SUBSET 12 - HIGHWAY OPERATIONS - STRUCTURES

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

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NT

O F TRANS

PO

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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




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:


DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SHEET NO.











SCALE AS NOTED

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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

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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


NEWTOWN 96-200








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


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:


DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SHEET NO.











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BLOCK:

SIGNATURE/


TO

TA

L

RE

QUIR

ED

DEP

TH (S

EE

TA

BLE 1

ON

DW

G.

CP-01)


POWER AND COMMUNICATION

(3) 2" RMC SWEEPS FOR

3" COVER (TYP)

I-84 RESURFACING


NEWTOWN 96-200








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


(3) 2" RMC SWEEPS FOR

(3) 2" DIA. RMC SWEEPS FOR


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"


{ 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:


DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SHEET NO.











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BLOCK:

SIGNATURE/


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


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)


4'-6" FOR TYPE C

I-84 RESURFACING


NEWTOWN 96-200








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:


DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SHEET NO.











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BLOCK:

SIGNATURE/


FOR VARIABLE DIMENSIONS SEE TABLE ON DRAWING NUMBER CP-01


I-84 RESURFACING


NEWTOWN 96-200








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


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. GROUND LUG

SWEEP

2" DIA. RMC

HANDHOLE COVER

INSIDE FACE OF

GASKET ADHERED TO

„" THICK NEOPRENE

HANDHOLE FRAME

•" THICK

CONTROL CABLE

FOR LOWERING DEVICE


CP-05

CP-01

CP-05

CP-05

DESIGNER/DRAFTER:

CHECKED BY:


DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SHEET NO.











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BLOCK:

SIGNATURE/


CP-05


I-84 RESURFACING


NEWTOWN 96-200








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)


‚" DIA. X ‡" COUPLING NUT

HANDHOLE COVER

INSIDE FACE OF

GASKET ADHERED TO

„" THICK NEOPRENE

CONTROL CABLE

FOR LOWERING DEVICE


WALL OF POST

FOR CONTROL CABLE



(4)‚" DIA. X‡" COUPLING NUT

FOR CONTROL CABLE


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


FOR CAMERA CABLE

NEOPRENE GASKET

HANDHOLE FRAME

•" THICK

COUPLING NUT (TYP)

COVER TO ALIGN WITH

DRILL …" DIA. HOLE IN

DESIGNER/DRAFTER:

CHECKED BY:


DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SHEET NO.











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BLOCK:

SIGNATURE/


CP-06

CP-01

CP-06

CP-06

CP-06


I-84 RESURFACING


NEWTOWN 96-200








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:


DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SHEET NO.











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BLOCK:

SIGNATURE/



I-84 RESURFACING


NEWTOWN 96-200








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)


DESIGNER/DRAFTER:

CHECKED BY:


DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SHEET NO.











6/22/2018

BLOCK:

SIGNATURE/

...\SB_MSH_VMS_0171_0414_CTS-01.dgn

Border Version: 11/14/08

Plotted Date:

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NOTE:

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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)


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:


DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SHEET NO.











SCALE AS NOTED

6/22/2018

BLOCK:

SIGNATURE/



Plotted Date:

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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


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:


DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SHEET NO.











SCALE AS NOTED

6/22/2018

BLOCK:

SIGNATURE/



Plotted Date:

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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


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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)


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:


DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SHEET NO.











SCALE AS NOTED

6/22/2018

BLOCK:

SIGNATURE/



Plotted Date:

CONNECTICU

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NT

O F TRANS

PO

RT

ATI

ON


I-84 RESURFACING


NEWTOWN








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


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:


DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SHEET NO.











SCALE AS NOTED

6/22/2018

BLOCK:

SIGNATURE/



Plotted Date:

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NEWTOWN








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


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


- 2 at Top & 3 at Bottom

VMS Support Beams

Note 3.

for more detail. Also see


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:


DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SHEET NO.











SCALE AS NOTED

6/22/2018

BLOCK:

SIGNATURE/

...\SB_MSH_VMS_0171_0414_CTS-06.dgnPlotted Date:

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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

- -

-

-

-

- -

- - -

- - - -

- - -

- - -

- - - -


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"


(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.)


(Typ.)

2" (5

1)

top of member (Typ.)

•" (12) Dia. Vent Hole in

(Typ.)

2" (51) Max.

N.T.S.

bottom of member (Typ.)


Drain Hole in Chord (Typ.)

1" (25) Dia. Internal Vent/

interior side of member (Typ.)


(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:


DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SHEET NO.











SCALE AS NOTED

6/22/2018

BLOCK:

SIGNATURE/


CONNECTICU

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PA

RT

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O F TRANS

PO

RT

ATI

ON


I-84 RESURFACING


NEWTOWN








NOTE:

PS/KE

CP

12.15

- -

-

-

-

- -

- - -

- - - -

- - -

- - -

- - - -


Base Plate

Top of Pedestal

- See Detail on this Sheet

Closed Cell Elastomer Seal

ANCHORAGE DETAIL

SEAL DETAIL


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)


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:


DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SHEET NO.











SCALE AS NOTED

6/22/2018

BLOCK:

SIGNATURE/


CONNECTICU

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PA

RT

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O F TRANS

PO

RT

ATI

ON


I-84 RESURFACING


NEWTOWN








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


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


See Dwg. No. CTS-11 for:

CONNECTION DETAIL-'2B'

CONNECTION DETAIL-'2A'


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:


DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SHEET NO.











SCALE AS NOTED

6/22/2018

BLOCK:

SIGNATURE/



Plotted Date:

CONNECTICU

T

DE

PA

RT

ME

NT

O F TRANS

PO

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ATI

ON


I-84 RESURFACING


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‚"


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


Bolts

(119)

"4-34

and Washers

Rods w/ Lock Nuts

" (119) Dia. Threaded4-34

(8)

Š"

(8)

Š"

96-200

DESIGNER/DRAFTER:

CHECKED BY:


DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SHEET NO.











SCALE AS NOTED

6/22/2018

BLOCK:

SIGNATURE/



Plotted Date:

CONNECTICU

T

DE

PA

RT

ME

NT

O F TRANS

PO

RT

ATI

ON


I-84 RESURFACING


NEWTOWN








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


AT OUTER BOTTOM SUPPORT BEAM

CONNECTION DETAIL-'3'(TOP OF POST SIMILAR)

AT BASE OF POST


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•"


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




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,




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:


DRAWING TITLE:

PROJECT NO.

DRAWING NO.

SHEET NO.











SCALE AS NOTED

6/22/2018

BLOCK:

SIGNATURE/



Plotted Date:

CONNECTICU

T

DE

PA

RT

ME

NT

O F TRANS

PO

RT

ATI

ON


I-84 RESURFACING


NEWTOWN








NOTE:

PS/KE

CP

12.19

Date post:	03-Jan-2022
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SUBSET 12 - HIGHWAY OPERATIONS - STRUCTURES

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