z13a098piers-N E
1660+00
2640+00 2645+00 2650+00 2655+00 2660+00 2662+00
TO PUTNEY
I-91 SOUTHBOUND
TO ROCKINGHAM
I-91 NORTHBOUND
(S AXTONS
RI VER
IM 091-1(70)
W e s tm in s te r R d .
T H -7
ANODE SYSTEMS.
5. CORROSION PROTECTION OF THE REPAIRED SUBSTRUCTURES
RE-DECK AND REPAIR THE SOUTHBOUND BRIDGE.
CROSSING SOUTHBOUND TRAFFIC ONTO THE BRIDGE TO
COMPLETE REPAIRS TO THE PIER CANTILEVERS BEFORE
THE SHOULDERS OF THE NORTHBOUND BRIDGE IN ORDER TO
WE ARE CONSIDERING PHASING THE TRAFFIC TO CLOSE
4. GIVEN THE POOR CONDITION OF THE EXISTING PIER CAPS,
BEEN COMPLETED.
LAYOUT SHEETS. THESE LIMITS WILL BE REVIEWED AND REVISED
OF PIER SCOUR COUNTERMEASURES ARE SHOWN ON THE
3. TEMPORARY LIMITS OF ACCESS FOR INSTALLATION
THE ADDITIONAL GROUND SURVEY HAS BEEN COMPLETED.
ORDINARY HIGH WATER WILL BE REVISED ONCE
TO SUPPLEMENT THE LIDAR SURVEY INFORMATION.
2. ADDITIONAL GROUND SURVEY HAS BEEN REQUESTED
DESIGN TO VERIFY THE NEED FOR STRENGHTENING THE CAPS.
OF THE CAPS WILL BE PERFORMED DURING PRELIMINARY
JUST REPAIRING THEM. A MORE REFINED ANALYSIS
AN ALLOWANCE FOR STRENGTHENING THE CAPS, VS.
RESULT, THE CONCEPTUAL COST ESTIMATE INCLUDES
THE CURRENT HL-93 STANDARD. BASED ON THIS
WITH THE DESIGN LOADING, BUT DOES NOT MEET
APPROXIMATELY HS-20. THIS IS CONSISTENT
THE CAPS HAVE AN INVENTORY CAPACITY OF
INDICATES THAT IN THE AS-BUILT CONDITION,
1: PRELIMINARY ANALYSIS OF PIER CAPS
REVIEWERS NOTES:
(PRINCIPLE ARTERIAL - NHS) ROUTE NO: I-91 BRIDGES 21N & 21S OVER THE SAXTONS RIVER AND SAXTONS RIVER RD (VT 121)
COUNTY OF WINDHAM TOWN OF WESTMINSTER
VERM ONT FREEDOM ANDUNITY
ORANGE
THIS BLOCK IS FOR FULL FHWA OVERSIGHT PROJECTS ONLY
PLACE LOGO AND P.E. STAMP INSIDE THIS BOX (AGENCY CONSULTANT USE ONLY - OTHERS TOGGLE THIS BOX OFF)
PLANS.
REVISIONS AND SUCH REVISED SPECIFICATIONS AND
FOR USE ON THIS PROJECT, INCLUDING ALL SUBSEQUENT
FEDERAL HIGHWAY ADMINISTRATION ON JULY 20, 201 1
FOR CONSTRUCTION DATED 201 1, AS APPROVED BY THE
WITH THESE PLANS AND THE STANDARD SPECIFICATIONS
CONSTRUCTION IS TO BE CARRIED ON IN ACCORDANCE
DIRECTOR OF PROJECT DELIVERY
Stantec Consulting Services Inc.
55 Green Mountain Drive
2.4 MILES NORTH OF EXIT 5 ALONG INTERSTATE 91 (I-91)
720.00 FEET
195.95 FEET
524.05 FEET
745.00 FEET
204.50 FEET
54O.50 FEET
CONSTRUCTION OF TEMPORARY CROSSOVERS, ALONG WITH RELATED ROADWAY AND CHANNEL WORK.
REMOVAL AND REPLACEMENT OF EXISTING CONCRETE BRIDGE DECKS, REPAIRS TO THE EXISTING SUBSTRUCTURES,
LENGTH OF PROJECT:
LENGTH OF ROADWAY:
LENGTH OF STRUCTURE:
1
2
0.060
(TYP)
(TYP)
SHOULDER
36'-0"
3'-0"7'-6"7'-6"7'-6"7'-6"3'-0"
12'-0"12'-0"4'-8"
(TYP)
SHOULDER
SOUTHBOUND
I-91
LC
(TYP)
WIDTH VARIES
36'-0" FASCIA TO FASCIA
CONCRETE PAVEMENT
2" BITUMINOUS
MATERIAL TOLERANCES
SAND BORROW
1•" LIFT OF TYPE IVS OVER
1•" LIFT OF TYPE IVS OVER
** SHOULDER PAVEMENT
3" TYPE IIS OVER
1•" TYPE IVS OVER
1•" TYPE IVS OVER
9/2/2015
THE WEARING COURSE, INCLUDING THE "SAFETY EDGE".
2. THE PAVED SHOULDER EXTENDS FROM THE EDGE OF TRAVELED WAY TO THE EDGE OF
COMPACTIVE EFFORT WILL NOT BE ALLOWED.
ANGLE. DEVICES THAT SIMPLY STRIKE-OFF THE MIX WITHOUT PROVIDING ANY
CONCRETE PAVEMENT IS EXTRUDED OR COMPRESSED TO FORM THE 30 TO 35 DEGREE
1. THE EDGE OF PAVEMENT SHALL BE FORMED IN SUCH A WAY THAT THE BITUMINOUS
EDGE LINE)
GRADED
SAWCUT EXISTING PAVEMENT
PAVING JOINT) INCLUDED IN THE
THE ENGINEER. (TO BE REMOVED PRIOR TO
TEMPORARY PAVED FILLET AS DIRECTED BY
SOUTH APPROACH
NORTH APPROACH
2651+20.002651+70.002652+10.00
THIS DETAIL SHALL BE USED AT THE LOCATIONS NOTE:
DETAIL AT VERTICAL COLD PLANE JOINTS
SAFETY EDGE DETAIL
FOR EXISTING FEATURES, ALSO USED FOR PROPOSED
THESE ARE COMMON VAOT SURVEY POINT SYMBOLS
SLOPE RIGHTS
SURVEY LINE
BNDNS
IPNS
POINT
BOUND TO BE SETBNDNS
VARY, PLAN ANNOTATIONS AND NOTES SHOULD BE
SHEET COVERS THE BASICS. SYMBOLOGY ON PLANS MAY
AS NOTED ON PROJECT PLAN SHEETS. THIS LEGEND
LINEWEIGHT, IN COMBINATION WITH PROJECT ANNOTATION,
USED FOR EXISTING & PROPOSED FEATURES WITH HEAVIER
STANDARD CONVENTIONAL SYMBOLOGY. THE SYMBOLOGY IS
THE SYMBOLOGY ON THIS SHEET IS INTENDED TO COVER
SYMBOLOGY LEGEND NOTE
EXISTING ROW POINT
N E
+ 5 0
M A
T C
+ 5 0
2634+00 2635+00 2636+00 2637+00 2638+00
S T
+ 0 2 . 2 6
1634+00 1635+00 1636+00 1637+00 1638+00
S T
+ 1 6 . 7 6
N E
+ 5 0
M A
T C
+ 5 0
M A
T C
+ 5 0
M A
T C
+ 5 0
LAYOUT SHEET 2
2639+00 2640+00 2641+00 2642+00 2643+00 2644+00
1639+00 1640+00 1641+00 1642+00 1643+00 1644+00
STA 2645+25.25
BEGIN BRIDGE 21S
STA 1643+94.00
N E
+ 2 5
M A
T C
+ 2 5
M A
T C
+ 5 0
M A
T C
+ 5 0
LAYOUT SHEET 3
2645+00 2646+00 2647+00 2648+00 2649+00 2650+00
1645+00 1646+00 1647+00 1648+00 1649+00 1650+00
50 +0
P I
S T
P I
( S
V E R R
TO ROCKI
( S
V E R R
4'-3"
12'-0"
12'-0"
4'-0"
CHANNEL STA. 53+18.04
EXISTING R.O.W.
EXISTING R.O.W.
COUNTER MEASURES
OF SCOUR COUNTER MEASURES (RIP
TEMPORARY ACCESS FOR MAINTENANCE
V E R
N E
+ 2 5
M A
T C
+ 2 5
M A
T C
+ 2 5
M A
T C
+ 2 5
LAYOUT SHEET 4
2651+00 2652+00 2653+00 2654+00 2655+00 2656+00
1651+00 1652+00 1653+00 1654+00
1655+00
1656+00
S T
+ 4 9 . 8 7
+ 2 5
M A
T C
+ 2 5
+ 3 3 . 1 6
+ 5 3 . 0 3
+ 0 0 . 0 0
-3.1960%
4 2 0 . 5 2
4 1 9 . 6 4
4 1 8 . 7 7
4 1 7 . 9 2
4 1 7 . 0 8
4 1 6 . 2 5
4 1 5 . 4 3
4 1 4 . 6 2
4 1 3 . 8 2
4 1 3 . 0 3
4 1 2 . 2 3
4 1 1 . 4 3
4 1 0 . 6 3
4 0 9 . 8 3
4 0 9 . 0 3
4 0 8 . 2 3
4 0 7 . 4 3
4 0 6 . 6 3
4 0 5 . 8 3
4 0 5 . 0 4
4 0 4 . 2 4
4 0 3 . 4 4
4 0 2 . 6 4
4 0 1 . 8 4
4 2 1 . 4
4 2 0 . 5
4 1 9 . 5
4 1 8 . 7
4 1 8 . 2
4 1 7 . 0
4 1 6 . 2
4 1 5 . 4
4 1 4 . 3
4 1 3 . 9
4 1 2 . 8
4 1 1 . 2
4 0 6 . 5
4 0 0 . 4
3 9 2 . 3
3 8 5 . 8
3 8 0 . 6
3 7 8 . 0
3 7 6 . 7
3 7 7 . 0
3 7 5 . 8
3 7 2 . 5
3 6 7 . 9
3 6 5 . 0
3 6 2 . 0
I. MAYNARD
I-91 NORTHBOUND PROFILE
TENTH ARE EXISTING GROUND
BEGIN PROJECT
+ 9 4 . 0 0
GROUND ALONG C NB
+ 0 0 . 0 0
-3.1960%
3 6 2 . 0
3 6 1 . 7
3 6 1 . 0
3 6 1 . 0
3 6 3 . 7
3 6 7 . 2
3 7 0 . 3
3 7 7 . 2
3 8 5 . 0
3 8 9 . 4
3 9 3 . 5
3 9 2 . 5
3 9 2 . 3
3 9 1 . 6
3 9 0 . 9
3 9 0 . 1
3 8 9 . 5
3 8 8 . 7
3 8 7 . 9
3 8 7 . 6
3 8 7 . 2
3 8 6 . 7
3 8 6 . 4
3 8 6 . 0
3 8 5 . 7
I. MAYNARD
I-91 NORTHBOUND PROFILE
TENTH ARE EXISTING GROUND
STA. 1650+20.00
+ 1 8 . 0 5
GROUND ALONG C NB
+ 0 0 . 0 0
-3.1960%
4 1 8 . 0
4 1 6 . 9
4 1 6 . 4
4 1 5 . 6
4 1 4 . 7
4 1 3 . 9
4 1 2 . 9
4 1 2 . 1
4 1 1 . 3
4 1 0 . 4
4 0 9 . 4
4 0 8 . 5
4 0 6 . 0
4 0 2 . 1
3 9 6 . 8
3 8 7 . 7
3 8 0 . 7
3 7 8 . 7
3 7 6 . 5
3 7 7 . 2
3 7 7 . 3
3 7 4 . 1
3 7 1 . 4
3 6 7 . 8
3 6 4 . 0
HUNDREDTH ARE FINISH GRADE
TENTH ARE EXISTING GROUND
HORZONTAL SCALE: 1" = 20' VERTICAL SCALE 1" = 10'
I. MAYNARD
I-91 SOUTHBOUND PROFILE
STA. 2644+25.00
+ 2 5 . 2 5
+ 7 5 . 0 0
-3.1960%
3 6 4 . 0
3 6 1 . 7
3 6 1 . 6
3 6 1 . 4
3 6 1 . 7
3 6 5 . 1
3 6 9 . 1
3 7 2 . 8
3 7 6 . 5
3 7 9 . 1
3 8 3 . 0
3 8 7 . 1
3 8 8 . 4
3 8 7 . 9
3 8 7 . 3
3 8 6 . 1
3 8 5 . 8
3 8 5 . 2
3 8 4 . 4
3 8 4 . 0
3 8 3 . 5
3 8 2 . 9
3 8 2 . 5
3 8 2 . 0
3 8 1 . 5
HUNDREDTH ARE FINISH GRADE
TENTH ARE EXISTING GROUND
HORZONTAL SCALE: 1" = 20' VERTICAL SCALE 1" = 10'
I. MAYNARD
I-91 SOUTHBOUND PROFILE
STA. 2651+70.00
+ 6 5 . 7 5
N E
WESTMINSTER
C PIER 1L C PIER 2L C PIER 3L C PIER 4L C PIER 5L C PIER 6L C PIER 7L
SCALE: 1" = 20'-0"
E E E
LC BR 21 SB
LC BR 21 NB
N E
WESTMINSTER
C PIER 1L C PIER 2L C PIER 3L C PIER 4L C PIER 5L C PIER 6L
SCALE: 1" = 20'-0"
LC BR 21 NB
LC BR 21 SB
END NB BRIDGE
BM 4 BM 5
COL. 1COL. 2COL. 3
BM 4 BM 5
SOUTHFACE
(TYP.)
ACTUAL LIMITS, DEPTH AND CLASS OF
INSPECTIONS CONDUCTED IN JULY 2015.
DETERIORATED AREAS SHOWN ARE BASED ON
NOTE:
LEGEND
GROUND
EXIST.
APPROX.
NORTHFACE
CRACK
GROUND
EXIST.
APPROX.
BM 5 BM 4
(TYP.)
SCALE ‚" = 1'-0"
ACTUAL LIMITS, DEPTH AND CLASS OF
INSPECTIONS CONDUCTED IN JULY 2015.
DETERIORATED AREAS SHOWN ARE BASED ON
NOTE:
9/2/2015
GROUND
EXIST.
APPROX.
BM 2 BM 1
(TYP.)
ACTUAL LIMITS, DEPTH AND CLASS OF
INSPECTIONS CONDUCTED IN JULY 2015.
DETERIORATED AREAS SHOWN ARE BASED ON
NOTE:
9/2/2015
GROUND
EXIST.
APPROX.
SOUTHFACE
(TYP.)
ACTUAL LIMITS, DEPTH AND CLASS OF
INSPECTIONS CONDUCTED IN JULY 2015.
DETERIORATED AREAS SHOWN ARE BASED ON
NOTE:
9/2/2015
GROUND
EXIST.
APPROX.
(TYP.)
ACTUAL LIMITS, DEPTH AND CLASS OF
INSPECTIONS CONDUCTED IN JULY 2015.
DETERIORATED AREAS SHOWN ARE BASED ON
NOTE:
9/2/2015
GROUND
EXIST.
APPROX.
(TYP.)
ACTUAL LIMITS, DEPTH AND CLASS OF
INSPECTIONS CONDUCTED IN JULY 2015.
DETERIORATED AREAS SHOWN ARE BASED ON
NOTE:
9/2/2015
GROUND
EXIST.
APPROX.
BM 2 BM 3
BM 4 BM 5
ACTUAL LIMITS, DEPTH AND CLASS OF
INSPECTIONS CONDUCTED IN JULY 2015.
DETERIORATED AREAS SHOWN ARE BASED ON
NOTE:
9/2/2015
BM 1 BM 2
BM 3 BM 4
SCALE ‚" = 1'-0"
ACTUAL LIMITS, DEPTH AND CLASS OF
INSPECTIONS CONDUCTED IN JULY 2015.
DETERIORATED AREAS SHOWN ARE BASED ON
NOTE:
9/2/2015
GROUND
EXIST.
BM 1 BM 2
BM 3 BM 4
BM 1 BM 2
BM 3 BM 4
ACTUAL LIMITS, DEPTH AND CLASS OF
INSPECTIONS CONDUCTED IN JULY 2015.
DETERIORATED AREAS SHOWN ARE BASED ON
NOTE:
9/2/2015
GROUND
EXIST.
APPROX.
POWDERY CONCRETE
SOUTHFACE
(TYP.)
ACTUAL LIMITS, DEPTH AND CLASS OF
INSPECTIONS CONDUCTED IN JULY 2015.
DETERIORATED AREAS SHOWN ARE BASED ON
NOTE:
9/2/2015
GROUND
EXIST.
APPROX.
(TYP.)
ACTUAL LIMITS, DEPTH AND CLASS OF
INSPECTIONS CONDUCTED IN JULY 2015.
DETERIORATED AREAS SHOWN ARE BASED ON
NOTE:
9/2/2015
GROUND
EXIST.
APPROX.
(TYP.)
ACTUAL LIMITS, DEPTH AND CLASS OF
INSPECTIONS CONDUCTED IN JULY 2015.
DETERIORATED AREAS SHOWN ARE BASED ON
NOTE:
9/2/2015
GROUND
EXIST.
APPROX.
BM 1 BM 2
BM 3 BM 4
ACTUAL LIMITS, DEPTH AND CLASS OF
INSPECTIONS CONDUCTED IN JULY 2015.
DETERIORATED AREAS SHOWN ARE BASED ON
NOTE:
9/2/2015
400
410
420
430
1642+50
1642+60
390
400
410
420
430
370
380
390
400
410
420
430
370
380
390
400
410
420
430
360
370
380
390
400
410
420
430
360
370
380
390
400
410
420
430
F.G. = 416.25
F.G. = 415.92
F.G. = 415.92
F.G. = 413.03
F.G. = 411.43
I. MAYNARD
I. MAYNARD
BEGIN BRIDGE
1643+94.00
1644+00
1643+50
BEGIN PROJECT
1643+00
1644+50
1649+00
350
360
370
380
390
400
410
350
360
370
380
390
400
410
1649+70
9/2/2015
I. MAYNARD
I. MAYNARD
END BRIDGE
1649+18.05
1649+50
1650+00
350
360
370
380
390
400
410
370
380
390
400
410
1650+50
1650+60
1651+00
9/2/2015
I. MAYNARD
I. MAYNARD
END PROJECT
1650+20
2643+50
2643+85
2644+00
390
400
410
420
430
440
9/2/2015
I. MAYNARD
I. MAYNARD
F.G. = 413.02
F.G. = 411.90
F.G. = 411.42
F.G. = 410.63
BEGIN PROJECT
2644+25
2644+50
2644+75
370
380
390
400
410
420
360
370
380
390
400
410
420
2645+50
9/2/2015
I. MAYNARD
I. MAYNARD
F.G. = 409.83
F.G. = 409.03
F.G. = 408.23
F.G. = 406.63
BEGIN BRIDGE
2645+25.25
2645+00
350
360
370
380
390
400
410
350
360
370
380
390
400
2651+00
2651+20
2651+50
9/2/2015
I. MAYNARD
I. MAYNARD
F.G. = 390.65
F.G. = 389.07
F.G. = 388.45
F.G. = 387.58
END BRIDGE
2650+65.75
2650+50
350
360
370
380
390
400
350
360
370
380
390
400
2652+00
2652+10
2652+50
9/2/2015
I. MAYNARD
I. MAYNARD
F.G. = 387.01
F.G. = 386.19
F.G. = 385.93
F.G. = 384.92
END PROJECT
2651+70
350
360
370
380
390
400
410
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200-10-20-30-40-50-60-70-80-90-100
50+00
350
360
370
380
390
400
410
350
360
370
380
390
400
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200-10-20-30-40-50-60-70-80-90-100
50+50
9/2/2015
I. MAYNARD
I. MAYNARD
350
360
370
380
390
400
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200-10-20-30-40-50-60-70-80-90-100
51+00
350
360
370
380
390
400
350
360
370
380
390
400
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200-10-20-30-40-50-60-70-80-90-100
51+50
9/2/2015
I. MAYNARD
I. MAYNARD
350
360
370
380
390
400
410
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200-10-20-30-40-50-60-70-80-90-100
52+00
350
360
370
380
390
400
410
350
360
370
380
390
400
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200-10-20-30-40-50-60-70-80-90-100
52+50
9/2/2015
I. MAYNARD
I. MAYNARD
350
360
370
380
390
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200-10-20-30-40-50-60-70-80-90-100
53+00
350
360
370
380
390
350
360
370
380
390
400
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200-10-20-30-40-50-60-70-80-90-100
53+50
9/2/2015
I. MAYNARD
I. MAYNARD
350
360
370
380
390
400
410
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200-10-20-30-40-50-60-70-80-90-100
54+00
350
360
370
380
390
400
410
350
360
370
380
390
400
410
420
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200-10-20-30-40-50-60-70-80-90-100
54+50
9/2/2015
I. MAYNARD
I. MAYNARD
350
360
370
380
390
400
410
420
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200-10-20-30-40-50-60-70-80-90-100
55+00
350
360
370
380
390
400
410
420
350
360
370
380
390
400
410
420
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200-10-20-30-40-50-60-70-80-90-100
55+00
9/2/2015
I. MAYNARD
I. MAYNARD
N E
+ 5 0
M A
T C
+ 5 0
2634+00 2635+00 2636+00 2637+00 2638+00
1633+00
1634+00 1635+00 1636+00 1637+00 1638+00
390 390 390
3 9 0
N E
+ 5 0
M A
T C
+ 5 0
M A
T C
+ 5 0
M A
T C
+ 5 0
EPSC - EXISTING SHEET 2
2639+00 2640+00 2641+00 2642+00 2643+00 2644+00
1639+00 1640+00 1641+00 1642+00 1643+00 1644+00
38 0
N E
+ 2 5
M A
T C
+ 2 5
M A
T C
+ 5 0
M A
T C
+ 5 0
EPSC - EXISTING SHEET 3
2645+00 2646+00 2647+00 2648+00 2649+00 2650+00
1645+00 1646+00 1647+00 1648+00 1649+00 1650+00
3 7 0
3 7 0
V E R
N E
+ 2 5
M A
T C
+ 2 5
M A
T C
+ 2 5
M A
T C
+ 2 5
EPSC - EXISTING SHEET 4
2651+00 2652+00 2653+00 2654+00 2655+00 2656+00
1651+00 1652+00 1653+00 1654+00
1655+00
1656+00
+ 2 5
M A
T C
+ 2 5
+ 3 3 . 1 6
+ 5 3 . 0 3
WESTMINSTER I-91 N & S BRIDGE REPAIRS
DETAIL
APPROVED FOR USE BY VAOT STRUCTURES SECTIONMAY 7, 2010
FEBRUARY 9, 2012 REBAR SUBSTITUTION ALLOWANCE ADDED TO CONCRETE GENERAL NOTES.
V E
R M
2.
1. ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED 1" x 1"
WHEN USING HIGHER STRENGTH STEEL.
AASHTO LRFD BRIDGE DESIGN SPECIFICATION AND STRUCTURES DESIGN MANUAL
BAR SIZE AND SPACING MAY BE MODIFIED ACCORDING TO THE LATEST
60 KSI STEEL, UNLESS NOTED OTHERWISE. WITH THE ENGINEER'S PERMISSION,
REINFORCING STEEL SIZE AND SPACING SHOWN IN THE PLANS IS BASED ON
(NOT TO SCALE)
STEEL
REINFORCING
2. IMMEDIATELY BEFORE NEW CONCRETE
LAITANCE.
ROUGHENED SURFACE
UNIT BID PRICE FOR THE ADJACENT CONCRETE.
PAYMENT FOR THE P.V.C. WATERSTOP SHALL BE INCIDENTAL TO THE
CONSTRUCTION JOINTS
UNIT BID PRICE FOR THE ADJACENT CONCRETE.
PAYMENT FOR THE P.V.C. WATERSTOP SHALL BE INCIDENTAL TO THE
EXPANSION JOINTS
SHALL BE INCIDENTAL TO THE
‚"
BEFORE PLACING NEW CONCRETE.
APPLY EPOXY BONDING COMPOUND
FACE OF GUARD RAIL
PAYMENT FOR INSTALLATION OF THE BRIDGE PLAQUE SHALL BE
THE ENGINEER.
ABUTMENT #1 ON THE RIGHT SIDE AS SHOWN OR AS DIRECTED BY
TRANSPORTATION AND SHALL BE INSTALLED BY THE CONTRACTOR AT
THE BRIDGE PLAQUE WILL BE SUPPLIED BY THE AGENCY OF
JOINT SEALER
ROUGHENED SURFACE
MEETING THE REQUIREMENTS OF
MAY 7, 2010 APPROVED FOR USE BY VAOT STRUCTURES SECTION
(NOT TO SCALE)
(NOT TO SCALE)
JOINT
CONSTRUCTION
HORIZONTAL
90°
THE JOINT SPACING AND DETAILS SHOWN SHALL APPLY TO
NECESSARY TO MAINTAIN COVER IN THE FLARED CURB ENDS.
CONSTRUCTION JOINTS. CURB STIRRUP BARS SHALL BE TURNED AS
LONGITUDINAL REINFORCING SHALL BE CONTINUOUS THROUGH CURB
ADJACENT PLACEMENTS.
ALTERNATE SECTIONS WITH A MINIMUM OF 48 HOUR DELAY BETWEEN
WHEN CURB JOINTS ARE USED THE CURBS SHALL BE PLACED IN
7'-0" EACH SIDE OF THE CENTERLINE OF EACH PIER.
JOINTS SHALL BE LOCATED OVER THE CENTERLINE OF PIERS AND
WHETHER APPROVED SHRINKAGE REDUCING ADMIXTURE IS USED, CURB
ON MULTI-SPAN CONTINUOUS SUPERSTRUCTURES, REGARDLESS OF
RAILING POST.
CENTER AND 2'-0" MINIMUM FROM THE CENTER OF NEAREST BRIDGE
CONSTRUCTION JOINTS SPACED AT A MAXIMUM OF 15'-0" CENTER TO
REDUCING ADMIXTURE, THE CURBS SHALL BE CONSTRUCTED WITH
IF THE CONTRACTOR CHOOSES NOT TO USE AN APPROVED SHRINKAGE
INCIDENTAL TO THE BRIDGE CURB CONCRETE ITEM.
PAYMENT FOR THE SHRINKAGE REDUCING ADMIXTURE WILL BE
SPECIAL PROVISIONS IS USED WITH THE CONCRETE MIX DESIGN.
AN APPROVED SHRINKAGE REDUCING ADMIXTURE LISTED IN THE
CONCRETE CURBS MAY BE PLACED IN ONE CONTINUOUS OPERATION IF
CONCRETE CURB JOINT NOTES
6 "
O N
OCTOBER 10, 2012 MODIFIED HORZ. JOINT WINGWALL ADD 6" MIN. DIMENSION
(OR BRIDGE DECK)
MAY 7, 2010 APPROVED FOR USE BY VAOT STRUCTURES SECTION
BRIDGE JOINT ASPHALTIC PLUG
O M
R E
CRUSHED STONE
BRIDGE DECK
BRIDGE DECK
4" MAX
2" MIN
4" MAX
2" MIN
STEEL PLATE
SPECIFIED IN NOTE: 2
MOVING BY INSERTING LOCATING PINS THROUGH THE PRE-STAMPED
THE CENTER OF THE MOVEMENT GAP. SECURE THE PLATES FROM
PLACE 1/4" THICK BY 8" WIDE SECTIONS OF STEEL PLATE OVER
NOTE:
OR BRIDGE DECK WILL PROVIDE INADEQUATE SUPPORT AND WHERE
OMITTED WHERE THE ENGINEER DETERMINES THAT THE APPROACH SLAB
BACKER ROD AND COVER WITH HOT BINDER. THE STEEL PLATES MAY BE
INSERTING LOCATING PINS THROUGH THE PRE-STAMPED HOLES INTO
CENTER OF THE MOVEMENT GAP. SECURE THE PLATES FROM MOVING BY
4. PLACE 1/4" THICK BY 8" WIDE SECTIONS OF STEEL PLATE OVER THE
3. REINFORCING STEEL NOT SHOWN FOR CLARITY.
SUBSECTION 780.04.
GRADE SHALL BE REPLACED WITH RAPID SETTING CONCRETE REPAIR
REMOVED MATERIAL THAT IS GREATER THAN 4 INCHES FROM FINISHED
MATERIAL MEETING THE REQUIREMENTS OF SUBSECTION 707.15. ALL
THAN 4" FROM FINISHED GRADE WITH ASPHALTIC PLUG JOINT
2. THE CONTRACTOR SHALL REPLACE REMOVED MATERIAL THAT IS LESS
CONCRETE REPAIR MATERIAL WITH COARSE AGGREGATE.
INCLUDED IN THE BID PRICE OF ITEM 580.20 RAPID SETTING
PLUG. ANY REMOVAL OF MATERIAL GREATER THAN 4 INCHES SHALL BE
BID PRICE FOR ITEM 516.10 BRIDGE EXPANSION JOINT, ASPHALTIC
OF THE FIRST 4 INCHES OF MATERIAL SHALL BE INCLUDED IN THE
AND DETERIORATED CONCRETE AS DIRECTED BY THE ENGINEER. REMOVAL
1. THE CONTRACTOR SHALL REMOVE ALL ASPHALTIC PLUG JOINT MATERIAL
NOTES:
NOTE:
REQUIREMENTS OF SECTION 524. THE COST OF THE JOINT SEALER,
SHALL BE FILLED WITH JOINT SEALER, POLYURETHANE MEETING THE
HAUNCHES.ANY VOIDS RESULTING FROM FORMING SYSTEM ELEMENTS
SYSTEMS DESIGNED FOR THE CONSTRUCTION OF VERTICAL
THE 3" HORIZONTAL SECTION MAY BE ELIMINATED FOR FORMING
CL
SD-601.00
REVISIONS
STRUCTURESMAY 7, 2010 APPROVED FOR USE BY VAOT STRUCTURES SECTION
1.
2.
3.
4.
5.
6.
7.
RESIDENT ENGINEER FOR USE IN DETERMINING FINISHED GRADES.
THE TOP OF THE GIRDERS SHALL BE TAKEN AS DIRECTED BY THE
AFTER SUPERSTRUCTURE STEEL HAS BEEN ERECTED, ELEVATIONS ALONG
ENDS OF GIRDERS ARE TO BE VERTICAL IN THEIR FINAL POSITION.
STANDARD SPECIFICATIONS.
CHARPY V-NOTCH TESTED IN ACCORDANCE WITH SUBSECTION 714.01 OF THE
STRUCTURAL STEEL MEMBERS DESIGNATED "CVN" IN THE PLANS SHALL BE
ENGINEER FOR APPROVAL.
DETAILED BY THE FABRICATOR AND SUBMITTED TO THE STRUCTURES
ANY CONNECTIONS THAT ARE NOT DETAILED ON THE PLANS SHALL BE
ALL WELDING SHALL CONFORM TO THE PROVISIONS OF SUBSECTION 506.10.
SECTION 506.19.
BOLTS. THESE BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH SUB-
WISE FILLED, SHALL BE FILLED WITH EITHER BUTTON HEAD OR HEX HEAD
ALL HOLES IN THE WEBS OF THE FASCIA GIRDERS THAT ARE NOT OTHER-
UNLESS OTHERWISE SPECIFIED.
ALL FIELD CONNECTIONS SHALL BE MADE WITH 7/8" DIAMETER HIGH-
STRUCTURAL STEEL GENERAL NOTES:
N OI
T A
O M
R E
S
DETAILS ON THIS SHEET ARE "NOT TO SCALE" UNLESS NOTED OTHERWISE.
GIRDER
DEPTH
PREFABRICATED PILE SPLICE
FASCIA GIRDERS ON THE HIGH SIDE OF ALL PIERS AND
DRIP PLATES SHALL BE PLACED ON OUTSIDE EDGE OF
6 0 °
CL
MAY 7, 2010 APPROVED FOR USE BY VAOT STRUCTURES SECTION
STRUCTURAL STEEL PLATE GIRDER DETAILS AND NOTES
N OI
T A
O M
R E
3 "
INTERMEDIATE DIAPHRAGMS
BRIDGE BEAM
( S
N U
M B
E R
DETAILS ON THIS SHEET ARE "NOT TO SCALE" UNLESS NOTED OTHERWISE.
*
Š"
ROLLED BEAM
NOT OCCUR AT AN ABUTMENT OR PIER.
INTERMEDIATE DETAIL IS ONLY USED WHEN PLATE DOES
2" RADIUS MINIMUM
AND BOTTOM FLANGES
* *
*
*