 2" RMC SWEEPS FOR
3" COVER (TYP)
I-84 RESURFACING
AND SAFETY IMPROVEMENTS
NEWTOWN 96-200
WORK REQUIRED BASED ON FURTHER PENDING INVESTIGATIONS.
THE ACTUAL CONDITIONS OR FINAL QUANTITIES OF THE ACTUAL
INVESTIGATIONS AND IS IN NO WAY WARRANTED TO INDICATE
OF WORK SHOWN ON THESE SHEETS, IS BASED ON LIMITED
OTHERS. THE INFORMATION, INCLUDING ESTIMATED QUANTITIES
DEPARTMENT AND ARE BASED ON A DESIGN DEVELOPED BY
THE DETAILS ON THIS SHEET HAVE BEEN PROVIDED BY THE
NOTE:
PS/KE
CP
12.03
9"
5'-0" DIA.
MIN.
3"
3'-5•
"
MIN (TYP)
2'-0"
NO WELDING OF REINFORCING CAGE IS PERMITTED!
NOTE:
B
A
1•
"
MIN.
•" MIN.
1•" MAX.
10"
PR
OJE
CTIO
N
MIN.
2'-6"
OF T
RA
FFIC
DIR
EC
TIO
N
OF T
RA
FFIC
DIR
EC
TIO
N
0°
90°
180°
270°
SCALE: ƒ" = 1'-0"
SCALE: ƒ" = 1'-0"
BOLT CIRCLE
3'-2" DIA.
5'-0"
180°
270°
0°
90°
6" COVER (TYP)
GE
OT
O
LAP L
CA
IN
S
TA
G
R
11.25°(TYP)
B
A
SCALE: ƒ" = 1'-0"
3'-5„"
1'-5"1'-ˆ"
6"
2'-5„"
(TYP)
(TYP)(TYP)
(TYP)
(TYP)
(T
YP)
3"
8•"
(TYP)
6"
3"
1'-8Œ"
3"
(TYP)
(TYP)
(TYP)
(TYP)
REQUIRED
ELBOW IF
WEEPHOLE W/
2•" DIA. PVC
PIPE OUTLETS
RMC AND DRAIN
LOCATED BELOW
JOINT SHALL BE
*CONSTRUCTION
3"
45°
(TYP)
SECTION - POLE AND BASE PLATE
SECTION - FOUNDATION, ANCHOR PLATE AND REINFORCING
ANCHOR PLATE ALTERNATE DETAIL
2'-0" *
4" **
3'-8"
MA
X. **
4'-0"
MIN.
FO
RM
ED
TO
P
OF F
OU
ND
ATIO
N*
DRILLE
D
SH
AFT P
OR
TIO
N
OF F
ND
N.
1"
1'-0"
MIN
GRADING AROUND THE FOUNDATION.
TO AN ADDITIONAL 8" TO FACILITATE
INCREASE IN THIS DIMENSION UP
** THE ENGINEER MAY DIRECT AN
2'-0"*
2'-0"
LAP
OF TIE
SUBMITTED FOR APPROVAL.
THE METHOD SHALL BE
BE SECURED IN POSITION AND
ARE USED ANCHOR RODS MUST
NOTE: IF INDIVIDUAL PLATES
CELL ELASTOMER RING
2" WIDTH OF CLOSED
#5 S
PIR
AL TIES
@
6" PIT
CH
COPTIONAL SQUARE FOUNDATION TOP
SECTION - REINFORCEMENT IN
SCALE: ƒ" = 1'-0"
C
3"
OPTIONAL SQUARE FOUNDATION TOP
ELEVATION - REINFORCEMENT IN
6"
SCALE: ƒ" = 1'-0"
#5
TIES
@
6"
EX
TE
ND
LO
NG.
BA
RS
FOUNDATION TOP.
OPTIONAL SQUARE
REINFORCEMENT IN
ELEVATION -
5'-0" FOR TYPE D
FOUNDATION TOP
OPTIONAL SQUARE
2'-0"
(TYP)
2'-0" 3'-0"
ELEVATION - TRAFFIC CONTROL FOUNDATION TYPE D
2'-0" 3'-0"
3"
CP-03
CAMERA POLE
FOUNDATION - TYPE D
POWER AND COMMUNICATION
(3) 2" RMC SWEEPS FOR
(3) 2" DIA. RMC SWEEPS FOR
POWER AND COMMUNICATION
MIN. DIA. (TYP)
FOR ANCHOR RODS 1•"
1Ž" DIA. HOLE MIN.
OF FOUNDATION
FORMED TOP
SHAPE OF
OPTIONAL
SPACED
(16) #8 EQUALLY
FOR BOTTOM SUPPORT (TYP)
CYLINDRICAL CONCRETE FEET
@ 6" PITCH
#5 SPIRAL TIES
FOR GROUND WIRE
ƒ" DIA. RMC SWEEP
SIDE OF BASE PLATE TYP.
THICK PLATE WASHER ON EACH
(2) HEAVY HEX NUTS WITHŠ"
ƒ" DIA. RMC SWEEP
FOR GROUND WIRE
LONGITUDINAL BARS
#5 @ 6"
DRILLED SHAFT
#5 SPIRAL IN
JOINT
CONSTRUCTION
AS SHOWN
(2) #5 (VERT.)
FOUNDATION
AT TOP OF
(8) #5
TOP & BOT.)
TURNS (TYP.
SHAFT FOR 1•"
TO DRILLED
PERPENDICULAR
RMC CAP
1" X 1" BEVEL (TYP)
(16) #8 EQUALLY SPACED
WIRE
#8 GROUND
JOINT
CONSTRUCTION
MANDATORY
UNCOMPRESSED HEIGHT = 5"
CLOSED CELL ELASTOMER
{ 1Ž" DIA. HOLE FOR 1•"
DIA. ANCHOR ROD (TYP. FOR
BASE AND ANCHOR PLATES)
WEEPHOLE
2•" DIA. PVC
TO ROADWAY
AXIS RADIAL
TO ROADWAY
AXIS RADIAL
ROD (TYP)
ANCHOR
1•" DIA.
BOLT CIRCLE
3'-2" DIA. ANCHOR
1" THICK
(TYP)
1" THICK
GROUND ROD
SQUARE HEAD
X 12'-0"
†" DIA GRADE
FINISHED
TO TRAFFIC AS SHOWN
ALIGN BOLT PATTERN PARALLEL
TO BE LOCATED IN FIELD
OPENING IN THE BASE PLATE.
SHALL COMPLETELY SEAL THE
BASE PLATE. THE ELASTOMER
SEAL TO BE PLACED BELOW THE
2'-7" O.D. CLOSED CELL ELASTOMER
TOP OF FOUNDATION
OPTIONAL SHAPE OF FORMED
CONCRETE NAILS
W/ (4) GALV.
(23 GAGE) ATTACHED
‚" GALV. MESH
6" X 6" PIECE OF
ALTERNATE DETAIL"
SEE "BASE PLATE
1" ANCHOR PLATE
CP-03
CP-03
CP-03
CP-03
CP-03
CP-03
DESIGNER/DRAFTER:
CHECKED BY:
PROJECT TITLE: TOWN:
DRAWING TITLE:
PROJECT NO.
DRAWING NO.
SHEET NO.
Filename:SHEET NO.REVISION DESCRIPTIONDATEREV.
DEPARTMENT OF TRANSPORTATION
STATE OF CONNECTICUT
OF WORK WHICH WILL BE REQUIRED.
THE CONDITIONS OF ACTUAL QUANTITIES
IN NO WAY WARRANTED TO INDICATE
INVESTIGATIONS BY THE STATE AND IS
SHEETS IS BASED ON LIMITED
QUANTITIES OF WORK, SHOWN ON THESE
THE INFORMATION, INCLUDING ESTIMATED
SCALE AS NOTED
T
UCITCENNO
C
NO
IT
AT
RO
PS
NART FO
T
NE
MT
RA
PE
D
6/22/2018
BLOCK:
SIGNATURE/
...\SB_MSH_CCTV_0171_0414_CP-XX.dgnPlotted Date:
C/CP-03
SEE SECTION
FOUNDATION
AT TOP OF
(8) #5
CLR.
6"
D
CP-03
RO
CK
SO
CK
ET
DEP
TH
TO
RO
CK (V
ARIES)
ROCK
TOP OF
ESTIMATED
4'-6" DIA.
3" CLEAR (MIN.)
O
LAP L
C
GE
TO
AI
N
S
TA
G
R
90°
4" COVER (TYP)180°
OF T
RA
FFIC
DIR
EC
TIO
N
270°
22.5°
(TYP)
0°
SCALE: ƒ" = 1'-0"
D
2'-0"
AP
O TI
L
FE
TO ROADWAY
AXIS RADIAL
SPACED
(8) #9 EQUALLY
#5 SPIRAL TIES @ 6" PITCH
IN ROCK SOCKET
SECTION - FOUNDATION AND REINFORCING
CP-03
4'-6"
TO
TA
L
RE
QUIR
ED
DEP
TH (S
EE
TA
BLE 2
ON
DW
G.
NO.
CP-01)
BRIDGE REHABILITATION
4'-6" FOR TYPE C
I-84 RESURFACING
AND SAFETY IMPROVEMENTS
NEWTOWN 96-200
WORK REQUIRED BASED ON FURTHER PENDING INVESTIGATIONS.
THE ACTUAL CONDITIONS OR FINAL QUANTITIES OF THE ACTUAL
INVESTIGATIONS AND IS IN NO WAY WARRANTED TO INDICATE
OF WORK SHOWN ON THESE SHEETS, IS BASED ON LIMITED
OTHERS. THE INFORMATION, INCLUDING ESTIMATED QUANTITIES
DEPARTMENT AND ARE BASED ON A DESIGN DEVELOPED BY
THE DETAILS ON THIS SHEET HAVE BEEN PROVIDED BY THE
NOTE:
PS/KE
CP
SCALE: „" = 1'-0"
12.04
ATENON ASSEMBLY
UT 100%
CJP
OF TRAFFIC
DIRECTION
BTENON PLATE
CPOLE TOP PLATE
B
‚"
‚"
Š"
1"
1"
2„
"
7‚
"
SCALE: 1•" = 1'-0"
SCALE: 1•" = 1'-0"
SCALE: 1•" = 1'-0"
C
180°
90°
0°
270°
5•" DIA. HOLE
•" EDGE DISTANCE (TYP)
90°
0°
270°
180°
"E"
"C" DIA. BOLT CIRCLE
0°
90°
180°
270°
SCALE: 1•" = 1'-0"
45°
(T
YP)
(TYP)
OF T
RA
FFIC
DIR
EC
TIO
N
1" DIA. DRAIN HOLE
FOR GALVANIZING
NOTE: HANDHOLE IS NOT
SHOWN, BUT IS AT THE 0°
POSITION ON THE POLE
BASE PLATE AND FOUNDATION
CELL ELASTOMER BETWEEN
2" WIDE RING OF CLOSED
"S"
EF
E
SCALE: 6" = 1'-0"
F
‚"
SCALE: 6" = 1'-0"
SECTION - WELDED POLE - TO - BASE PLATE CONNECTION
D
Š"
Š"
‹"
"U" DIA. ANCHOR
ROD CIRCLE
CP-04
CAMERA POLE
DETAILS
CAMERA POLE
BASE PLATE
CAMERA POLE
BASE PLATE
USE ADEQUATE PREHEAT
UNEQUAL LEG FILLET WELD.
X 12" LONG TENON
6" O.D. X ‚" THICK
(2) Š" HOLES
HEX NUTS & WASHERS
BOLTS WITH HEAVY
(4) ƒ" X 2ƒ" A325
WALL FOR CABLE AND PULLEY ACCESS
CUT 5‚" X 1ƒ" TENON SLOT IN POLE
(8) "D" DIA. BOLT HOLES
W/ 3•" HOLE IN CENTER
"G" X "F" O.D. TOP PLATE
"H" DIA. BOLT CIRCLE
EQUALLY SPACED
(K) "I" X "J" SLOTS
FROM TENON SLOT „" FILLET WELD ALL AROUND
…" DIA. ROD FOR WIRE TIE-OFF @ 180 DEG.
"B" X "A" O.D. TENON PLATE
AT BASE FOR GALVANIZING
25% OF POLE OPENING
PLATE TO BE AT LEAST
AREA OF HOLE IN BASE
1" DIA. DRAIN HOLE
FOR GALVANIZING(8) "W" DIA. ANCHOR RODS
(8) "V" DIA. HOLE MIN. FOR
BASE PLATE "T" THICK MIN.
SILICONE JOINT SEALANT
SECURE CONDUITS TO PLATE.
OF PLASTIC TIE STRAPS TO
(4)•" DIA. HOLES FOR USE
TENON AT 270° POSITION
CABLE TIE-OFF, INSIDE
…" DIA. ROD FOR CAMERA
FULL PENETRATION GROOVE WELD FILLET WELDED SOCKET CONNECTION
BASE PLATE NOTES:
PLAN - MULTI-SIDED OR ROUND POLE BASE PLATE
JOINT DIMENSIONS."
FILLET WELD AS SPECIFIED IN AWS D1.1, SECTION 5.22, "TOLERANCE OF
SOCKET SHALL NOT EXCEED ˆ" (2MM) IN ORDER TO ASSURE SUFFICIENT
THE SEPARATION BETWEEN THE BASE PLATE AND THE POLE WITHIN THE 2.
PLATE AND GRIND TO MATCH THE OUTSIDE DIMENSION OF THE POLE.
THE FABRICATOR SHALL CUT INSIDE THE SPECIFIED OPENING IN THE BASE1.
THE FOLLOWING CRITERIA SHALL BE ADDRESSED:
WITH A CONTINUOUSLY WELDED BACKER BAR.)
(FILLET WELDED SOCKET CONNECTION OR FULL PENETRATION GROOVE WELD
CONNECTION OF POLE TO BASE PLATE:
APPROXIMATELY A 30° ANGLE.
OF THE LONGER WELD LEG SHOULD CONTACT THE SHAFT'S SURFACE AT
WITH THE LONG LEG OF THE FILLET WELD ALONG THE POLE. THE TERMINATION
FILLET WELDS FOR SOCKET CONNECTIONS SHALL BE UNEQUAL LEG WELDS,
NOTES:
BASE PLATE NOTES)
FILLET WELD (SEE
UNEQUAL LEG
MANUFACTURER OF THE LOWERING DEVICE FOR COMPATABILITY.
STRENGTH COMPARISION. COORDINATE THE TENON DESIGN WITH THE
THE TENON AND TENON PLATE. DIMENSIONS SHOWN ARE FOR MINIMUM
THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND DETAILING OF 2.
HAVE AT LEAST 16 SIDES.
MULTI-SIDED POLES MAY BE SUBSTITUTED FOR ROUND, PROVIDED THEY 1.
CP-04 CP-04
CP-01
CP-04 CP-04
CP-04
CP-04
CP-01
CP-04
CP-04
DESIGNER/DRAFTER:
CHECKED BY:
PROJECT TITLE: TOWN:
DRAWING TITLE:
PROJECT NO.
DRAWING NO.
SHEET NO.
Filename:SHEET NO.REVISION DESCRIPTIONDATEREV.
DEPARTMENT OF TRANSPORTATION
STATE OF CONNECTICUT
OF WORK WHICH WILL BE REQUIRED.
THE CONDITIONS OF ACTUAL QUANTITIES
IN NO WAY WARRANTED TO INDICATE
INVESTIGATIONS BY THE STATE AND IS
SHEETS IS BASED ON LIMITED
QUANTITIES OF WORK, SHOWN ON THESE
THE INFORMATION, INCLUDING ESTIMATED
SCALE AS NOTED
T
UCITCENNO
C
NO
IT
AT
RO
PS
NART FO
T
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MT
RA
PE
D
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BLOCK:
SIGNATURE/
...\SB_MSH_CCTV_0171_0414_CP-XX.dgnPlotted Date:
FOR VARIABLE DIMENSIONS SEE TABLE ON DRAWING NUMBER CP-01
BRIDGE REHABILITATION
I-84 RESURFACING
AND SAFETY IMPROVEMENTS
NEWTOWN 96-200
WORK REQUIRED BASED ON FURTHER PENDING INVESTIGATIONS.
THE ACTUAL CONDITIONS OR FINAL QUANTITIES OF THE ACTUAL
INVESTIGATIONS AND IS IN NO WAY WARRANTED TO INDICATE
OF WORK SHOWN ON THESE SHEETS, IS BASED ON LIMITED
OTHERS. THE INFORMATION, INCLUDING ESTIMATED QUANTITIES
DEPARTMENT AND ARE BASED ON A DESIGN DEVELOPED BY
THE DETAILS ON THIS SHEET HAVE BEEN PROVIDED BY THE
NOTE:
PS/KE
CP
12.05
‚" 3"TYP
SCALE: 3" = 1'
8"
1ƒ"
8"
1"1"
SCALE: 3" = 1'
R = ƒ"
SCALE: 3" = 1'
HANDHOLE COVER
‚"
3ƒ"
2‚" 2‚"
9"
3"
3•
"
6•
"
1"
1"
SCALE: 3" = 1'
SCALE: 3" = 1'
TO HANDHOLE FRAME
PARK STAND WELDED
ƒ"
•"
1•"
1•"
(TYP)
3"
1"
1ƒ
"1‚
"
•" DIA. GROUND LUG
WALL OF POST FOR
DRILL HOLE AND TAP
2'-7" H
AN
DH
OLE F
RA
ME
2'-3" H
AN
DH
OLE
OP
ENIN
G IN
PO
LE
PLAN SECTION - HANDHOLE FRAME
(TYP)(TYP)
FOR •" DIA. BOLT
DRILL HOLE AND TAP
2'-7•
" H
AN
DH
OLE
CO
VE
R
EQ
UA
LE
QU
AL
(COVER NOT SHOWN)ELEVATION - HANDHOLE OPENING
SECTION - HANDHOLE
‚"TYP
WINCH PLATE DETAIL
•"
3ƒ
"
{ CAMERA POLE
R =•" MIN (TYP)
TOP OF BASE PLATE
HANDHOLE OPENING TO
2' - 7•" FROM BOTTOM OF
GROUND WIRE
CABLE
COILED CAMERA
STRAP
AND PLASTIC TIE
FOR WINCH BOLT
(2)•" DIA. HOLES
DRILL AND TAP
2" DIA. RMC SWEEP
6"
B
CB
A
C
WITH UNC-13
•" DIA. WINCH BOLT
DRILL HOLE AND TAP FOR
7"
10•"
1ƒ"
COUPLING NUT (TYP)
COVER TO ALIGN WITH
DRILL …" DIA. HOLE IN
(TYP)
‚"
‚"
‚"
‚"
CP-05
6" X 2' -3" HANDHOLE
DETAILS
POLE WALL
CONTROL CABLE
LOWERING DEVICE
FOR CONTROL CABLE
1‚" DIA. PVC CONDUIT
SEE "WINCH PLATE DETAIL"
ƒ" WINCH PLATE
TO HANDHOLE FRAME
PARK STAND WELDED
WINCH PLATE
GROUND WIRE
WALL OF POST
ƒ" THICK PLATE
{ PLATE
‰" THICK PLATE
‰" THICK HANDHOLE COVER
CABLE
COILED CAMERA
MATCH SHAPE OF POLE
HANDHOLE FRAME CUT TO
PLASTIC TIE STRAP
•" DIA. HOLE FOR
PVC COUPLER (TYP)
{ HANDHOLECONDUIT
TIE STRAP TO SECURE 1‚" DIA. PVC
(2)•" DIA. HOLES FOR PLASTIC
CABLE
LOWERING DEVICE CONTROL
1‚" DIA. PVC CONDUIT FOR
PLASTIC TIE STRAP
(TYP)
PVC COUPLER
1‚" DIA. PVC CONDUIT
CAMERA CABLE AND
CAMERA POLE
STRAP
PLASTIC TIE
STRAP
PLASTIC TIE
STEEL BOLT (6 REQUIRED)
‚" DIA. HEX HEAD STAINLESS
NEOPRENE GASKET
SEE "WINCH PLATE DETAIL"
ƒ" WINCH PLATE
…" DIA. ROD PARK STAND WELDED
TO HANDHOLE FRAME INTERIOR WALL
FRAME
•" THICK HANDHOLE
FOUNDATION
GROUND FOR
GROUND LUG
DRILL AND TAP FOR •" DIA.(TYP 6 LOCATIONS)
WELDED TO HANDHOLE FRAME
‚" DIA. X ‡" COUPLING NUT
SASH CHAIN ON OUTSIDE OF POLE
FRAME W/ 12" LONG STAINLESS STEEL
(2) WELD WASHERS TO COVER AND
HANDHOLE FRAME
NUTS WELDED TO
(6) ‚" X ‡" COUPLING
SECURE COIL OF CABLE
PLASTIC TIE STRAP TO
DRILL •" DIA. HOLE FOR
FOR GROUND WIRE
ƒ" DIA. RMC SWEEP
2" DIA. RMC SWEEP
(6 REQUIRED)
BOLT WITH ‚" DIA. X ‡" COUPLING NUT
‚" DIA. HEX HEAD STAINLESS STEEL
FOR GROUND WIRE
ƒ" DIA. RMC SWEEP
SASH CHAIN
FOR STAINLESS STEEL
WELD WASHER TO COVER
PLASTIC TIE STRAP
•" DIA. HOLE FOR FOR CAMERA CABLE
1‚" DIA. PVC CONDUIT
1•" DIA. GROUND LUG
SWEEP
2" DIA. RMC
HANDHOLE COVER
INSIDE FACE OF
GASKET ADHERED TO
„" THICK NEOPRENE
HANDHOLE FRAME
•" THICK
CONTROL CABLE
FOR LOWERING DEVICE
1‚" DIA. PVC CONDUIT
CP-05
CP-01
CP-05
CP-05
DESIGNER/DRAFTER:
CHECKED BY:
PROJECT TITLE: TOWN:
DRAWING TITLE:
PROJECT NO.
DRAWING NO.
SHEET NO.
Filename:SHEET NO.REVISION DESCRIPTIONDATEREV.
DEPARTMENT OF TRANSPORTATION
STATE OF CONNECTICUT
OF WORK WHICH WILL BE REQUIRED.
THE CONDITIONS OF ACTUAL QUANTITIES
IN NO WAY WARRANTED TO INDICATE
INVESTIGATIONS BY THE STATE AND IS
SHEETS IS BASED ON LIMITED
QUANTITIES OF WORK, SHOWN ON THESE
THE INFORMATION, INCLUDING ESTIMATED
SCALE AS NOTED
T
UCITCENNO
C
NO
IT
AT
RO
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NART FO
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PE
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...\SB_MSH_CCTV_0171_0414_CP-XX.dgnPlotted Date:
CP-05
BRIDGE REHABILITATION
I-84 RESURFACING
AND SAFETY IMPROVEMENTS
NEWTOWN 96-200
WORK REQUIRED BASED ON FURTHER PENDING INVESTIGATIONS.
THE ACTUAL CONDITIONS OR FINAL QUANTITIES OF THE ACTUAL
INVESTIGATIONS AND IS IN NO WAY WARRANTED TO INDICATE
OF WORK SHOWN ON THESE SHEETS, IS BASED ON LIMITED
OTHERS. THE INFORMATION, INCLUDING ESTIMATED QUANTITIES
DEPARTMENT AND ARE BASED ON A DESIGN DEVELOPED BY
THE DETAILS ON THIS SHEET HAVE BEEN PROVIDED BY THE
NOTE:
PS/KE
CP
12.06
9" H
AN
DH
OLE
OP
ENIN
G
6" HANDHOLE
OPENING
R =•" MIN (TYP)
•"
‚"
11" H
AN
DH
OLE F
RA
ME
3ƒ"
SECTION - HANDHOLE
ELEVATION - HANDHOLE OPENING
SCALE: 3" = 1'
SCALE: 3" = 1'
A
C
C
3ƒ
"CJP
PLAN SECTION - HANDHOLE FRAME B
SCALE: 3" = 1'
B
R =ƒ"
HANDHOLE COVER
SCALE: 3" = 1'
8"
11•
"
8•"
5"1ƒ"
(TYP)
5"1•"
(TYP)
CJP
CP-06
6" X 9" HANDHOLE
DETAILS
‰" THICK PLATE
POLE WALL
FRAME
•" THICK HANDHOLE
SASH CHAIN ON OUTSIDE OF POLE
FRAME W/ 12" LONG STAINLESS STEEL
WELD (2) WASHERS TO COVER AND
‰" THICK HANDHOLE COVER
(TYP 6 LOCATIONS)
WELDED TO HANDHOLE FRAME
‚" DIA. X ‡" COUPLING NUT
HANDHOLE COVER
INSIDE FACE OF
GASKET ADHERED TO
„" THICK NEOPRENE
CONTROL CABLE
FOR LOWERING DEVICE
1‚" DIA. PVC CONDUIT
WALL OF POST
FOR CONTROL CABLE
1‚" DIA. PVC CONDUIT
WELDED TO HANDHOLE FRAME
(4)‚" DIA. X‡" COUPLING NUT
FOR CONTROL CABLE
1‚" DIA. PVC CONDUIT
CONTROL CABLE
LOWERING DEVICE
STEEL BOLT (6 REQUIRED)
‚" DIA. HEX HEAD STAINLESS
CAMERA POLE
(4 REQUIRED)
BOLT WITH‚" DIA. X‡" COUPLING NUT
‚" DIA. HEX HEAD STAINLESS STEEL
MATCH SHAPE OF POLE
HANDHOLE FRAME CUT TO
CAMERA CABLE
1‚" DIA. PVC CONDUIT FOR
SASH CHAIN
FOR STAINLESS STEEL
WELD WASHER TO COVER
1‚" DIA. PVC CONDUIT
FOR CAMERA CABLE
NEOPRENE GASKET
HANDHOLE FRAME
•" THICK
COUPLING NUT (TYP)
COVER TO ALIGN WITH
DRILL …" DIA. HOLE IN
DESIGNER/DRAFTER:
CHECKED BY:
PROJECT TITLE: TOWN:
DRAWING TITLE:
PROJECT NO.
DRAWING NO.
SHEET NO.
Filename:SHEET NO.REVISION DESCRIPTIONDATEREV.
DEPARTMENT OF TRANSPORTATION
STATE OF CONNECTICUT
OF WORK WHICH WILL BE REQUIRED.
THE CONDITIONS OF ACTUAL QUANTITIES
IN NO WAY WARRANTED TO INDICATE
INVESTIGATIONS BY THE STATE AND IS
SHEETS IS BASED ON LIMITED
QUANTITIES OF WORK, SHOWN ON THESE
THE INFORMATION, INCLUDING ESTIMATED
SCALE AS NOTED
T
UCITCENNO
C
NO
IT
AT
RO
PS
NART FO
T
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MT
RA
PE
D
6/22/2018
BLOCK:
SIGNATURE/
...\SB_MSH_CCTV_0171_0414_CP-XX.dgnPlotted Date:
CP-06
CP-01
CP-06
CP-06
CP-06
BRIDGE REHABILITATION
I-84 RESURFACING
AND SAFETY IMPROVEMENTS
NEWTOWN 96-200
WORK REQUIRED BASED ON FURTHER PENDING INVESTIGATIONS.
THE ACTUAL CONDITIONS OR FINAL QUANTITIES OF THE ACTUAL
INVESTIGATIONS AND IS IN NO WAY WARRANTED TO INDICATE
OF WORK SHOWN ON THESE SHEETS, IS BASED ON LIMITED
OTHERS. THE INFORMATION, INCLUDING ESTIMATED QUANTITIES
DEPARTMENT AND ARE BASED ON A DESIGN DEVELOPED BY
THE DETAILS ON THIS SHEET HAVE BEEN PROVIDED BY THE
NOTE:
PS/KE
CP
12.07
2'-0"
CONSTRUCTION DETAIL
SCALE:„" = 1'
SLING LOCATION AT SPLICE
SCALE: 1" = 1'
70' OR 100'
SUGGESTED POLE INSTALLATION SEQUENCE
DISCONNECT THE GUIDE WIRE. ATTACH THE CAMERA AND RAISE USING THE WINCH.
10. NEXT LOWER THE LOWERING DEVICE CONTROL CABLE USING THE WINCH, AND
CAMERA POLE FOR ANCHOR ROD TIGHTENING PROCEDURE.
ORIENTATION AND CONNECT TO ANCHOR RODS. SEE THE SPECIAL PROVISION FOR THE
9. LIFT THE ASSEMBLED CAMERA POLE ABOVE THE FOUNDATION, ROTATE TO DESIRED
HANDHOLE. A LIFTING CABLE SHALL CONNECT THE TWO SLINGS AS SHOWN ON THE PLANS.
TWO FEET BELOW THE SPLICE LOCATION AND THE OTHER SHALL BE PLACED BELOW THE
8. PLACE TWO SLINGS AROUND THE POLE FOR LIFTING. ONE SLING SHALL BE PLACED
7. BRACE THE BOTTOM OF THE POLE TO PREVENT SLIDING OF THE POLE DURING LIFTING.
END OF THE ARM TO PROVIDE EXTRA CONTROL DURING LIFTING AND PLACING.
6. A GUIDE WIRE SHALL BE ATTACHED TO THE LOWERING DEVICE CONTROL CABLE AT THE
5. CONNECT THE CAMERA CABLE WIRES TO THE WIRES GOING TO THE LOWERING DEVICE.
REQUIRED ORIENTATION.
4. ATTACH THE TENON PLATE AND TENON, THEN THE ARM AND JUNCTION BOX IN THE
CONDUITS.
CAMERA CABLE AND LOWERING DEVICE CONTROL CABLE INTO THEIR RESPECTIVE PVC
INSIDE THE POLE USING THE PLASTIC TIE STRAPS AS SHOWN ON THE PLANS. FEED THE
3. SECURE THE CAMERA CABLE AND LOWERING DEVICE CONTROL CABLE PVC CONDUITS
USING A COME-ALONG. (THE HANDHOLE SHALL BE ORIENTATED TOWARD THE SKY)
WOOD BLOCKS PER SECTION AS SHOWN ON THE PLANS, AND PULL SECTIONS TOGETHER
2. TO ASSEMBLE THE CAMERA POLE, LAY THE POLE SECTIONS ACROSS A MINIMUM OF TWO
AND PROGRESS".
SPECIAL PROVISIONS "MAINTENANCE AND PROTECTION OF TRAFFIC " AND "PROSECUTION
THE CAMERA POLE. THE CAMERA POLE SHALL BE INSTALLED IN ACCORDANCE WITH THE
1. THE CONTRACTOR SHALL MOBILIZE AN ADEQUATE WORKSPACE TO ASSEMBLE AND RAISE
CP-07
INSTALLATION SEQUENCESUGGESTED CAMERA POLE
HANDHOLE
SPLICE LOCATION
CRANE CABLE
LIFTING CABLE
SLING
LIFTING CABLE
(TYP)
WOOD BLOCK
(TYP)
WOOD BLOCK
LIFTING CABLE
HANDHOLE
SLING
CONDUITS
SECURE PVC
SLIDING DURING LIFTING
BRACE BASE FROM
D. DONG
CHECKED BY:
PROJECT TITLE: TOWN:
DRAWING TITLE:
PROJECT NO.
DRAWING NO.
SHEET NO.
Filename:SHEET NO.REVISION DESCRIPTIONDATEREV.
DEPARTMENT OF TRANSPORTATION
STATE OF CONNECTICUT
OF WORK WHICH WILL BE REQUIRED.
THE CONDITIONS OF ACTUAL QUANTITIES
IN NO WAY WARRANTED TO INDICATE
INVESTIGATIONS BY THE STATE AND IS
SHEETS IS BASED ON LIMITED
QUANTITIES OF WORK, SHOWN ON THESE
THE INFORMATION, INCLUDING ESTIMATED
SCALE AS NOTED
T
UCITCENNO
C
NO
IT
AT
RO
PS
NART FO
T
NE
MT
RA
PE
D
6/22/2018
BLOCK:
SIGNATURE/
...\SB_MSH_CCTV_0171_0414_CP-XX.dgnPlotted Date:
BRIDGE REHABILITATION
I-84 RESURFACING
AND SAFETY IMPROVEMENTS
NEWTOWN 96-200
WORK REQUIRED BASED ON FURTHER PENDING INVESTIGATIONS.
THE ACTUAL CONDITIONS OR FINAL QUANTITIES OF THE ACTUAL
INVESTIGATIONS AND IS IN NO WAY WARRANTED TO INDICATE
OF WORK SHOWN ON THESE SHEETS, IS BASED ON LIMITED
OTHERS. THE INFORMATION, INCLUDING ESTIMATED QUANTITIES
DEPARTMENT AND ARE BASED ON A DESIGN DEVELOPED BY
THE DETAILS ON THIS SHEET HAVE BEEN PROVIDED BY THE
NOTE:
PS/KE
CP
12.08
- -
-
-
-
- -
- - -
- - - -
- - -
- - -
- - - -
GENERAL NOTES: STRUCTURAL STEEL NOTES: FOUNDATION NOTES:
ALL METRIC DIMENSIONS ARE IN MILLIMETERS (mm) UNLESS NOTED OTHERWISE
4.
3.
2.
1.
e.
d.
c.
b.
a.
11.
10.
9.
8.
7.
6.
5.
4.
3.
2.
1.
INSPECTION OF FIELD WELDS
MAGNETIC PARTICLE ft 0
ULTRASONIC in 0
METHOD UNITS QUANITY
CTS-01
96-200
GENERAL, STRUCTURAL STEEL
& FOUNDATION NOTES
and Protection of Traffic" and "Prosecution and Progress".
TRAFFIC: All work shall be performed according to the special provisions "Maintenance
the sign in the final position. No additional payment will be made for adjustments.
A sufficient number of plate spacers shall be used as required to adequately support
as directed, with the steel rods as the pivot point (see 'Vertical Adjustment Detail').
vertical orientation of the sign shall be made by tilting the sign up to 3° up or down,
pivot point (see 'Catwalk and Horizontal Adjustment Plan'). Field adjustment in the
right or left from base orientation, as directed, with the center support beam as the
in the horizontal orientation of the sign shall be made by rotating the sign up to 3°
vertical sign orientation shall be made as directed by the Engineer. Field adjustment
support system shown on these plans, field adjustments in both the horizontal and
FIELD ADJUSTMENT OF SIGN: Prior to the final installation of the sign on the
and shop drawings based on the field measurements shall be submitted for approval.
structure, a field survey for the specific site shall be obtained, and the field survey
responsibility for their accuracy. Prior to the start of fabrication of a sign support
dimensions in the field to assure proper fit of the finished work and assume full
general information. The Contractor shall verify the location, the elevation and all
SITE LOCATION: Clearances and Elevations shown on the Roadway Plans are for
Supports for Highway Signs, Luminaires and Traffic Signals.
details refer to Group Loads as given in the Standard Specifications for Structural
FOUNDATION PRESSURE: The various Group Loadings noted on the foundation
be mechanically galvanized and shall meet the requirement of ASTM B695 Class 50.
or A153, whichever shall apply, except ASTM A325 Type-I bolts and steel shims shall
hot-dip galvanized after fabrication and shall meet the requirement of ASTM A123,
STRUCTURAL STEEL COATINGS: All steel components of the sign support shall be
STRUCTURAL STEEL: See Structural Notes for designations and requirements.
will not be permitted without the prior approval of the Engineer.
CONSTRUCTION JOINTS: Construction joints, other than those shown on the plans,
REINFORCEMENT: All reinforcement shall be ASTM A615, Grade 60.
otherwise.
CONCRETE COVER: All reinforcement shall have 3" (75) cover unless dimensioned
dimensioned otherwise.
EXPOSED EDGES: Exposed edges of concrete shall be beveled 1"x1" (25x25) unless
Special Provision.
CONCRETE FOR DRILLED SHAFT: Mix design to be supplied by Contractor. See
with the exception that Concrete for Drilled Shaft shall be used for the drilled shafts.
CLASS "A" CONCRETE: Class "A" Concrete shall be used for the entire foundation
Fatigue Design Loads: Galloping, Natural Wind Gusts, and Truck-Induced Gusts.
Fatigue Category I.
Design Life = 50 Years
Recurrence Interval = 50 Years
DESIGN CRITERIA:
Catwalk Load = A single load of 500 lbs (2200N) distributes over 2.0 ft. (0.6m)
additional signs are permitted.
The sign support is designed for a VMS cabinet of the size and weight shown. No
The design wind pressures is based on a 3-second gust windspeed of 120 mph (193 kph).
LIVE LOADS:
& A500 Shaped, Grade B, Fy = 46 ksi (317 mPa), Fu = 58 ksi (400 mPa)
Hollow Structural Sections, A500 Round, Grade C, Fy = 46 ksi (317 mPa), Fu = 62 ksi (428 mPa)
Structural Steel AASHTO M270, Grade 50 / ASTM A709, Fy = 50 ksi (345 mPa), Fu = 65 ksi (448 mPa)
Reinforcement, ASTM A615, Grade 60, fy = 60 ksi (414 mPa), fs = 24 ksi (166 mPa)
Concrete for Drilled Shaft based on f'c = 4000 psi (27580 kPa)
Class "A" Concrete based on f'c = 3000 psi (20685 kPa)
ALLOWABLE STRESSES:
as supplemented by the Connecticut Department of Transportation Bridge Design Manual (2003).
and Standard Specifications for Highway Bridges, 17th Edition, (AASHTO-2002),
Highway Signs, Luminaires and Traffic Signals, 6th Edition (AASHTO-2013),
DESIGN SPECIFICATIONS: Standard Specifications for Structural Supports for
and Special Provisions.
SPECIFICATIONS: Connecticut Department of Transportation Form 817 (2016)
BRIDGE REHABILITATION
DESIGNER/DRAFTER:
CHECKED BY:
PROJECT TITLE: TOWN:
DRAWING TITLE:
PROJECT NO.
DRAWING NO.
SHEET NO.
Filename:SHEET NO.REVISION DESCRIPTIONDATEREV.
DEPARTMENT OF TRANSPORTATION
STATE OF CONNECTICUT
OF WORK WHICH WILL BE REQUIRED.
THE CONDITIONS OF ACTUAL QUANTITIES
IN NO WAY WARRANTED TO INDICATE
INVESTIGATIONS BY THE STATE AND IS
SHEETS IS BASED ON LIMITED
QUANTITIES OF WORK, SHOWN ON THESE
THE INFORMATION, INCLUDING ESTIMATED
6/22/2018
BLOCK:
SIGNATURE/
...\SB_MSH_VMS_0171_0414_CTS-01.dgn
Border Version: 11/14/08
Plotted Date:
CONNECTICU
T
DE
PA
RT
ME
NT
O F TRANS
PO
RT
ATI
ON
I-84 RESURFACING
AND SAFETY IMPROVEMENTS
NEWTOWN
WORK REQUIRED BASED ON FURTHER PENDING INVESTIGATIONS.
THE ACTUAL CONDITIONS OR FINAL QUANTITIES OF THE ACTUAL
INVESTIGATIONS AND IS IN NO WAY WARRANTED TO INDICATE
OF WORK SHOWN ON THESE SHEETS, IS BASED ON LIMITED
OTHERS. THE INFORMATION, INCLUDING ESTIMATED QUANTITIES
DEPARTMENT AND ARE BASED ON A DESIGN DEVELOPED BY
THE DETAILS ON THIS SHEET HAVE BEEN PROVIDED BY THE
NOTE:
PS/KE
CP
are Fracture Critical Members (FCM) and are to be fabricated accordingly.
All members in the structure with the exception of the catwalk and railings
"Overhead Cantilever Truss Sign Support (Type VMS 1)".
The Cantilever Truss Sign Support will be paid for under these items:
support until the total structure is constructed.
The Contractor shall take the proper precautions to ensure the stability of the sign
Category SBrF - Simple Steel Bridges - Fracture Critical Endorsement
as noted below:
The structural steel fabricator shall be certified under the AISC Quality Control Program
All holes for bolted connections shall be standard holes except as noted.
shall have compatible nuts and washers. Lock nuts shall be of the self-locking type.
rods shall conform to ASTM F1554, Grade 105. All bolts, threaded rods, and anchor rods
conform to ASTM A307. Threaded rods shall conform to ASTM A449 Type I. Anchor
All structural bolts shall conform to ASTM A325 Type-I except U-bolts and J-bolts shall
proceeding to the next pass or layer, as determined by the Engineer.
multiple pass welds are made, each pass shall be inspected and accepted before
All fillet welds shall be inspected in their entirety by magnetic particle methods. Where
completely inspected by ultrasonic testing.
Unless noted otherwise, all groove welds shall be complete joint penetration and shall be
expense to the State. Welded field splices will not be allowed.
for approval. The cost of these splices, including the cost of design, shall be at no extra
allowed, these splices shall be designed by the Contractor and submitted to the Engineer
the written permission of the Engineer prior to the submission of the shop plans. If
Bolted field splices, other than those shown on the plans, will not be allowed except with
Critical on the shop drawings.
AASHTO/AWS D1.5-2010 Bridge Welding Code. All members shall be designated Fracture
critical and shall be fabricated in accordance with Chapter 12 (Fracture Control Plan) of
Structural Welding Code-Steel. All structural steel truss components are considered fracture
Welding details, procedures and testing methods shall conform to ANSI/AWS D1.1-2010
25 Ft.Lb @ 40°F (4.4 C) per AASHTO M270 F2, Table 11
All structural steel shall meet the following minimum values for notch toughness requirement:
Structural Steel: See Special Provisions.
specified compressive strength.
The sign support may be erected on the foundation only after the concrete has attained the
special provision for work to be included in this item.
The foundation will be paid for under the item "Overhead Cantilever Truss Sign Support Foundation". See the
for direction.
If site conditions require the pedestal height to exceed 5'-0" (1.5m), the Contractor shall notify the Engineer
compute top of pedestal elevation and height of pedestal, max. 5'-0" (1.5m).
If post height computed in step 'c' is greater than 27'-0" (8.1m), set post height at 27'-0" (8.1m) and
between 3'-0" (900) and 5'-0" (1.5m), maintaining minimum soil cover at the far side of cap as shown.
If post height computed in step 'c' is equal to or less than 27'-0" (8.1m), determine height of pedestal
Compute required post height between top of base plate and centerline truss.
Compute top of base plate elevation using 1'-0" (300) pedestal projection, gap, and base plate thickness.
roadway elevation at point of minimum vertical clearance to truss arm.
For the required post setback, determine existing ground elevation at the face of the pedestal and
Determine top of pedestal elevation as follows:
12.09
- -
-
-
-
- -
- - -
- - - -
- - -
- - -
- - - -
Specific Sites
Roadway Cross Section, including Elevations at
Roadway Plan of Specific Sites
Soil Boring Logs
Location of Post behind Barrier
Location of Sign over Roadway
Length of Sign Support Arm
Type of Barrier System in Front of Sign Support
* See the roadway plans for the following:
L Truss
NOTES:
1
2 (Min.)
2 (Min.)
1
*
*
MEMBER
SHIPPING DATA STRUCTURE TYPE ARM LENGTH VMS DISTANCE
VMS 1B
VMS 1A 25'-8" (7.8 m)
31'-6" (9.6 m)
L PostC
C
Top of Roadway
VMS NOTE: Lower Support Beam (Typ.)
LENGTH
SHIPPING
HEIGHT
SHIPPING
WIDTH
SHIPPING
WEIGHT
SHIPPING
7.
6.
5.
4.
3.
2.
1.
Pedestal
Top of
Barrier System *
Grade *
Finished
The doors shall swing freely through an arc of at least 90°.
location of the structural members shown on these plans.
that the operation of the doors will not be impeded by the
Variable Message Sign Cabinets shall be fabricated such
Post Setback
VMS Distance (See Table on this Sheet)
ALL METRIC DIMENSIONS ARE IN MILLIMETERS (mm) UNLESS NOTED OTHERWISE
20'-0" to 26'-5" (6 m to 8.1 m)
N.T.S.
Gap
26'-5" to 32'-3" (7.9 m to 9.7 m)
Varies
ROADWAY CROSS SECTION
SIGN SUPPORT STRUCTURE
TYPICAL ELEVATION OF
TYP. ELEV. SIGN SUPPORTSTR. ROADWAY X-SECT.
3'-11•" (1.2m) (VMS-1)
WEIGHT = 1750 LBS. (794 kg)
(VARIABLE MESSAGE SIGN)
(5.5 m X 2.4 m) VMS
18'-2" X 7'-10"
See Post Fabrication and Erection Notes for more information
Post Shipping Weights are for the entire post assembly.
(95)
3 3/4"
(Min.)
(305)
1"-0"
27'-0" (8.2
m)
Max.
10'-0" (3.0
m)
Min.
Arm Length (225)
9"
CTS-02
96-200
POSTS - TYPE VMS 1
ARM TRUSS - TYPE VMS 1B
ARM TRUSS - TYPE VMS 1A
31'-7" (9.6 m) (MAX.)
30'-4" (9.2 m)
24'-6" (7.5 m)
7'-4" (2.2 m)
5'-4" (1.6 m)
5'-4" (1.6 m)
4'-4" (1.3 m)
7'-4" (2.2 m)
7'-4" (2.2 m)
9.8 TONS (8890 kg)
5.2 TONS (4717 kg)
4.2 TONS (3810 kg)
(M
easured fr
om
Hig
hest
Point
of
Road
way)
at any of th
e 3
Lo
wer Support
Bea
ms
19'-0" (5790)
Minim
um
Vertical Cle
arance
DESIGNER/DRAFTER:
CHECKED BY:
PROJECT TITLE: TOWN:
DRAWING TITLE:
PROJECT NO.
DRAWING NO.
SHEET NO.
Filename:SHEET NO.REVISION DESCRIPTIONDATEREV.
DEPARTMENT OF TRANSPORTATION
STATE OF CONNECTICUT
OF WORK WHICH WILL BE REQUIRED.
THE CONDITIONS OF ACTUAL QUANTITIES
IN NO WAY WARRANTED TO INDICATE
INVESTIGATIONS BY THE STATE AND IS
SHEETS IS BASED ON LIMITED
QUANTITIES OF WORK, SHOWN ON THESE
THE INFORMATION, INCLUDING ESTIMATED
SCALE AS NOTED
6/22/2018
BLOCK:
SIGNATURE/
...\SB_MSH_VMS_0171_0414_CTS-02.dgn
Border Version: 11/14/08
Plotted Date:
CONNECTICU
T
DE
PA
RT
ME
NT
O F TRANS
PO
RT
ATI
ON
BRIDGE REHABILITATION
I-84 RESURFACING
AND SAFETY IMPROVEMENTS
NEWTOWN
WORK REQUIRED BASED ON FURTHER PENDING INVESTIGATIONS.
THE ACTUAL CONDITIONS OR FINAL QUANTITIES OF THE ACTUAL
INVESTIGATIONS AND IS IN NO WAY WARRANTED TO INDICATE
OF WORK SHOWN ON THESE SHEETS, IS BASED ON LIMITED
OTHERS. THE INFORMATION, INCLUDING ESTIMATED QUANTITIES
DEPARTMENT AND ARE BASED ON A DESIGN DEVELOPED BY
THE DETAILS ON THIS SHEET HAVE BEEN PROVIDED BY THE
NOTE:
PS/KE
CP
12.10
- -
-
-
-
- -
- - -
- - - -
- - -
- - -
- - - -
FOUNDATION
FOUNDATION PLAN
L Shaft
L Shaft
L
Shafts
L
Foundatio
n
B
B
CC
SECTION B-B
SECTION C-C
D D
SECTION D-D
TRAFFIC DIRECTION
ROADWAY SIDE
Full Height
64-#9 Dowels
EE
Anchorage
Sign Support
Anchorage
Sign Support
(Typ.)
Bonding BushingL Foundation
Grade
Finished
TABLE
Earth and
Rock
Conditio
n
Required Depth
TotalDepth to Rock
Depth
Rock Socket
NOTES:
SECTION E-E
C
C
C
C C
C
L TrussC
(Typ.)
L Post
(Typ.)
Reinforcement
Drilled Shaft
(Typ.)
Reinforcement
Drilled Shaft
Extention of
PVC Weephole
PVC Weephole
Conduits &
Rigid Metal
Each Face
23 Equal Spaces
Each Face
9
Equal Spaces
Each Face
9
Equal Spaces
Pile
Cap
Pedestal
Pile
Cap
Pedestal
Pile
Cap
Pedestal
3-#
5
Each Face
23 Equal Spaces
ALL METRIC DIMENSIONS ARE IN MILLIMETERS (mm) UNLESS NOTED OTHERWISE
Weep Hole (Typ.)
2•" (65) Dia. PVC
@ 6" (150)
Ties & Stirrups
(Typ.)
1'-7" (483)
(Typ.)
RMC
2" (50)
Wire Sweep
RMC Ground
ƒ" (20)
Radius (Typ.)
2'-0" (610)
(Typ.)
7" (175)
Min.
3'-0" (9
00)
N.T.S.
(Typ.)
6" (150) Rod (Typ.)
1‚" (35) Dia. Anchor
N.T.S.
N.T.S.
(Typ.)
7" (175)
#5 @ 12" (300)
(Typ.)
1"-3" (381)
@ 6" (150)
Ties & Stirrups
2'-0" (6
10)
(Typ.)
N.T.S.
N.T.S.
Weephole (Typ.)
2•" (30) Dia. PVC
3'-0" (900)
5'-0" (1.5m)
5'-0" (1.5m)
3'-0" (900)
Wire Sweep
ƒ" (19) RMC Ground
3'-8" (1.1
m)
6 Spaces
@ 7Š
" (185)
Pedestal
5'-0" (1.5
m)
Pile Cap
6'-0" (1.8
m)
Plate (Typ.)
4"x…" (110)
3'-0" (900)
6 Spaces @ 6" (150)
Anchor Rod (Typ.)
1‚" (6) Dia.
3'-0" (900)
6 Spaces @ 6" (150)
Pedestal
12'-0" (3.6m)
16'-0" (4.8m)
Pile Cap
Conduit (Typ.)
2" (51) Rigid Metal
Tie (Typ.)
#4 (#13)
(Typ.)
#9 (#29) Dowels
Ties
12-#5 (#16)
T & B
12-#9 (#29)
#5 (#16) @ 12" (300)
(Typ.)
@ 6" (150)
#4 (#13) Ties
@ 6" (150)
2-#4 (#13) Stirrups
Full Height
64-#9 (#29) Dowels
(Typ.)
#5 (#16) Stirrups
Spaces Each Face
12- #5 (#
16)
@ Equal
Stirrups (Typ.)
#4 (#13) Ties/
Dowels (Typ.)
#9 (#29)
#5 (#16) @ 12" (305)
3-#5 (#
16)
12-#9 (#29) T&B
2'-0" (610) (Typ.)
Stirrup (Typ.)
#4 (#13)
2'-0" (610)
10.
9.
8.
7.
6.
5.
4.
3.
2.
1.
DETAILS - I
A
A
See Note 10
Wire Mesh at Both Ends of Weep Hole (Typ.)
wire diameter. A square weave wire mesh shall be used, stainless steel type 304, 1/4" (6) square opening, 0.1200" (3)
the rebar cage during construction is provided so that the tie wires do not break.be allowed. It is the responsibility of the Contractor to ensure that a means of liftingThe spirals shall be tied to the longitudinal bars and no welding of the reinforcement cage will
compressive strength of 1,800 psi.shaft within 24 hours of the placement of concrete and only when the concrete has reached a minimumThe contractor shall not perform shaft excavation operations within three diameters of a newly poured
See Dwg. No. CTS-8 for Anchorage Detail.
Additional rigid metal conduits shall be provided as directed by the Engineer.
Ground rod clamp shall be approved for direct burial.
Rigid metal conduits shall extend a minimum of 2'-0" (610) from side of foundation.
All unused rigid metal conduits shall be capped.
be shifted 90° in adjacent ties.similar as shown on Section F-F & Section G-G on Dwg. No. CTS-4. Location of the lap splice shall#4 (#13) closed ties @ Max. 12" (305) spacing may be substituted for spirals. The tie detail should look
engineer shall be notified to determine if additional depth is required for the drilled foundation.If unsuitable material or cohesive soil is encountered during excavation for the foundation, the
CTS-03
96-200
DESIGNER/DRAFTER:
CHECKED BY:
PROJECT TITLE: TOWN:
DRAWING TITLE:
PROJECT NO.
DRAWING NO.
SHEET NO.
Filename:SHEET NO.REVISION DESCRIPTIONDATEREV.
DEPARTMENT OF TRANSPORTATION
STATE OF CONNECTICUT
OF WORK WHICH WILL BE REQUIRED.
THE CONDITIONS OF ACTUAL QUANTITIES
IN NO WAY WARRANTED TO INDICATE
INVESTIGATIONS BY THE STATE AND IS
SHEETS IS BASED ON LIMITED
QUANTITIES OF WORK, SHOWN ON THESE
THE INFORMATION, INCLUDING ESTIMATED
SCALE AS NOTED
6/22/2018
BLOCK:
SIGNATURE/
...\SB_MSH_VMS_0171_0414_CTS-03.dgn
Border Version: 11/14/08
Plotted Date:
CONNECTICU
T
DE
PA
RT
ME
NT
O F TRANS
PO
RT
ATI
ON
BRIDGE REHABILITATION
25 ft. (7.6m)
24 ft. (7.3m)
22 ft. (6.7m)
20 ft. (6.1m)
18 ft. (5.4m)
16 ft. (4.8m)
13 ft. (3.9m)
10 ft. (3.0m)
9 ft. (2.7m)
6 ft. (1.8m)
5 ft. (1.5m)
2 ft.(610)
1 ft. (305)
0 ft. (0)
25 ft. (7.6m)
25 ft. (7.6m)
24 ft. (7.3m)
22 ft. (6.7m)
20 ft. (6.1m)
18 ft. (5.4m)
17 ft. (5.1m)
16 ft. (4.8m)
15 ft. (4.5m)
14 ft. (4.2m)
13 ft. (3.9m)
12 ft. (3.6m)
11 ft. (3.3m)
10 ft. (3.0m)
0 ft. (0)
1 ft. (300)
2 ft. (600)
2 ft. (600)
2 ft. (600)
2 ft. (600)
4 ft. (1.2m)
6 ft. (1.8m)
6 ft. (1.8m)
8 ft. (2.4m)
8 ft. (2.4m)
10 ft. (3.0m)
10 ft. (3.0m)
10 ft. (3.0m)
rounded up to the next highest tabulated value.tabulated values, the total required depth shall be If depth to rock is determined to be between the Note:
I-84 RESURFACING
AND SAFETY IMPROVEMENTS
NEWTOWN
WORK REQUIRED BASED ON FURTHER PENDING INVESTIGATIONS.
THE ACTUAL CONDITIONS OR FINAL QUANTITIES OF THE ACTUAL
INVESTIGATIONS AND IS IN NO WAY WARRANTED TO INDICATE
OF WORK SHOWN ON THESE SHEETS, IS BASED ON LIMITED
OTHERS. THE INFORMATION, INCLUDING ESTIMATED QUANTITIES
DEPARTMENT AND ARE BASED ON A DESIGN DEVELOPED BY
THE DETAILS ON THIS SHEET HAVE BEEN PROVIDED BY THE
NOTE:
PS/KE
CP
12.11
- -
-
-
-
- -
- - -
- - - -
- - -
- - -
- - - -
3"
3'-6" Dia.
Em
bed
ment
3'-
0"
Dia.
4'-0"
SECTION F-F
SECTION G-G
EARTH CONDITION
SECTION THROUGH
ROCK CONDITION
SECTION THROUGH
Splic
e
1'-
" Min.
Slope Varies
Finished Grade
Surface (Typ.)
Roughened
Joint with
Construction
EARTH AND ROCK CONDITION
SECTION THROUGHPedestal
Top of Rock
SECTION A-A
F F
F F
G G
F F
Pedestal
Pedestal
Slope Varies
Finished GradeSlope Varies
Finished Grade
Excavation (Typ.)
Limits of Rock
Top of Rock
NOTES:
Splic
e 1'-6"
Min.
(Typ.)
Bonding Bushing
Wire
#8 GroundReinforcement
to clear Pile Cap
Discontinue Spiral
Total R
equired
Depth,
See Table
Total R
equired
Depth,
See Table
FOUNDATION
6'-0" (1.8m)
5'-0" (1.5m)
Wire Sweep
ƒ" (20) RMC Ground
Bevel (Typ.)
2"x2" (50x50)
(Min.)
(300)
1'-0"
PVC Weephole
2•" (63) Dia. 6" (150)
(Typ.)
Pile Cap
Varies 3'-0" (9
00)
Min.
to 5'-0" (1.5
m)
Max.
Cover
6" (150) Min. 4'-0" (1.2
m)
20'-0" - 3'-6" (6.0
m - 1.05
m)
Dia.
Drille
d Shaft Rod
Long Ground
(3.6m)
x 12'-0"
†" (16) Dia.
Radius
1'-0" (300)
RMC (Typ.)
2" (50)
Min.
3'-0" (9
00)
Embed
ment
3'-0" (9
00)
Cover
Min.
6" (150)
Bevel (Typ.)
2"x2" (50x50)
6'-0" (1.8m)
5'-0" (1.5m)
Weephole
Dia. PVC
2•" (65)
3'-6" (1.0
5m)
Dia. Rock Socket
3" (7
5)
1'-0" (3
00) (Min.)
N.T.S.
N.T.S.
Bevel (Typ.)
2"x2" (50x50)
Cover
Min.
6" (150)
Varies 3'-0" (9
00)
Min.
to 5'-0" (1.5
m)
Max.
6'-0" (1.8m)
5'-0" (1.5m)
1'-0" (3
00)
(Min.)
Weephole
Dia. PVC
2•" (65)
Em
bed
ment
3'-0" (9
00)
Pile
Cap
4'-0" (1.2
m)
(Typ.)
2'-0" (600)
6
N.T.S.
(450)
3" (7
5)
(450)
4'-0" (1.2
m)
Pile Cap
Varies 3'-0" (9
00)
Min.
to 5'-0" (1.5
m) M
ax.
Drille
d Shaft Depth to Rock
4'-0" (1.2
m)
Dia.
4'-0" (1.2m) Dia.3'-6" (1.05m) Dia.
3'-6" (1.05m) Dia.
10'-0" - 3'-6" (3.0
m - 1.05
m)
Dia. Rock Socket
(See
Note 2)
#3 (#
10) Spir
al
@
Max. Pitch = 3" (7
5)
(See
Note 2)
#3 (#
10) Spir
al
@
Max. Pitch = 3" (7
5)
(See
Note 2)
#3 (#
10) Spir
al
@
Max. Pitch = 3" (7
5)
Max. 3" (75) Pitch
#3 (#10) Spiral @
Equally Spaced
Vertical Bars
28 - #9 (#29)
Max. 3" (75) Pitch
#3 (#10) Spiral @
Equally Spaced
Vertical Bars
28 - #9 (#29)
ALL METRIC DIMENSIONS ARE IN MILLIMETERS (mm) UNLESS NOTED OTHERWISE
DETAILS - II
No. CTS-3 for detail.
See Section B-B on Dwg.
and Pile Cap is not shown.
Reinforcement on Pedestal
Sign Support Anchorage and
Area
Angle in Excavation
Grnd. Rod -
†" x 12' (16 x 3.6m) Rod as required.
Install additional Gnd.
above rock line
Install in excavation
Grnd. Rod
†" x 12' (16 x 3.6m)
4" (100) Cover
7" (175) Cover
CTS-04
96-200
DESIGNER/DRAFTER:
CHECKED BY:
PROJECT TITLE: TOWN:
DRAWING TITLE:
PROJECT NO.
DRAWING NO.
SHEET NO.
Filename:SHEET NO.REVISION DESCRIPTIONDATEREV.
DEPARTMENT OF TRANSPORTATION
STATE OF CONNECTICUT
OF WORK WHICH WILL BE REQUIRED.
THE CONDITIONS OF ACTUAL QUANTITIES
IN NO WAY WARRANTED TO INDICATE
INVESTIGATIONS BY THE STATE AND IS
SHEETS IS BASED ON LIMITED
QUANTITIES OF WORK, SHOWN ON THESE
THE INFORMATION, INCLUDING ESTIMATED
SCALE AS NOTED
6/22/2018
BLOCK:
SIGNATURE/
...\SB_MSH_VMS_0171_0414_CTS-04.dgn
Border Version: 11/14/08
Plotted Date:
CONNECTICU
T
DE
PA
RT
ME
NT
O F TRANS
PO
RT
ATI
ON
BRIDGE REHABILITATION
I-84 RESURFACING
AND SAFETY IMPROVEMENTS
NEWTOWN
WORK REQUIRED BASED ON FURTHER PENDING INVESTIGATIONS.
THE ACTUAL CONDITIONS OR FINAL QUANTITIES OF THE ACTUAL
INVESTIGATIONS AND IS IN NO WAY WARRANTED TO INDICATE
OF WORK SHOWN ON THESE SHEETS, IS BASED ON LIMITED
OTHERS. THE INFORMATION, INCLUDING ESTIMATED QUANTITIES
DEPARTMENT AND ARE BASED ON A DESIGN DEVELOPED BY
THE DETAILS ON THIS SHEET HAVE BEEN PROVIDED BY THE
NOTE:
PS/KE
CP
12.12
- -
-
-
-
- -
- - -
- - - -
- - -
- - -
- - - -
CANTILEVER TRUSS SIGNSUPPORT SP. FOOT DTLS
Pedestal
Lower
FOUNDATION PLAN
Footing
L
Posts
CC
D D
SECTION D-D
SECTION A-A
SECTION B-B
B
B
A
A
SECTION C-C
Slope Varies
Finished Grade
TRAFFIC DIRECTION
ROADWAY SIDE
Finished Grade
Pedestal
Pedestal
Pedestal
L Truss
L Foundation
(Typ.)
Bonding Bushing
Anchorage
Sign Support
(Typ.)
Full Height
#9 Dowels
Anchorage
Sign Support
(Typ.)
Bonding Bushing
Pedestal
Lo
wer Pedestal
Lo
wer Pedestal
NOTES:
C
C
C
C
(Typ.)
L Post
6.
5.
4.
3.
2.
1.
PVC Weephole
Conduits &
Rigid Metal
PVC Weephole
(TYPE VMS 3)
(TYPE VMS 1 & 2)
Each Face
23 Equal Spaces
Each Face
9
Equal Spaces
Each Face
23 Equal Spaces
ALL METRIC DIMENSIONS ARE IN MILLIMETERS (mm) UNLESS NOTED OTHERWISE
of the foundation.
c. Determine if rock is stratified in a manner that is likley to cause slippage
to engage the rock during twisting of the footing.
b. Indicate the extents of rock excavation and show a means for the footing
a. Provide the Engineer with a detailed plan of action for approval.
following before performing any construction:
If the Contractor elects to place a Spread Footing on Rock, he shall do the
See Dwg. No. CTS-10 for Anchorage Detail.
Additional rigid metal conduits shall be provided as directed by the Engineer.
Ground rod clamp shall be approved for direct burial.
Rigid metal conduits shall extend a minimum of 2'-0" (600) from side of foundation.
All unused rigid metal conduits shall be capped.
2'-0" (600) (Typ.)
3'-0" (900) (Typ.)
(TYPE VMS 1 & 2)
(TYPE VMS 3) (Shown)
2'-0" (6
00)
Ground Wire Sweep
ƒ" (20) RMC
Weephole (Typ.)
2•" (65) Dia. PVC
3'-8" (1.1
m)
6 Spaces
@ 7Š
" (185)
3'-0" (900)
6 Spaces @ 6" (150)
3'-0" (900)
6 Spaces @ 6" (150)
Rod (Typ.)
1‚" (35) Dia. Anchor
N.T.S.
N.T.S.
Weep Hole (Typ.)
2•" (65) Dia. PVC3'-0" (900)
2'-0" (600)
1'-0" (3
00)
Min.
1'-3" (375)
(Typ.)
Bevel (Typ.)
2"x2" (50x50)
Lo
wer Pedestal
Varies 3'-0" (9
00)
Min.
to 5'-0" (1.5
m)
Max.
Conduit (Typ.)
Metal
2" (50) Rigid
3'-0" (9
00)
Each Way
#6 @ 1'-0" (300)
Wire Sweep
ƒ" (20) RMC Ground
N.T.S.
(Typ.)
5•" (150)
Min.
(300)
1'-0"
Lo
wer Pedestal
Varies 3'-0" (9
00)
Min.
to 5'-0" (1.5
m)
Max.
5'-0" (1500)
3'-0" (9
00)
Min.
3'-0" (9
00)
Bevel (Typ.)
2"x2" (50x50)(Typ.)(375)1'-3" RMC (Typ.)
2" (50)
Long Ground Rod
†" (15) Dia. x 12'-0" (300)
N.T.S.
Ties
&
Stirrups
@ 6" (150)
2'-0" (600)
6" (150)
(Typ.)
(Min.)
6" (150)
@ 6" (150)
Ties & Stirrups
N.T.S.
(Typ.)
6" (150)
Rod (Typ.)
Dia. Anchor
1‚" (35)
Weephole
PVC
2•" (65) Dia.
(Typ.)(375)
1'-3"
18'-0" (5.4 m)
Conduit (Typ.)
2" (50) Dia. Rigid Metal
3'-0" (900)6'-0" (1.8 m)6'-0" (1.8 m)3'-0" (900)
6'-0" (1.8
m)
6'-0" (1.8
m)
19'-0" (5.7
m)
5'-0" (1.5
m)
19'-0" (5.7 m)
5'-0" (1.5 m) 5'-0" (1.5 m)
5'-0" (1.5
m)
3'-0" (900)
6'-0" (1.8 m)
6'-0" (1.8 m)
3'-0" (900)
3'-6" (1.0
5m)
2'-6" (7
50)
2'-6" (7
50)
3'-6" (1.0
5m)
18'-0" (5.4 m)
3'-6" (1.05m) 3'-6" (1.05m)
7
Equal Spaces
Each Face
9
Equal Spaces
Each Face
7
Equal Spaces
Each Face
Plate (Typ.)
4"x…" (100x9)
2.31 Ksf (110 kPa) (Group II)
Maximum Design Foundation Pressure:
#4 (#
13) Ties & Stirrups
@ 6" (150)
Each Way
#8 (#25) @ 1'-0" (300)
Additional (Typ.)
#9 (#29) Dowels
/Stirrups (Typ.)
#4 (#13) Ties
Each Way
#6 (#19) @ 1'-0" (300)
(Typ.)
Full Height
#9 (#29) Dowels
Each Way
#8 (#25) @ 1'-0" (300)
Additional (Typ.)
#9 (#29) Dowels
(Typ.)
@ 6" (150)
#4 (#13) Ties
Dowels Full Height
64-#9 (#29)
(Typ.)
@ 6" (150)
#4 Ties (#13)
@ 6" (150)
4-#4 (#13) Stirrups
Dowels Additional
92-#9 (#29)
@ 6" (150)
2-#4 (#13) Stirrups
Full Height
64-#9 (#29) Dowels
Ground Wire
#8 (#25)
Wire Sweep
Ground
ƒ" (20) RMC
CTS-05
96-200
DESIGNER/DRAFTER:
CHECKED BY:
PROJECT TITLE: TOWN:
DRAWING TITLE:
PROJECT NO.
DRAWING NO.
SHEET NO.
Filename:SHEET NO.REVISION DESCRIPTIONDATEREV.
DEPARTMENT OF TRANSPORTATION
STATE OF CONNECTICUT
OF WORK WHICH WILL BE REQUIRED.
THE CONDITIONS OF ACTUAL QUANTITIES
IN NO WAY WARRANTED TO INDICATE
INVESTIGATIONS BY THE STATE AND IS
SHEETS IS BASED ON LIMITED
QUANTITIES OF WORK, SHOWN ON THESE
THE INFORMATION, INCLUDING ESTIMATED
SCALE AS NOTED
6/22/2018
BLOCK:
SIGNATURE/
...\SB_MSH_VMS_0171_0414_CTS-05.dgn
Border Version: 11/14/08
Plotted Date:
CONNECTICU
T
DE
PA
RT
ME
NT
O F TRANS
PO
RT
ATI
ON
BRIDGE REHABILITATION
I-84 RESURFACING
AND SAFETY IMPROVEMENTS
NEWTOWN
WORK REQUIRED BASED ON FURTHER PENDING INVESTIGATIONS.
THE ACTUAL CONDITIONS OR FINAL QUANTITIES OF THE ACTUAL
INVESTIGATIONS AND IS IN NO WAY WARRANTED TO INDICATE
OF WORK SHOWN ON THESE SHEETS, IS BASED ON LIMITED
OTHERS. THE INFORMATION, INCLUDING ESTIMATED QUANTITIES
DEPARTMENT AND ARE BASED ON A DESIGN DEVELOPED BY
THE DETAILS ON THIS SHEET HAVE BEEN PROVIDED BY THE
NOTE:
PS/KE
CP
12.13
- -
-
-
-
- -
- - -
- - - -
- - -
- - -
- - - -
CANTILEVER TRUSS SIGN
L Truss
L Truss
SECTION A-A
VMS
Far SideBottom
Top &
(Typ.)
Bottom
VMS
Sign Side
(Typ.)
Top
(Typ.)
Far Side
ELEVATION
PLAN
(See Roadway Plan)
Barrier System
Grade
Finished
A
A
Top of Roadway
(Typ.)
Sign Side
L Chord Splices
"Cantilever Truss Sign Support (Type VMS 1)".
Type VMS 1B shall be paid for under the same item
The Cantilever Truss Sign Support Type VMS 1A &
C
C
CC
C
C
#
NOTE:
NOTES:
Finished Grade
GALVANIZING
OF VMS SUPPORT BEAMS PRIOR TO
COUPLING WITH SITE SPECIFIC LOCATION
COORDINATE LOCATION OF NIPPLE
MOUNT SIGN ON SIGN SIDE ONLY.
STRUCTURE DESIGNED FOR VMS ONLY.
3.
2.
1.
configuration shown here.
maintain the post to diagonal
shall be reversed so as to
of vertical diagonal braces
side of traffic, the direction
If the post is on the left
UT
Typ.
POST FABRICATION DETAIL
F - Total Fabrication Camber
E - Permanent Camber
D - Deadload Deflection
C - Total Fabrication Camber
B - Permanent Camber
A - Deadload Deflection
Post
Vertical Line
Horizontal Line
Arm
Truss
DEFLECTION & CAMBER DIAGRAM
N.T.S.
SECTION B-B
STRUT DETAIL
6.
5.
4.
3.
2.
1.
POST FABRICATION NOTES:
3.
2.
1.
4.
3.
2.
1.
F
D
E
C
A
B
ALL METRIC DIMENSIONS ARE IN MILLIMETERS (mm) UNLESS NOTED OTHERWISE
9" (229)
2'-5" (737)
10" (250)
N.T.S.
(584)1'-11"
(610)2'-0" (152)
6"
(914)
3'-0"
(914)
3'-0"
Nipple Coupling
2" (51) Dia.
(225)
9"
(Typ.)
8" (203)
(737)2'-5"
27'-0" (8.2
m)
Max.
(Min.)
1'-0" (3
05)
N.T.S.
1'-10" (559)
2'-0" (6
10)
1'-0" (3
05)
1'-0" (3
05)
N.T.S.
(Typ.)
•" (13) Plate
See Note 4.
Inside Radius (Typ.)
1•" (38) (Min.), 2" (51) (Max.)
N.T.S.
N.T.S.
N.T.S.
4'-0" (1.2m)
(Typ.)
on Dwg. No. CTS-8
See "Handhole Detail"
1'-0"x1'-0" (305x305) Handhole -
2'-0" (610)
2'-0" (610)
(406)
1'-4"
2'-0" (6
10)
4'-0" (1.2
m)
31'-6" (9.6m) - TYPE VMS 1B
25'-8" (7.8m) - TYPE VMS 1A
7" (178)
2'-10" (8
64)
Max.
(Typ.)
(610)
2'-0"
Number of Struts Varies
Equal
Spaces
@ 3'-0" (9
00)
Min.
& 4'-0" (1.2
m)
Max.
6'-0" (1.8
m)
strut bolts shall be tightened 1/6th of a turn beyond snug tight.
the bolts only hand-tight. Once the arm has been bolted tightly to the posts, the
It is suggested that the posts be erected individually, then the struts installed with
sequences with the shop drawings to the Engineer for approval.
The Contractor shall prepare and submit complete fabrication and erection
Do not reuse shop erection bolts in final assembly.
Disassemble for shipping. New bolts shall be used for the final, field assembly.
plates. Galvanize all components and reassemble in the shop to ensure proper fit.
Disassemble the posts and struts and plug the tapped holes in the strut anchor
installation of the struts.
during this assembly, since the space the shims occupy will facilitate field
of ‚" (6) as shown in "Strut Detail". It is critical that the shim plates be installed
Shop-assemble the posts and struts with shim plates having a total thickness
the posts and the base plates should be even with one another.
When the strut-to-post connections are tight, the struts should be square to
welding to the posts.
should be standard size. Base plates shall be aligned with the templates prior to
the same bolt pattern in both the posts and anchor bolts. Holes in the templates
It is recommended that a single template be fabricated at each site to ensure
on Dwg. No. CTS-8
Bolt See "Handhole Details"
- Drill & Tap for ‚" Dia.
2"x2"x‚" (51x51x6) Plate
Grounding Lug -
(Typ.)
(HSS101.6x101.6x12.7)
HSS4x4x•
(Typ.)
Truss Chord
(HSS177.8x177.8x12.7)
HSS7x7x•
1'-11" (584)
(HSS355.6x254x12.7)
HSS14x10x•
(Typ.)
(HSS101.6x101.6x12.7)
HSS4x4x•
(Typ.)
(HSS152.4x152.4x12.7)
HSS6x6x•
(1.2
m)
3'-11•"
at any of the 3 Lo
wer Support Bea
ms
19'-0" (5.8
m)
Minim
um
Vertic
al
Cle
arance
(Typ.)
Truss Chord
(HSS177.8x177.8x12.7)
HSS7x7x•
(Typ.)
Truss Chord
(HSS177.8x177.8x12.7)
HSS7x7x•
This Sheet
See "STRUT DETAIL"
(HSS355.6x254x12.7)
HSS14x10x• (Typ.)
1
2 (Min.)
2 (Min.)
1
(See Roadway Plan)
Post Setback
4 Panels @ 5'-10" (1.8m) = 23-4" (7.1m) - TYPE VMS 1B
3 Panels @ 5'-10" (1.8m) = 17'-6" (5.3m) - TYPE VMS 1A
5'-9" (1.8m)
4 Panels @ 5'-10" (1.8m) = 23-4" (7.1m) - TYPE VMS 1B
3 Panels @ 5'-10" (1.8m) = 17'-6" (5.3m) - TYPE VMS 1A
5'-9" (1.8m)
The same bend radius shall be used for each structure.
detailed on this sheet.
Fy=50 ksi steel and the inside radius of the corners shall be as
Structural steel plate for the posts shall conform to ASTM A709,
and shall have a backer bar.
longitudinal seam welds shall be 100% penetration butt welds
welding them together using two longitudinal seam welds. The
The posts shall be fabricated by forming two [ ] sections and
Institute of North America.
The posts shall be produced by a member of the Steel Tube
1" (25)
0" (0)
1" (25)
2†" (67)
…" (10)
2‚" (57)
SUPPORT TYPE VMS 1 - I
on this sheet
See fabrication detail
Post (Typ.)
24x22x• (609.6x558.8x12.7)
L C
Plates
C
Strut
L
(Typ.)
2" (51)
(Typ.)
3•" (89)
(5
1)
2"
2'-4•" (7
24)
7 Spcs.
@ 3•" (8
9)
(5
1)
2"
10ƒ" (273) 10ƒ" (273)
" (6
22)
2-1
2'
L
LC Strut & Flange Plate
C Post
‡" (22) Dia. Bolt (Typ.)
Hole in Anchor Plate for
‡" (22) Dia. X 1ƒ" (44) Deep Threaded
1„" (29) Dia. Hole in Shim Plates
1„" (29) Dia. Hole in Flange Plate
28•"x21•" (724x546) Shim Plate
28•"x21•"x2" (724x546x51) Anchor Plate
28•"x21•"x1" (724x546x25) Flange Plate
Flange Plate Only
4" (102) Dia. Hole in
Strut to Flange PlateMT
…" (10)
Anchor Plate to Post Wall (Typ.)MT
Š" (8)
POST FABRICATION AND ERECTION NOTES:
(Typ.)
2" (51) Radius
Strut (Typ.)
(HSS355.6x254x12.7)
HSS14x10x•
LC PostLC Post
LC
Strut
11" (279) 2'-2" (660)
1'-7 3/4 " (495)
11" (279)
2'-4•" (7
24)
B
BMT
Typ.
Š" (8)
MT
Typ.Š" (8)
May be placed at both ends of strut
Use Shim Plate(s) As Needed in FIeld
Flange Plate (Typ.)
1" (25) Thick
(Typ.)
Anchor Plate
2" (51) Thick
‚" (6)
Shim
(HSS355.6x254x12.7)
HSS14x10x•
Framing Details
for VMS Support
See Dwg. No. CTS-9
for placement
- See Dwg. No. CTS-9
Variable Message Sign
7'-11" (2.4m)
18'-2" (5.5m) x
- See Dwg. No. CTS-9
- 2 at Top & 3 at Bottom
VMS Support Beams
Note 3.
for more detail. Also see
- See Dwg. No. CTS-8
on Sign Side Chord (Typ.).
L 2" (51) Dia. Nipple Coupling
See Dwg. No. CTS-8
For Anchorage Detail
Dwg. No. CTS-7
CONNECTION" - See
"ARM-TO-POST
Dwg. No. CTS-8
"BOLT DETAIL" in
‡" (22) Dia. Bolt - See
Posts
L 24x22x• (609.6x558.8x12.7)
Posts
L 24x22x• (609.6x558.8x12.7)
Wire
#8 (#4.11) Ground
(Typ.)
1"x‚" (25x6)
Backer Bar
CTS-06
96-200
DESIGNER/DRAFTER:
CHECKED BY:
PROJECT TITLE: TOWN:
DRAWING TITLE:
PROJECT NO.
DRAWING NO.
SHEET NO.
Filename:SHEET NO.REVISION DESCRIPTIONDATEREV.
DEPARTMENT OF TRANSPORTATION
STATE OF CONNECTICUT
OF WORK WHICH WILL BE REQUIRED.
THE CONDITIONS OF ACTUAL QUANTITIES
IN NO WAY WARRANTED TO INDICATE
INVESTIGATIONS BY THE STATE AND IS
SHEETS IS BASED ON LIMITED
QUANTITIES OF WORK, SHOWN ON THESE
THE INFORMATION, INCLUDING ESTIMATED
SCALE AS NOTED
6/22/2018
BLOCK:
SIGNATURE/
...\SB_MSH_VMS_0171_0414_CTS-06.dgnPlotted Date:
CONNECTICU
T
DE
PA
RT
ME
NT
O F TRANS
PO
RT
ATI
ON
BRIDGE REHABILITATION
I-84 RESURFACING
AND SAFETY IMPROVEMENTS
NEWTOWN
INVESTIGATIONS.
FURTHER PENDING
WORK REQUIRED BASED ON
QUANTITIES OF THE ACTUAL
ACTUAL CONDITIONS OR FINAL
WARRANTED TO INDICATE THE
AND IS IN NO WAY
ON LIMITED INVESTIGATIONS
ON THESE SHEETS, IS BASED
QUANTITIES OF WORK SHOWN
INCLUDING ESTIMATED
OTHERS. THE INFORMATION,
ON A DESIGN DEVELOPED BY
DEPARTMENT AND ARE BASED
HAVE BEEN PROVIDED BY THE
THE DETAILS ON THIS SHEET
NOTE:
PS/KE
CP
12.14
- -
-
-
-
- -
- - -
- - - -
- - -
- - -
- - - -
CANTILEVER TRUSS SIGN
Member
L Chord
(Typ.)
Member
L Horizontal
MT
Member (Typ.)
L Through
Member
L Overlapping
TRUSS MEMBER CONNECTION
Typ.
Member (Typ.)
L Horiz. Diagonal
Face
Each
MT3.
2.
1.
PLAN SECTION - PANEL POINT
SIDE SECTION - PANEL POINT
(Bottom Chord shown and Top similar)
(Far Side Chord shown and Near Side similar)
NOTE:
Member
L Chord
radius.
adjacent to the conner
members shall be drilled
and horizontal diagonal
All holes in the horizontal
C
C
C
C
C
C
MT
(Typ.)
VENT/DRAIN HOLE NOTES:
(Typ.)
overlapping member
around corner of
Continue Fillet Weld
MT
L Plate
L Chord
L
Plate
L
Chord
CHORD CONNECTION PLATE
SECTION C-C
POST CONNECTION PLATE
SECTION D-D
L
Plate
L
Chord
SECTION E-E
L Plate
L Chord
L Post
Typ.
MT
Typ.
Truss Chord
(Typ.)
Post Wall
Post Chord
C
C
C C C C
C
C
C
UT
UT
MT
UT
45°
L Posts
CC
L Truss
SECTION A-A
L Chords
L Post
L Chords
L Post
B
A A
B
SECTION B-B
L Truss L Post
ARM-TO-POST CONNECTION
D
DD
CC
E
E
D
C
C
C
C
C
C
C
C
FABRICATION NOTES:
5.
4.
3.
2.
1.
4'-0" (1.2m)
MT
Typ.
(330)
1'-1"
(330)
1'-1"
ALL METRIC DIMENSIONS ARE IN MILLIMETERS (mm) UNLESS NOTED OTHERWISE
(See note 2)(Typ.)
Connection Plate
2" (51) Thick Post
(See note 3)(Typ.)
Connection Plate
2" (51) Thick Chord
N.T.S.
1'-11" (5
84)
(381)
1'-3"
prior to galvanizing the posts and truss.
that would damage the galvanized coating shall be completed
All welding, drilling of holes, and any other fabrication practices
length.
leaving the chords long. Then trim the chords to the correct
It is recommended to fabricate the entire truss arm first,
matching chord connection plates.
plates may be used as a template to mark the bolt holes in the
plates are fabricated. Bolt holes in the truss arm chord connection
to the post chord be drilled after the truss arm and chord
It is suggested that bolt holes in the chord connection plate welded
to welding the post chord members to these plates.
The post connection plates shall be welded to the posts prior
a gap of ‘" (2) maximum.
The holes in the post walls for chord members shall provide
4'-0" (1.2m)
(Typ.)
in Chord Connection Plates
Washers - 1ˆ" (27) Dia. Hole
1" (25) Dia. Bolt w/ Hex Nut &
(330)
1'-1"
(330)
1'-1"
(Typ.)
on Dwg. No. CTS-8
- See "Post Cap Detail"
‚" (6) Thick Removable Cap
6'-0" (1.8
m)
(406)
1'-4"
(Typ.)
Chord Connection Plates
3•" (89) Dia. Vent/Drain in
N.T.S.
Chord only
Wall of this Post
Hole on Bottom
2" (51) Dia. Utility
on Dwg. No. CTS-8
See "Handhole Detail"
Handhole -
1'-0"x1'-0" (305x305)
N.T.S.
2'-0" (6
10)
6'-0" (1.8
m)
(See note 2)(Typ.)
Connection Plate
2" (51) Thick Post
(381)
1'-3"
(584)
1'-11"
2'-0" (610)
7" (178)
(See note 3)(Typ.)
Connection Plate
2" (51) Thick Chord
MT
Typ.
MT
Typ.
(Typ.)
Connection Plates
1ˆ" (27) Dia. Hole in
Nut & Washers -
1" (25) Dia. Bolt w/ Hex
N.T.S.
N.T.S.
Hole (Typ.)
1ˆ" (27) Dia.
(5
1)
2"
1'-4" (4
06)
3
@ 4" (102)
=1'-0" (3
05)
(51)
2"
(51)
2"
Connection Plate
2" (51) Thick
in Plate
3•" (89) Dia. Hole
(102)
3 @ 4"
=1'-0" (305)
1'-4" (406)
(51)
2"
(Typ.)
Connection Plate
2" (51) Thick Post
Utility Hole
2" (51) Dia.
(175)
7"
Plates
Chord Connection
3•" (89) Dia. Hole in
Connection Plates
2" (51) Thick Chord
N.T.S.
Connection Plate
2" (51) Thick
1'-4" (4
06)
(Typ.)
Radius
1" (25)
1'-4" (406)
•" (12)
‰" (5)
…" (10) (Typ.)
2" (51) Max.
Hole in Chord (Typ.)
1" (25) Dia. Internal Vent/Drain
interior side of member (Typ.)
1" (25) Dia. Vent/Drain Hole in
(Typ.)
2" (5
1)
ƒ" (19)
top of member (Typ.)
•" (12) Dia. Vent Hole in Min. Gap
ƒ" (19)
bottom of member (Typ.)
1" (25) Dia. Vent/Drain Hole in
(Typ.)
2" (5
1)
top of member (Typ.)
•" (12) Dia. Vent Hole in
(Typ.)
2" (51) Max.
N.T.S.
bottom of member (Typ.)
1" (25) Dia. Vent/Drain Hole in
Drain Hole in Chord (Typ.)
1" (25) Dia. Internal Vent/
interior side of member (Typ.)
1" (25) Dia. Vent/Drain Hole in
(Typ.)
Post Chord
(HSS177.8x177.8x12.7)
HSS7x7x•
(Typ.)
Truss Chord
(HSS177.8x177.8x12.7)
HSS7x7x•
(Typ.)
(HSS355.6x254x12.7)
HSS14x10x•
(Typ.)
(HSS355.6x254x12.7)
HSS14x10x•
(Typ.)
Truss Chord
(HSS177.8x177.8x12.7)
HSS7x7x•
(Typ.)
Post Chord
(HSS177.8x177.8x12.7)
HSS7x7x•
Chord
(HSS177.8x177.8x12.7)
HSS7x7x•
(Typ.)
Truss Chord
(HSS177.8x177.8x12.7)
HSS7x7x•
(8)Š"
(8)Š"
(8)Š"
(5)‰"
(8)Š"
(5)‰"
(8)Š"
(10)…"
(10)…"
(10)…"
Post (Typ.)
(609.6x558.8x12.7)
24x22x•
structure as a result of the proposed change.
shall demonstrate no adverse effect on the
engineer licensed in Connecticut. The analysis
prepared and stamped by a professional
be accompanied by a complete analysis
to submission of shop drawings and shall
the plans shall be requested in writing prior
Any deviation from the details shown on
shop drawings are submitted for review.
must be coordinated with the galvanizer before
adequate for galvanizing. However, the details
holes are shown on the plans and are considered
The Number, Size, and Location of Vent/Drain
on bottom surfaces are to be left unplugged.
plastic plugs after galvanizing. Vent Holes
vertical surfaces are to be plugged with
All of Vent/Drain holes located on top or
1" (25)
(Typ.)
Post (Typ.)
(609.6x558.8x12.7)
24x22x•
SUPPORT TYPE VMS 1-II
on Dwg. No. CTS-8
"Chord Cap Details"
Chord Cap - See
Dwg. No. CTS-8
WELDING DETAILS" on
See "CHORD-TO-PLATE
No. CTS-8
Detail on Dwg.
See Welding
No. CTS-8
Detail on Dwg.
See Welding
CTS-07
96-200
DESIGNER/DRAFTER:
CHECKED BY:
PROJECT TITLE: TOWN:
DRAWING TITLE:
PROJECT NO.
DRAWING NO.
SHEET NO.
Filename:SHEET NO.REVISION DESCRIPTIONDATEREV.
DEPARTMENT OF TRANSPORTATION
STATE OF CONNECTICUT
OF WORK WHICH WILL BE REQUIRED.
THE CONDITIONS OF ACTUAL QUANTITIES
IN NO WAY WARRANTED TO INDICATE
INVESTIGATIONS BY THE STATE AND IS
SHEETS IS BASED ON LIMITED
QUANTITIES OF WORK, SHOWN ON THESE
THE INFORMATION, INCLUDING ESTIMATED
SCALE AS NOTED
6/22/2018
BLOCK:
SIGNATURE/
...\SB_MSH_VMS_0171_0414_CTS-07.dgnPlotted Date:
CONNECTICU
T
DE
PA
RT
ME
NT
O F TRANS
PO
RT
ATI
ON
BRIDGE REHABILITATION
I-84 RESURFACING
AND SAFETY IMPROVEMENTS
NEWTOWN
WORK REQUIRED BASED ON FURTHER PENDING INVESTIGATIONS.
THE ACTUAL CONDITIONS OR FINAL QUANTITIES OF THE ACTUAL
INVESTIGATIONS AND IS IN NO WAY WARRANTED TO INDICATE
OF WORK SHOWN ON THESE SHEETS, IS BASED ON LIMITED
OTHERS. THE INFORMATION, INCLUDING ESTIMATED QUANTITIES
DEPARTMENT AND ARE BASED ON A DESIGN DEVELOPED BY
THE DETAILS ON THIS SHEET HAVE BEEN PROVIDED BY THE
NOTE:
PS/KE
CP
12.15
- -
-
-
-
- -
- - -
- - - -
- - -
- - -
- - - -
CANTILEVER TRUSS SIGN
Base Plate
Top of Pedestal
- See Detail on this Sheet
Closed Cell Elastomer Seal
ANCHORAGE DETAIL
SEAL DETAIL
CLOSED CELL ELASTOMER
Post
NOTE:N.T.S.
N.T.S.
NOTE:
L
C Plate
C Post
L
L C
Plates
C
Posts
L
BASE PLATE
(Typ.)
HSS Post
N.T.S.
UT
on this sheet
Plate Welding Detail
See Post/Base
upward.
backing on one side. Place adhesive-side
and shall have a pressure-sensitive adhesive
requirements of ASTM D1056 Grade RE-41 B2,
Closed Cell Elastomer shall conform to the
The double nuts shall be snug tight to these nuts.
tightened to 1/6 turns beyond snug tight.
2. The first nuts on the anchor rods shall be
M270, Grade 50 and shall be galvanized.
1. Anchor Plates shall conform to AASHTO
8"
1'-0"
HANDHOLE DETAILS
UT
L Handhole
L Posts
N.T.S.
L PostC
C
C
SECTION A-A
ELEVATION VIEW
A
A
4.
3.
2.
1.
UT
HANDHOLE NOTES:
D1056, Grade 2A2 or 2A3.
Neoprene Gasket shall conform to ASTM
Plug the welded nuts before galvanizing.
nuts are welded on with the proper alignment.
shop before galvanizing to ensure that the
The Cap Plate shall be trial-bolted on in the
or burrs around the handhole.
There shall be no sharp edges, protrusions
NIPPLE COUPLING DETAIL
N.T.S.
Base Plate
Connection Plate
Post Wall
Chord Wall
UT
Chord Wall
UT
Post Wall
Connection Plate
POST/BASE PLATE
CHORD/CONNECTION PLATE
WELDING DETAILS
CHORD-TO-PLATE
45°
45°G
proceeding with the weld.
of the root passes is required before
to completely fill the gap, Inspection
If several root passes are required
WELDING NOTES:
3.
2.
1.
for the full length of the weld.
Steel backing shall be made continuous
meet these requirements.
and how the weld will be performed to
preheat and interpass temperature ranges
program. The program shall specify
welding sequence and distortion control
The Contractor shall submit a written
shall be sufficient to prevent cracking.
Preheat and interpass temperature
SECTION B-B
N.T.S.
TOP VIEW
POST CAP DETAILS
parts have been galvanized.
to be installed after all
Chord and post caps are
CAP NOTE:
Typ.
Trim Corners
as Required
END VIEW
SECTION C-C
N.T.S.
C
C
CHORD CAP DETAILS
SUPPORT COMMON DTLS
4'-4" (1.3
m)
1'-6" (4
57)
(Typ.)
2" (51)Hole in Plate
8"x12" (203x305)
(356)1'-2"
(Each Post)
4" (102) Thick
Elastomer Seal
Closed Cell
3‚" (8
3) Projectio
n
Base Plate
2" (51) Thick
3'-9" (1.1
m)
Anchor Rod Length
MA
X.
3ƒ" (9
5)
2'-9" (8
38) E
mbed
ment
Exposed
Anchor Rod
1 " (2
5)
Max.
Hardened Washers (Typ.)
Hex Nuts and •" (12) thick
1‚" (32) Dia. Anchor Rod with
(Typ.)
Š" (8) thick Hardened Washers
(2) Hex Leveling Nuts with
(Typ.)
Anchor Plate
4"x…" (102x10)
(102)
4"
(102)
4"
6 Spaces
@ 7Š
" (186) = 3'-8" (1.1
m)
3'-8" (1.1m)
3'-0" (914)
6 Spaces @ 6" (152)
(102)
4"
Anchor Bolt (Typ.)
for 1‚" (32) Dia.
2" (51) Dia. Hole
Hole in Plate
8"x1'-0" (203x305)
(102)
4"
‰" (5)
Base Plate
2" (51) Thick
Post Face
H.S. Washer(s) as Required
L
As Required
Galv. Shim Plate(s)
BOLT DETAIL
Bolt Penetration
N.T.S.
Flange & Shim Plates
1„" (29) Dia. Hole in
2ƒ" (70) Long (Typ.)
C ‡" (22) Dia. Bolt
Tapped to Accept ‡" (22) Dia. Bolt
1ƒ" (44) Deep Hole - Drilled &
with ƒ" (19) Dia. Hole
1•"x…" (38x10) Attachment Bar
‰" (5)
ƒ" (19) Dia. Hole
‚" (6) Plate w/
‚" (6)
•" (12)
‰" (5)
†" (16) Dia. Bolt
Max.
Gap
‘" (2)
•" (12)
•" (12)
‰" (5)
Joint Seal
‚" (6) Silicone
Backing Plate
1"x‚" (25x6)
‚" (6) ‰" (5)
2" (5
1)
1" (25)
1'-0" (305)
‚" (6)
‚" (6)
(6)
‚"
1'-0" (3
05)
‚" (6)
(Typ.)
1‚" (32)
„" (3)
‚" (6)
tube corner (Typ.)
Nut tack-welded to
•" (12) Dia. Bolt w/ Hex.
Hole in Post
10" (250)
3" (7
6)
„" (3)
(6)
‚"
Handhole
1'-0" (305)
Cap Plate
" (318)2-11
thick Cap Plate
cemented to ‚" (6)
„" (3) Neoprene Gasket
Bottom Handhole only
‚" (6) Bolt - At
Plate Drill & Tap for
2"x2"x‚" (51x51x6)
Grounding Lug -
(Typ.)
Nut welded to tube corner
•" (12) Dia. Bolt w/ Hex. Nut
Cap Plate
cemented to ‚" (6) thick
„" (3) Neoprene Gasket
in Post Wall
Radius Corners
Hole with •" (12)
10"x10" (250x250)
ALL METRIC DIMENSIONS ARE IN MILLIMETERS (mm) UNLESS NOTED OTHERWISE
3" (76) Long
(HSS304.8x304.8x12.7)
HSS12x12x•
(6)
‚"
3" (76) Long
(HSS304.8x304.8x12.7)
HSS12x12x•
1†" (41) Max.
1‡" (48)
‰" (5) Gap
•" (12)•" (12) Post Depth
BB(Typ.)
(40)
1•"
•" (12)
•" (12)
Post
Width
(T
yp.)
3" (7
6)
(Typ.)
•" (12)
Dia. Bolt with Neoprene Washer
ƒ" (20) Dia. Hole for †" (16)
Removable Cap
‚" (6) Thick with ‡" (22) Dia. Hole
Attachment angle
L 3x3x… (L76x76x9.5)
‰" (5) ‰" (5)
ˆ" (2)
N.T.S.
‚" (6)
with removable plugsto be provided2" (51) nipple coupling
L ChordC
Chord (Sign Side)HSS Truss Bottom
drawing wireedges for
smooth rounded No burrs &
(203)
(305)
2ƒ" (70)
1•" (38) Min.
4'-4" (1.3
m)
CTS-08
96-200
DESIGNER/DRAFTER:
CHECKED BY:
PROJECT TITLE: TOWN:
DRAWING TITLE:
PROJECT NO.
DRAWING NO.
SHEET NO.
Filename:SHEET NO.REVISION DESCRIPTIONDATEREV.
DEPARTMENT OF TRANSPORTATION
STATE OF CONNECTICUT
OF WORK WHICH WILL BE REQUIRED.
THE CONDITIONS OF ACTUAL QUANTITIES
IN NO WAY WARRANTED TO INDICATE
INVESTIGATIONS BY THE STATE AND IS
SHEETS IS BASED ON LIMITED
QUANTITIES OF WORK, SHOWN ON THESE
THE INFORMATION, INCLUDING ESTIMATED
SCALE AS NOTED
6/22/2018
BLOCK:
SIGNATURE/
...\SB_MSH_VMS_0171_0414_CTS-08.dgnPlotted Date:
CONNECTICU
T
DE
PA
RT
ME
NT
O F TRANS
PO
RT
ATI
ON
BRIDGE REHABILITATION
I-84 RESURFACING
AND SAFETY IMPROVEMENTS
NEWTOWN
WORK REQUIRED BASED ON FURTHER PENDING INVESTIGATIONS.
THE ACTUAL CONDITIONS OR FINAL QUANTITIES OF THE ACTUAL
INVESTIGATIONS AND IS IN NO WAY WARRANTED TO INDICATE
OF WORK SHOWN ON THESE SHEETS, IS BASED ON LIMITED
OTHERS. THE INFORMATION, INCLUDING ESTIMATED QUANTITIES
DEPARTMENT AND ARE BASED ON A DESIGN DEVELOPED BY
THE DETAILS ON THIS SHEET HAVE BEEN PROVIDED BY THE
NOTE:
PS/KE
CP
12.16
- -
-
-
-
- -
- - -
- - - -
- - -
- - -
- - - -
VMS
L Sign
Truss Chord
Catwalk
Adjust
ment
Horiz
ontal Angle
Adjustment
Horizontal Angle
Pivot point for
A
A
Mid. Support Beam
Pivot Point at
(All Sides)
Bracing
HSS Truss
Chord (Typ.)
HSS Truss
B
B
SIDE ELEVATION VIEW
VMS SUPPORT FRAMING AND CATWALK
PLAN VIEW
DETAIL-'2A'
CONNECTION
DETAIL-'2B'
CONNECTION
DETAIL-'1'
CONNECTION
NOTE:
FRONT ELEVATION VIEW
NOTES:
* * *
*
*
* *
(See Note 2)
supplied by the Sign Manufacturer.
VMS Cabinet with Z-Brackets
to avoid interference with truss members.
Bottom Support Beams may be slightly adjusted
(Typ.)
C
C
CONNECTION DETAIL-'3'
3°
Max.
3°
Max.
Varies
CANTILEVER TRUSS SIGN
Vertical Axis
ADJUSTMENT DETAIL
VERTICAL ANGLE
VMS Cabinet
(Typ.)
Angle Adjustment
3° Max. for Vertical
SECTION C-C
SECTION D-D
SECTION A-A
SECTION B-B
NOTE:
NOTE:
call-outs not shown.
See Section A-A for other
NOTE:
6061-T6 or Alloy 5052-H38.
made of Sheet Aluminum, Alloy
Aluminum Bent Plate shall be
NOTE:
Grating
SteelC
C
D
D
CATWALK AND RAILING
Catwalk
GRATING DETAIL
2.
1.
Specification TT-P-641-b(2).
to the requirements of the Federal
given two coats of zinc paint conforming
galvanizing has been damaged shall be
be shop galvanized. Areas where the
All components of the steel grating shall
to "McNichols GW-150" or equal.
to ASTM A709 and shall be similar
Steel serrated grating shall conform
GRATING NOTES:
Varies
VMS Length
18'-2" (5.5m)
9•" (241)
8•" (216)
4'-6" (1.4
m)
(330)
1'-1 "
(762)
2'-6"
9•" (241)
1'-4" (406)
2'-3" (675)
N.T.S.
Bottom Supports
2 Spaces @ 6'-0" (1.8m) = 12'-0" (3.6 m)
19'-4" (5.9m)
11 Spaces @ 1'-6" (457) = 16'-6" (5.0m)
3'-9" (1.1m)
5•" (140)
9•" (241)
VMS Length
18'-2" (5.5m)
18'-2"x7'-11" (5.4mx2.4m) VMS
(Variable Message Sign)
VMS
Heig
ht
7'-1 1" (2.4
m)
9•" (241)
8" (203)
(711)
2'-4"
W8x31 (200x46.1) - Bottom Support Beams
2 Spaces @ 6'-0" (1.8m) = 12'-0" (3.7m)
N.T.S.
Nipple Coupling
8" (203)
3'-9" (1.1m)
3'-6" (1.1
m)
1'-4" (4
06)
1'-1" (330)
1'-1 " (330)
…" (10) Plate
Hex Nut & Washer (Typ.)
ƒ" (19) Dia. Bolt with
@ 1'-6" (457)
ƒ" (19) Dia. Bolts
2'-6" (762)
W10x49 (W250x73)
after Sign is in Final Position.
Cut in Field to Close Gap
‚" (6) Aluminum Bent Plate,
3" (7
6)
2'-6" (7
62)
3" (7
6)
Washer (Typ.)
w/ Hex Nut &
‚" (6) Dia. J-Bolts
N.T.S.
@ 4" (102) (Typ.)
Longitudinal Bar
‰" x ‰" (5x5)
6'-0" (1.8
m)
4" (102)
4" (102)
4'-6" (1.4m) 2'-8" (813)
Catwalk
2'-6" (762) (330)
1'-1"
N.T.S.
N.T.S.
N.T.S.
N.T.S.@ 1„" (29) (Typ.)
Bearing Bar
1•" x ‰" (38x5)
(826)
2'-8•"
C-C
OF
MO
UNTIN
G
HOLES
6'-10
Š" (2.1
m)
19'-4" (5.9m) Long
W10x49 (250x73)
19'-4" (5.9m) Long
MC10x25 (250x37)
Post - 7'-2•" (2.2m) (Long
HSS5.563x0.375 (141.3x9.5)
after Sign in Final Position.
Cut in Field to Close Gap
‚" (6) Aluminum Bent Plate,
4.
3.
2.
1.
Dwg. No. CTS-11 for details.
Angle Adjustment. See
Pivot Point for Vertical
1" (25) Dia. Steel Rod -
N.T.S.
W10x49 (W250x73)
2'-6" (762)
Short Leg
- Clip both ends of
L5x3x… (L127x76x9.5)
(Typ.)
Hex Nut & Washer
ƒ" (19) Dia. Bolt with
L3x3x… (L76x76x9.5) Rail (Typ.)
1'-1 " (330)
1'-1 " (330)
3'-6" (1.1
m)
- Full Length of Catwalk
L5x3x… (L127x76x9.5)
- Top Support Beam
W8x31 (W200x46.1) Support Beam (Typ.)
W8x31 (W200x46.1) - Bottom
- Top Support Beam
W8x31 (W200x46.1)
MC10x25 (MC250x37) (Top)
W10x49 (W250x73) (Bottom)
L
Post (Typ.)
(HSS141.3x9.5)
HSS5.563x0.375
MC10x25 (MC250x37)
(W250x73)W10x49
5•" (140)
Post (Each End)
(HSS141.3x9.5)
HSS5.563x0.375
Support Beam (Typ.)
W8x31 (W200x46.1) - Top8•" (216)
L3x3x… (L76x76x9.5) Rail (Typ.)
L3x3x… (L76x76x9.5) Post (Typ.)
W8x31 (W200x46.1)
(Typ.)
for Grating
Supports
(L127x76x9.5)
L5x3x…
Support Beam
W8x31 (W200x46.1) - Top
- Bottom Support Beam
W8x31 (W200x46.1)
truss structure are coordinated.
the interface between the VMS and the cantilever
It is the Contractor's responsibility to ensure that
as the templates.
holes in W10x49 (W250x73) & MC10x25 (MC250x37)
drilled in the field by the Contractor using
Hole in Aluminum Z-Brackets shall be
CONNECTION DETAIL-'3'
See Dwg. No. CTS-11 for:
CONNECTION DETAIL-'2B'
CONNECTION DETAIL-'2A'
CONNECTION DETAIL-'1'
See Dwg. No. CTS-10 for:
(MC250x37)MC10x25
Post (Typ.)
L3x3x… (L76x76x9.5)
3•" (89)
(Typ.)
Bolted to Post
L5x3x… (L127x76x9.5)L3x3x… (76x76x9.5) Post
Washer (Typ.)
Hex Nut &
H.S. Bolt with
ƒ" (19) dia.
in L5x3x… (L127x76x9.5)
Oversize Hole
" (44)4-31
1'•
" (38)
5" (127)
(L127x76x9.5)
L5x3x…
5" (127)
1'•
" (38)
" (44)4-31
Washer (Typ.)
Hex Nut &
H.S. Bolt with
ƒ" (19) dia.
Post
(76x76x9.5)
L3x3x…
L5x3x… (L127x76x9.5)
Oversize Hole in
‚" (6)
…" (10) PlateW8x31 (200x46.1)
L WebC
(70)
2ƒ"
1-4" (4
06)
2'-0" (610)±
Cl. 2" (51) Dia.
Bolt hole spacing along flange of MC10x25 (MC250x37) (Top) & W10x49 (W250x73) (Bottom)
SUPPORT COMMON DTLS
1'-6" (457)
4'-0" (1.2m)
CTS-09
96-200
DESIGNER/DRAFTER:
CHECKED BY:
PROJECT TITLE: TOWN:
DRAWING TITLE:
PROJECT NO.
DRAWING NO.
SHEET NO.
Filename:SHEET NO.REVISION DESCRIPTIONDATEREV.
DEPARTMENT OF TRANSPORTATION
STATE OF CONNECTICUT
OF WORK WHICH WILL BE REQUIRED.
THE CONDITIONS OF ACTUAL QUANTITIES
IN NO WAY WARRANTED TO INDICATE
INVESTIGATIONS BY THE STATE AND IS
SHEETS IS BASED ON LIMITED
QUANTITIES OF WORK, SHOWN ON THESE
THE INFORMATION, INCLUDING ESTIMATED
SCALE AS NOTED
6/22/2018
BLOCK:
SIGNATURE/
...\SB_MSH_VMS_0171_0414_CTS-09.dgn
Border Version: 11/14/08
Plotted Date:
CONNECTICU
T
DE
PA
RT
ME
NT
O F TRANS
PO
RT
ATI
ON
BRIDGE REHABILITATION
I-84 RESURFACING
AND SAFETY IMPROVEMENTS
NEWTOWN
UNLESS NOTED OTHERWISE
ALL METRIC DIMENSIONS ARE IN MILLIMETERS (mm)
PENDING INVESTIGATIONS.
REQUIRED BASED ON FURTHER
QUANTITIES OF THE ACTUAL WORK
ACTUAL CONDITIONS OR FINAL
WARRANTED TO INDICATE THE
INVESTIGATIONS AND IS IN NO WAY
THESE SHEETS, IS BASED ON LIMITED
QUANTITIES OF WORK SHOWN ON
INFORMATION, INCLUDING ESTIMATED
DEVELOPED BY OTHERS. THE
AND ARE BASED ON A DESIGN
BEEN PROVIDED BY THE DEPARTMENT
THE DETAILS ON THIS SHEET HAVE
NOTE:
PS/KE
CP
12.17
- -
-
-
-
- -
- - -
- - - -
- - -
- - -
- - - -
CANTILEVER TRUSS SIGNSUPPORT COMMON DTLS
CTS-10
SECTION A-A
A
A
Pivot Point
STIFFENER DETAIL
CAP DETAIL
SPACER DETAIL
ELEVATION
SECTION
ELEVATION
TOP SUPPORT BEAM-TO-TRUSS
CONNECTION DETAIL-'2A'
BOTTOM SUPPORT BEAM-TO-TRUSS
CONNECTION DETAIL-'2B'
NOTES:
NOTE:
SECTION
(44)
1ƒ"
(44)
1ƒ"
(162)
6…"
(51)
2"
(76)
3"
(38)
1•
"
(83)
3‚"
(162)
6…"
(83)
3‚"
(51)
2"
(38)
1•
"
(76)
3"
(32)
1‚"
(51)
2"
(32)
1‚"
(32)
1‚"
(140)
5•"
(38)
1•"
(38)
1•" 3'-0" (914) (Max.)
(51)
2"
(Typ.)
3" (76)
Varies to avoid
Truss Panel Point
(See Note 1) (Typ.)
2'-2" (660)
From 5" (127) to
(Typ.)
(32)
1‚"
ALL METRIC DIMENSIONS ARE IN MILLIMETERS (mm) UNLESS NOTED OTHERWISE
2 Bolt Lines @ 3" (75)
on Web of W Beam
3" (76)
(38)
1•"
(76)
3"
in Flange of T Section 10 Hole Lines @ 3" (76)
2'-6" (762)
(Typ.)
‚" (6)
(Typ.)
3•" (89)
(Typ.)
‚" (6)
(95)
3ƒ"
4•" (114)
(38)
1•" 1•" (38)
(64)
2•"
(64)
2•"
(38)
1•"
axis @ 45° as shown (Typ.)
WT12x65.5 (WT305x97.5) w/ Long.
Long-Slot Hole in Web of
(38)
1•"
W8x31 (W200x46.1)
WT5x15 (WT125x22.4)
Bolt (Typ.)
ƒ" (19)
(Clip Web)
(WT305x97.5)
WT12x65.5
3 Spacers Max.
ƒ" (19) Plate Spacers
Top Z- Bracket
VMS
Isolation Tape between Z-bracket and Channel
and 2"xˆ" (51x2) Continuous Neoprene
ƒ" (19) dia. Bolts w/ Lock Nuts @ 1'-6" (457)
Nuts and Washers
" (70) U-Bolt w/ Hex4-32
HSS 5.563x0.375 (HSS141.3x9.5)
until the fillet at the web.
Only. The channel may be coped up
on Support Structure - Type VMS 1
to provide clearance for Mounting
Cope Flange of MC10x25 (MC250x37)
to ASTM D1056, Grade 2A2 or 2A3.
Neoprene Isolation Tape shall confirm
W8x31 (W200x46.1)
L Post
L Top Support BeamC
C
Hole (Typ.)
Long-Slotted
WT12x65.5 (WT305x97.5)
WT5x15 (WT125x22.4)
(Typ.)
Slot in Spacer
N.T.S.
N.T.S.
N.T.S.
ƒ" (19) Thick
(Typ.)
Oversize Hole
(Typ.)
1" (25) Slot
•" (12) Plate
L HSS Truss ChordC
and Washers
Rods w/ Lock Nuts
" (121) Dia. Threaded4-34
HSS Truss Chord
Bottom Support Beam
W8x31 (W200x46.1)
Detail on this Sheet
Stiffener Plate - See
Installation of Supports
to be Tightened after
Lock Nuts and Washers
•" (12) Plate
(Typ.)
Oversize Hole
Bottom Support Beam
W8x31 (W200x46.1)
Support Beam
L BottomC
Chord
HSS Truss
of the truss.
with the diagonal and transverse members
such that all connections avoid conflict
3. The support beams shall be positioned
members.
if they do no interfere with the truss
(inverted) for the top support beams
2. Connection Detail-'2B' can be used
welded in the shop before galvanizing.
beams to be located accordingly and
schematic cross section. Top support
1. VMS to be located on Contractor's
*- Depth to match Chord
Top Support Beam
W8x31 (W200x46.1)
Chord
HSS Truss
(Typ.)
3" (76) x •" (12) Plate
(HSS*x50.8x9.5)
HSS*x2x…
‚" (6)
(Typ.)
‚" (6) Vent/Drain Hole
ƒ" (19) Dia.
Cap Plate
‚" (6)
N.T.S.
N.T.S.
(Typ.)
Clip Corner
ƒ"xƒ" (19x19)
7‚" (184)
Plate (Typ.)
•" (12) Stiffener
Typ.
‚" (6)
(Typ.)
(6)
‚"
(Typ.)
3" (75) x •" (12) Plate
Chord
HSS Truss
on this sheet (Typ.)
See "Cap Detail"
Top Support Beam
W8x31 (W200x46.1)
this Sheet
-See Detail on
Stiffener Plates
HSS*x(50.9)x(9.5)
HSS*x2x…
N.T.S.N.T.S.
TOP SUPPORT BEAM-TO-POST
CONNECTION DETAIL-'1'
Bolts
(119)
"4-34
and Washers
Rods w/ Lock Nuts
" (119) Dia. Threaded4-34
(8)
Š"
(8)
Š"
96-200
DESIGNER/DRAFTER:
CHECKED BY:
PROJECT TITLE: TOWN:
DRAWING TITLE:
PROJECT NO.
DRAWING NO.
SHEET NO.
Filename:SHEET NO.REVISION DESCRIPTIONDATEREV.
DEPARTMENT OF TRANSPORTATION
STATE OF CONNECTICUT
OF WORK WHICH WILL BE REQUIRED.
THE CONDITIONS OF ACTUAL QUANTITIES
IN NO WAY WARRANTED TO INDICATE
INVESTIGATIONS BY THE STATE AND IS
SHEETS IS BASED ON LIMITED
QUANTITIES OF WORK, SHOWN ON THESE
THE INFORMATION, INCLUDING ESTIMATED
SCALE AS NOTED
6/22/2018
BLOCK:
SIGNATURE/
...\SB_MSH_VMS_0171_0414_CTS-10.dgn
Border Version: 11/14/08
Plotted Date:
CONNECTICU
T
DE
PA
RT
ME
NT
O F TRANS
PO
RT
ATI
ON
BRIDGE REHABILITATION
I-84 RESURFACING
AND SAFETY IMPROVEMENTS
NEWTOWN
WORK REQUIRED BASED ON FURTHER PENDING INVESTIGATIONS.
THE ACTUAL CONDITIONS OR FINAL QUANTITIES OF THE ACTUAL
INVESTIGATIONS AND IS IN NO WAY WARRANTED TO INDICATE
OF WORK SHOWN ON THESE SHEETS, IS BASED ON LIMITED
OTHERS. THE INFORMATION, INCLUDING ESTIMATED QUANTITIES
DEPARTMENT AND ARE BASED ON A DESIGN DEVELOPED BY
THE DETAILS ON THIS SHEET HAVE BEEN PROVIDED BY THE
NOTE:
PS/KE
CP
12.18
- -
-
-
-
- -
- - -
- - - -
- - -
- - -
- - - -
CANTILEVER TRUSS SIGNSUPPORT COMMON DTLS
CTS-11
VMS
VMS
PLAN
SECTION
PLAN
PLAN
SECTIONSECTION
AT MIDDLE BOTTOM SUPPORT BEAM
CONNECTION DETAIL-'3'
AT OUTER BOTTOM SUPPORT BEAM
CONNECTION DETAIL-'3'(TOP OF POST SIMILAR)
AT BASE OF POST
CONNECTION DETAIL-'3'
1•
"
4"
7"
TOP & BOTTOM PLATE
PLATE DETAILS
SOLE PLATE
Š"
•"
3"
1•
"
(95)
(38)
(3
8)
(17
8)
(38)
(Typ.)
(76)
(38) (114) (38)
7" (178) long at middle support beam
1'-1" (330) long at outer support beam
Oversize holes
4" (102) gage at middle support beam
10" (254) gage at outer support beam
1" (25) Dia. Steel Rod
Full Length of Plate
(38)(102)
(38)
(8)
(12)
(38)(102)(38)
(305)
1'-0"
(38)(102)(38)
Clip lo
wer sid
e
1•
"1•
"10"
(3
8)
(3
8)
(2
54)
(356)
of flanges 1'-2"
3"
(Typ.)
(76)
(38)
(95)
(38)
(95)
(305)
1'-0"
(102)
4"
(3
8)
(3
8)
1•"1•"
(38)(38)
Clip lo
wer sid
e
(254)
of flanges 10"
3"
(102)
4"
(Typ.)
(76)
1•
"
1•
"
1•
"
1•"
4"
4"
1•" 4•"
3ƒ"
3ƒ"
3ƒ"
1•"
1•"
1•"
1•"
1•"
1•"
ALL METRIC DIMENSIONS ARE IN MILLIMETERS (mm) UNLESS NOTED OTHERWISE
1•"1•"
Vertical Axis
Adjustment of Sign
3° Max. Vertical Angle
Z-Bracket and Channel
Neoprene Isolation Tape between
(457) and 2" (51) x ˆ" (2) Continuous
ƒ" (19) dia. Bolts w/ Lock Nuts @ 1'-6" VMS
as needed
Washers
Beveled see Plate Details
•" (12) Top Plate,
Plate Details
Steel Rod, see
Sole Plate w/
W10x49 (W250x73)
W8x31 (W200x46.1)
(Typ.)
Plate
Stiffener
Z-Bracket and Channel
Neoprene Isolation Tape between
(457) and 2" (51) x ˆ" (2) Continuous
ƒ" (19) dia. Bolts w/ Lock Nuts @ 1'-6"
as needed
Washers
Beveled see Plate Details
•" (12) Top Plate,
Plate Details
Steel Rod, see
Sole Plate w/
W10x49 (W250x73)
W8x31 (W200x46.1)
(Typ.)
Plate
Stiffener
w/ Lock Nuts
" (119) Bolts4-34
see Plate Details
1" (25) Bottom Plate,
Z-Bracket and Channel
Neoprene Isolation Tape between
(457) and 2" (51) x ˆ" (2) Continuous
ƒ" (19) dia. Bolts w/ Lock Nuts @ 1'-6"
Connection Plan
See Post-Beam
W10x49 (W250x73)
W8x31 (W200x46.1)
Z-Bracket
Bottom
Bolts
" (119)4-34
axis @45°(as shown). (Typ.)
of W8x31 (W200x46.1) w/Long
and Long-Slot Holes in Top Flange
(W250x73), Sole Plate and Top Plate,
Oversize Holes in Web of W10x49
Adjustment of Sign
3°Max. Horizontal Angle
W10x49 (W250x73)
W8x31 (W200x46.1)
Pivot Point
(Typ.)
…" (10) Drain Holes
& Sole Plates
Outline of Top
Botttom Plate. (Typ.)
Plate, and Standard Hole in
(W250x73), Sole Plate and Top
Oversize Holes in Web of W10x49 W10x49 (W250x73)
(Typ.)
…" (10) Drain Holes
W8x31 (W200x46.1)
this Sheet
- See Detail on
Stiffener Plates
Plates
Bottom & Sole
Outline of Top,
(Typ.)
Drain Holes
…" (10)
ƒ" (19) Plate
(Typ.)
ƒ" (19) Dia. Bolts
UT
(3)
„"
HSS5.563x0.375 (HSS141.3x9.5)
W10x49 (W250x73) (Bot.)
MC10x25 (MC250x37) (Top)
1'-1" (330) long at outer support beam
7" (178) long at middle support beam
10" (254) gage at outer support beam
4" (102) gage at middle support beam
Oversize holes
1" (25) for bot. Plate
•" (12) for top Plate
N.T.S.
Dwg. No. CTS-10
- See Detail on
Stiffener Plates
(HSS141.3x9.5)
HSS5.563x0.375
w/ Lock Nuts
" (19) Bolts4-34
171-414
DESIGNER/DRAFTER:
CHECKED BY:
PROJECT TITLE: TOWN:
DRAWING TITLE:
PROJECT NO.
DRAWING NO.
SHEET NO.
Filename:SHEET NO.REVISION DESCRIPTIONDATEREV.
DEPARTMENT OF TRANSPORTATION
STATE OF CONNECTICUT
OF WORK WHICH WILL BE REQUIRED.
THE CONDITIONS OF ACTUAL QUANTITIES
IN NO WAY WARRANTED TO INDICATE
INVESTIGATIONS BY THE STATE AND IS
SHEETS IS BASED ON LIMITED
QUANTITIES OF WORK, SHOWN ON THESE
THE INFORMATION, INCLUDING ESTIMATED
SCALE AS NOTED
6/22/2018
BLOCK:
SIGNATURE/
...\SB_MSH_VMS_0171_0414_CTS-11.dgn
Border Version: 11/14/08
Plotted Date:
CONNECTICU
T
DE
PA
RT
ME
NT
O F TRANS
PO
RT
ATI
ON
BRIDGE REHABILITATION
I-84 RESURFACING
AND SAFETY IMPROVEMENTS
NEWTOWN
WORK REQUIRED BASED ON FURTHER PENDING INVESTIGATIONS.
THE ACTUAL CONDITIONS OR FINAL QUANTITIES OF THE ACTUAL
INVESTIGATIONS AND IS IN NO WAY WARRANTED TO INDICATE
OF WORK SHOWN ON THESE SHEETS, IS BASED ON LIMITED
OTHERS. THE INFORMATION, INCLUDING ESTIMATED QUANTITIES
DEPARTMENT AND ARE BASED ON A DESIGN DEVELOPED BY
THE DETAILS ON THIS SHEET HAVE BEEN PROVIDED BY THE
NOTE:
PS/KE
CP
12.19