Dowling S-01-Default
Transcript of Dowling S-01-Default
MILE 3.02 OAKVILLE SUBDIVISION
K:\
Proj\11
40939\08
Desig
n and
Develo
pment\
Structural\
Working
Dra
wings\01-
Current\
Desig
n File\Do
wlin
g S-01.dgn
CA
DD
FIL
E
NA
ME:
6/16/2015
LAST
UP
DATE
D:
PRIN
TE
D:
6/16/2015 7:4
2:2
6 P
M
9:4
4:5
6 P
M
DIMENSIONS ARE IN MILLIMETERS
UNLESS OTHERWISE SHOWN
100 mm ON ORIGINAL DRAWING
DRAWING NOT TO BE SCALED
Bridges, Structures & Expressways
Transportation Infrastructure
Manager, Design & Construction
EASTON GORDON, P.ENG.
ECI
LS
NE G
RO
P
EN
VI
C OF
RI
NOAT
O
RE
EIN
O
D
IOFE
RP
SS NA
NE
L
P.L. TSUNG
ECI
LS
NE G
RO
P
EN
VI
C OF
RI
NOAT
O
RE
EIN
O
D
IOFE
RP
SS NA
NE
L
100159911M. ZHANG
3500
2400 500
2400
3000
4000
1200
1200
3460
–
4000
4000
500
1700
5%–
C.L. N. ABUT.
C.L. S. ABUT.
NO
RTH A
BUT
MENT O
F D
OW
LIN
G S.
CAP B
EA
M T
O R
EM
AIN
CENTR
AL
DEC
K A
ND
SO
UTH A
BUTM
ENT
OF
DO
WLI
NG S.
DATE INITIALREVISIONSNo.
DESIGN
DATE:
DRAWN CHECKED
NUMBER
DRAWING
SIGNEDDIGITAL INFORMATION
SCALE:
CONSULTANTS
SHEET
Engineering & Construction Services
L.Ts.ISSUED FOR TENDER06-15-2015
S1
TO BR. #007
1:50
SECTION - EXISTING BRIDGE 1
-
1:100
ELEVATION - EXISTING BRIDGE
-
1
PLAN - EXISTING BRIDGE1:100
-
1
1
-
TO BR. #507
DRAWING LIST:
•
•
•
•
LEGEND
DESIGN BASED ON ORIGINAL DRAWINGS. SEE CONSTRUCTION NOTES ALSO.
NO INTENTIONAL ORDER OF SEQUENCE OF ITEMS LISTED BELOW.
OTHERS AS SHOWN AND/OR SPECIFIED IN CONTRACT.
WORK IS NOT LIMITED TO ITEMS LISTED BELOW.
SCOPE OF WORK - REMOVAL:
•
•
•
GENERAL ARRANGEMENT - REMOVAL
007-S296-50
C1. SEE DRAWING S2.
CONSTRUCTION NOTES:
ONLY
D2. LIVE LOAD IN ACCORDANCE WITH CHBDC (CAN/CSA S6-14) - PEDESTRAIN USE
S6-14.
ACCORDANCE WITH THE CANADIAN HIGHWAY BRIDGE DESIGN CODE CAN/CSA
D1. DESIGN OF STRUCTURAL MODIFICATION/REPAIRS AND NEW MODULAR BRIDGE IN
DESIGN CODE:
•
•
RETAINING WALLS AS DIRECTED BY THE CONTRACT ADMINISTRATOR.
N REMOVE DELAMINATED AND DETERIORATED CONCRETE FROM EXPANSION JOINTS OF
RETAINING WALLS AS DIRECTED BY THE CONTRACT ADMINISTRATOR.
M REMOVE DELAMINATED AND DETERIORATED CONCRETE FROM ABUTMENT WALLS AND
DIRECTED BY THE CONTRACT ADMINISTRATOR.
L REMOVE DELAMINATED AND DETERIORATED CONCRETE FROM PIER AND CAP BEAM AS
AND TWIN RAILINGS.
K REMOVE TOP PART OF EXISTING RETAINING WALLS AND ASSOCIATED PARAPET WALLS
NORTH AND SOUTH DECK EDGES.
J REMOVE EXISTING CONCRETE CURBS, PARAPET WALLS AND LIGHT POLE BASES AT
I REMOVE CONCRETE MEDIAN AND ASSOCIATED STEEL BEAM GUIDE RAIL.
H REMOVE EXISTING APPROACH SLABS.
AND BALLAST WALL AT ABUTMENTS.
G REMOVE EXISTING EXPANSION JOINT ASSEMBLIES, TOP PORTION OF END DIAPHRAGMS,
AT PIER.
F REMOVE EXISTING EXPANSION JOINT ASSEMBLIES AND ASSOCIATED 2m DECK SLABS
SOFFIT.
E REMOVE DELAMINATED AND DETERIORATED CONCRETE FROM DECK SURFACE AND
BETWEEN EBL / OFF RAMP AND ASSOCIATED STEEL BEAM GUIDE RAIL.
D REMOVE CONCRETE FLUSHED TO SCARIFICATION OF ADJACENT DECK SLAB AT ISLAND
C REMOVE 50 mm CONCRETE DECK AT EASTBOUND OFF RAMP.
B SCARIFY 10 mm CONCRETE DECK AT WBL AND EBL DECKS.
A REMOVE EXISTING ASPHALT AND WATER PROOFING ON DECK.
• DESIGN BASED ON ORIGINAL DRAWINGS. SEE CONSTRUCTION NOTES ALSO.
• NO INTENTIONAL ORDER OF SEQUENCE OF ITEMS LISTED BELOW.
IN CONTRACT.
• WORK IS NOT LIMITED TO ITEMS LISTED BELOW. OTHERS AS SHOWN AND/OR SPECIFIED
SCOPE OF WORK - REMOVAL:
BE DETERMINED BY CONTRACTOR.
SUPPORTED TO MAINTAIN OPERATION OF STREET LIGHTS. METHOD OF SUPPORT TO
R4. ELECTRICAL CONDUITS, CABLES/WIRES AND BOXES SHALL BE TEMPORARILY
SHALL NOT BE PERMITTED.
USE OF HYDRAULIC MOUNTED BREAKERS (HOE RAMS) AND/OR THROUGH SAWCUT
CARRIED OUT BY USING CHIPPING HAMMERS AS PER THE CONTRACT DOCUMENTS. THE
R3. ALL CHIPPING OF CONCRETE ON THE PARAPETS AND DECK SOFFIT SHALL TO BE
REPAIR SHALL BE DETERMINED ON SITE BY CONTRACT ADMINISTRATOR.
R2. REMOVE ALL DETERIORATED AND UNSOUND CONCRETE. EXTENT OF CONCRETE
BE 25mm DEEP OR TO THE FIRST LAYER OF REINFORCING STEEL, WHICHEVER IS LESS.
R1. UNLESS OTHERWISE NOTED SAWCUT AT THE LIMITS OF CONCRETE REMOVALS SHALL
REMOVAL NOTES:
CONCRETE REMOVALS.
ADDITIONAL CONCRETE OVERLAY IF APPLICABLE) BEFORE PROCEEDING WITH THE
TO ESTABLISH THE FINAL PROFILE CONTROL AND CROWN ELEVATIONS (INCLUDE
RESPONSIBLE FOR CARRYING OUT A FIELD SURVEY OF THE EXISTING DECK IN ORDER
ELEVATIONS RELATIVE TO THE EXISTING EDGE OF DECK. THE CONTRACTOR SHALL BE
FROM THE FINAL CROWN ELEVATIONS. THE CONTRACTOR SHALL NOT LAY OUT THESE
C5. THE CONTRACTOR SHALL DETERMINE THE TOP OF DECK EDGE FASCIA ELEVATIONS
PRIOR TO CONSTRUCTION WORK.
MEASURES OR ARRANGE TO DIVERT AS MAY BE REQUIRED BY RELEVANT AUTHORITIES
WORK AREA. CARRY OUT ALL NECESSARY PROTECTION AND PRECAUTIONARY
C4. THE CONTRACTOR SHALL CHECK AND IDENTIFY ALL EXISTING UTILITIES WITHIN THE
CONTRACT DOCUMENTS) FOR DETAILS OF THE EXISTING STRUCTURE.
C3. THE CONTRACTOR SHALL REFER TO THE REFERENCE DRAWINGS (AS LISTED IN
C2. FOR TRAFFIC AND CONSTRUCTION STAGING, SEE STAGING DRAWING.
REQUIRED TO MATCH THE EXISTING STRUCTURE SHALL BE SUBMITTED FOR APPROVAL.
TO THE CONTRACT ADMINISTRATOR AND THE PROPOSED ADJUSTMENT OF THE WORK
PRIOR TO COMMENCEMENT OF THE WORK. ANY DISCREPANCIES SHALL BE REPORTED
EXISTING STRUCTURE THAT ARE RELEVANT TO THE WORK SHOWN ON THE DRAWINGS
C1. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, DETAILS AND ELEVATIONS OF THE
CONSTRUCTION NOTES:
D2. LIVE LOAD - CHBDC 06 CL-625-ONT.
DESIGN CODE.
D1. DESIGN OF REPAIRS IN ACCORDANCE WITH CSA S6-06 CANADIAN HIGHWAY BRIDGE
DESIGN CODE:
NOTED.
G5. ALL EXPOSED CONCRETE EDGES TO BE CHAMFERED 20mm UNLESS OTHERWISE
OTHERWISE STATED.
G4. ALL PROTECTION SYSTEM SHALL BE DESIGNED TO PERFORMANCE LEVEL 2 UNLESS
EDITION); GALVANIZED TO ASTM A123.
• WELDED WIRE MESH REINFORCEMENT SHALL BE TO CSA STANDARDS G30.5 (LATEST
SS12-1 UNLESS INDICATED OTHERWISE.
HOOKS SHALL BE IN ACCORDANCE WITH THE STRUCTURAL STANDARD DRAWINGS
DIAMETERS, WHILE STIRRUPS AND TIES SHALL HAVE MINIMUM HOOK DIMENSIONS.ALL
• BAR HOOKS SHALL HAVE STANDARD HOOK DIMENSIONS USING MINIMUM BEND
BE CLASS B.
• UNLESS SHOWN OTHERWISE, TENSION LAP SPLICES FOR REINFORCING STEEL SHALL
MINIMUM YIELD STRENGTH OF 500 MPA UNLESS OTHERWISE SPECIFIED.
• STAINLESS REINFORCING STEEL SHALL BE TYPE 316LN, DUPLEX 2205 AND HAVE A
• BAR MARKS WITH PREFIX ’S’ DENOTE STAINLESS STEEL BARS.
• REINFORCING STEEL SHALL BE GRADE 400W UNLESS OTHERWISE SPECIFIED.
G3. REINFORCING STEEL:
UNLESS NOTED OTHERWISE.
REMAINDER ------------------- 70 – 20
BOTTOM (INCLUDING CONCRETE PATCHES)- 40 – 10
DECK TOP -------------------- 70 – 10
G2. CLEAR COVER TO REINFORCING STEEL:
ALL CONCRETE ------------- 35 MPa
G1. CLASS OF CONCRETE:
GENERAL NOTES:
•
•
N
UNLESS OTHERWISE NOTED.
G8. ALL EXPOSED CONCRETE EDGES TO BE CHAMFERED 20mm
CONTRACTOR SHALL ADJUST THE REINFORCING STEEL TO SUIT.
BEARING THICKNESSES ARE DIFFERENT FROM THOSE GIVEN IN THE DRAWINGS, THE
ACTUAL BEARING THICKNESSES FROM THE TOP OF BEARING ELEVATIONS. IF THE ACTUAL
G7. THE CONTRACTOR SHALL ESTABLISH THE BEARING SEAT ELEVATIONS BY DEDUCTING THE
PEDESTRIAN BRIDGE SHALL HAVE CHAIN LINK FENCE ON EACH SIDE.
FROM ACROW BRIDGE OR ACCEPTABLE EQUIVALENT PRODUCT.
CONTRACT DOCUMENTS. THE CONTRACTOR SHALL SUPPLY THE STEEL MODULAR BRIDGE
ACCORDANCE WITH DIMENSIONS SHOWN ON DRAWINGS AND SPECIFICATIONS AS PER THE
CONCRETE SHALL BE DESIGNED AND SUPPLIED BY THE MODULAR BRIDGE FABRICATOR IN
GUIDERAILS, HAND RAILING, SIDEWALKS, PEDESTALS/BASE PLATES AND CONNECTIONS TO
NEW HOT DIPPED GALVANIZED STEEL MODULAR BRIDGE, COMPLETE WITH DECKING,
G6. STEEL MODULAR BRIDGE:
BOLT THREADS SHALL BE EXCLUDED FROM THE SHEAR PLANES.
ALL BOLTS SHALL BE ASTM A325 TYPE 1 AND HOT DIPPED GALVANIZED AS PER ASTM A 153.
G5. STEEL HARDWARE:
REMAINDER ------- GRADE 300W
ROLLED SECTIONS --------- GRADE 350W
G4. STRUCTURAL STEEL:
EDITION); GALVANIZED TO ASTM A123.
WELDED WIRE MESH REINFORCEMENT SHALL BE TO CSA STANDARDS G30.5 (LATEST
DRAWINGS SS12-1 UNLESS INDICATED OTHERWISE.
ALL HOOKS SHALL BE IN ACCORDANCE WITH THE STRUCTURAL STANDARD
DIAMETERS, WHILE STIRRUPS AND TIES SHALL HAVE MINIMUM HOOK DIMENSIONS.
BAR HOOKS SHALL HAVE STANDARD HOOK DIMENSIONS USING MINIMUM BEND
BE CLASS B.
UNLESS SHOWN OTHERWISE, TENSION LAP SPLICES FOR REINFORCING STEEL SHALL
MINIMUM YIELD STRENGTH OF 500 MPA UNLESS OTHERWISE SPECIFIED.
STAINLESS REINFORCING STEEL SHALL BE TYPE 316LN, DUPLEX 2205 AND HAVE A
BAR MARKS WITH PREFIX ’S’ DENOTE STAINLESS STEEL BARS.
REINFORCING STEEL SHALL BE GRADE 400W UNLESS OTHERWISE SPECIFIED.
G3. REINFORCING STEEL:
UNLESS NOTED OTHERWISE.
G2. CLEAR COVER TO REINFORCING STEEL:
----------- 35 MPa (AT 28 DAYS)
ALL CONCRETE ----------- 25 MPa (AT 7 DAYS)
G1. CLASS OF CONCRETE:
GENERAL NOTES:
CONTRACT.
R4. TOTAL ABUTMENT WALL REFACING WILL NOT BE REQUIRED UNDER THIS
PERMITTED.
MOUNTED BREAKERS (HOE RAMS) AND/OR THROUGH SAWCUT SHALL NOT BE
HAMMERS AS PER THE CONTRACT DOCUMENTS. THE USE OF HYDRAULIC
R3. ALL CHIPPING OF CONCRETE SHALL BE CARRIED OUT BY USING CHIPPING
REPAIR SHALL BE DETERMINED ON SITE BY CONTRACT ADMINISTRATOR.
R2. REMOVE ALL DETERIORATED AND UNSOUND CONCRETE. EXTENT OF CONCRETE
WHICHEVER IS LESS.
SHALL BE 25mm DEEP OR TO THE FIRST LAYER OF REINFORCING STEEL,
R1. UNLESS OTHERWISE NOTED SAWCUT AT THE LIMITS OF CONCRETE REMOVALS
REMOVAL NOTES:
S10. STANDARD DETAILS II
S9. STANDARD DETAILS I
S8. PARAPET WALL
S7. GENERAL REPAIR AND BEARING DETAILS
S6. SIDEWALK RAMP
S5. PIER REPAIR DETAILS
S4. ABUTMENT REPAIR DETAILS
S3. ABUTMENT REMOVAL DETAILS
S2. GENERAL ARRANGEMENT - REHABILITATION
S1. GENERAL ARRANGEMENT - REMOVAL
G1. COVER SHEET
AS DIRECTED BT THE CONTRACT ADMINISTRATOR.
H REMOVE DELAMINATED AND DETERIORATED CONCRETE FROM CAP BEAM SOFFIT
G CLEAN UP CRACKS FOR INJECTION.
F FOR ROAD WORK REMOVALS, SEE DWG. C1.
AND RETAINING WALLS AS DIRECTED BY THE CONTRACT ADMINISTRATOR.
E REMOVE DELAMINATED AND DETERIORATED CONCRETE FROM ABUTMENT WALLS
RAILING.
D REMOVE TOP PART OF BALLAST WALL AND REBUILD TOP PORTION FOR STEEL
SPECIFICATION FOR OPERATIONAL CONSTRAINTS.
C REMOVE BRIDGE STRUCTURE AND DISPOSE OF DEBRIS OFF-SITE. SEE
REQUIRED LIMITS.
B SCARIFY TOP PART OF ABUTMENT AND REMOVE PART OF BALLAST WALL TO THE
RIGHT-OF-WAY) FROM DAMAGE WITH TEMPORARY PROTECTION MEASURES.
A PROTECT EXISTING PROPERTY (INCLUDING LAKESHOE BOULEVARD
M.Z.
AS NOTED
S.W.
DOWLING AVENUE, SOUTH BRIDGE
EMERGENCY WORKS
TRANSPORTATION INFRASTRUCTURE
DESIGN & CONSTRUCTION
FRANK CLARIZIO, P.ENG. DIRECTOR
CONTRACT No. 14SE-15S
OVER F.G. GARDINER EXPRESSWAY
L.Ts.
JUNE, 2015
B
I
C
C
E
E
B
D
E
THROUGH DECK SAW CUT
G
B
SUPPORT BEYOND
ADDITIONAL
BEARING PAD
PAVEMENT TO THE LIMIT OF
REMOVE EXISTING ASPHALT
H
C
C
C
D
D
B
D
B
ASPHALT PAVEMENT TO REMAIN
EXISTING SIDEWALK AND
THROUGH DECK SAW CUT
SIDEWALK TO DECK LEVEL
REMOVE CONCRETE
TEMPORARY BRIDGE
PAVEMENT TO THE LIMIT OF
REMOVE EXISTING ASPHALT
TO REMAIN
RAILING AND POSTS
EXISTING STEEL TUBE
TUBE RAILING AND POSTS
REMOVE EXTERIOR STEEL
MILE 3.02 OAKVILLE SUBDIVISION
K:\
Proj\11
40939\08
Desig
n and
Develo
pment\
Structural\
Working
Dra
wings\01-
Current\
Desig
n File\Do
wlin
g S-02.d
gn
CA
DD
FIL
E
NA
ME:
6/16/2015
LAST
UP
DATE
D:
PRIN
TE
D:
6/16/2015 7:4
3:4
7 P
M
9:4
4:5
7 P
M
DIMENSIONS ARE IN MILLIMETERS
UNLESS OTHERWISE SHOWN
100 mm ON ORIGINAL DRAWING
DRAWING NOT TO BE SCALED
Bridges, Structures & Expressways
Transportation Infrastructure
Manager, Design & Construction
EASTON GORDON, P.ENG.
ECI
LS
NE G
RO
P
EN
VI
C OF
RI
NOAT
O
RE
EIN
O
D
IOFE
RP
SS NA
NE
L
P.L. TSUNG
ECI
LS
NE G
RO
P
EN
VI
C OF
RI
NOAT
O
RE
EIN
O
D
IOFE
RP
SS NA
NE
L
100159911M. ZHANG
2400
19812
16764
P/C B
EARIN
G S
EAT
4 M L
ON
G
TO R
EM
AIN
EXIS
TIN
G R
AILIN
G
TO R
EM
AIN
RAILIN
G
EXIS
TIN
GSEE BRIDGE #507 DWGS.
FOR DOWLING NORTH BRIDGE
250
2515
2439
2497
1400
1650
1000
WP #3
WP #6
WP #4
WP #5
NO
RTH A
BUT
MENT O
F D
OW
LIN
G S.
CAP B
EA
M T
O R
EM
AIN
CENTR
AL
DEC
K A
ND
SO
UTH A
BUTM
ENT
OF
DO
WLI
NG S.
C.L. NEW BRG’S
DATE INITIALREVISIONSNo.
DESIGN
DATE:
DRAWN CHECKED
NUMBER
DRAWING
SIGNEDDIGITAL INFORMATION
SCALE:
CONSULTANTS
SHEET
Engineering & Construction Services
L.Ts.ISSUED FOR TENDER06-15-2015
4%
5%
S2
PLAN - REHABILITATION1:100
GARDIN
ER E
XPRESS W.B.L.
GARDIN
ER E
XPRESS E.B.L.
-
2
1:50
1
-
SECTION - REHABILITATION
SECTION1:50
2
-
A
S5
1:100
ELEVATION
GENERAL ARRANGEMENT - REHABILITATION
DESIGN BASED ON ORIGINAL DRAWINGS. SEE CONSTRUCTION NOTES ALSO.
NO INTENTIONAL ORDER OF SEQUENCE OF ITEMS LISTED BELOW.
OTHERS AS SHOWN AND/OR SPECIFIED IN CONTRACT.
WORK IS NOT LIMITED TO ITEMS LISTED BELOW. •
•
•
SCOPE OF WORK - NEW CONSTRUCTION:
007-S296-51
N
3
CO-ORDINATE
NORTH
WP #
4832501.155
T/DECK EL. REMARKS
EAST
86.930
4
5
4832481.347 309811.559 86.150
86.130
6 4832465.477 85.290
4832479.963
309811.153
309811.327
309802.891
CO-ORDINATE
NORTH
REF.
4832506.517 309801.910
309787.4184832603.273
EAST
REF. BM ELEV.
MK1
MK2
87.000
89.974
REMARKS
ASSIGNED
ASSIGNED
LEGEND
NEW CONCRETE
RAILING
RAILING OR TUBE
EXISTING STEEL
DENOTES FIXED BEARINGF
E DENOTES EXPANSION BEARING
FENCE
NEW CHAIN LINK
C.L. NEW BRG.
C.L. NEW BRG.
C.L. NEW BRG.
C.L. NEW BRG.
9 LOCAL CONCRETE REPAIR TO CAP BEAM SOFFIT.
FOR DOWLING SHOUTH).
8 INSTALL HOLD-DOWN DEVICE (2 LOCATIONS PER BRIDGE TOTAL 8 LOCATIONS
7 SALVAGE TUBE RAILING AND REINSTALL ON TOP OF BALLAST WALL.
STRUCTURE’S NORTH ABUTMENT.
6 CONSTRUCT TIE-BEAMS TO JOIN SOUTH ABUTMENT TO SOUTH BRIDGE
5 LOCAL CONCRETE REPAIR TO ABUTMENT WALL AND / OR WINGWALLS.
4 GROUT INJECTION TO MAJOR CRACKS.
INSTRUCTIONS AND REQUIREMENTS.
3 ASSEMBLE AND INSTALL TEMPORARY MODULAR BRIDGE AS PER FABRICATOR�S
MODULAR BRIDGE BEARING SEATS.
2 RECONSTRUCT TOP OF ABUTMENT WITH P/C CONCRETE UNITS FOR TEMPORARY
1 CONSTRUCT 1.15 M HIGH CHAIN LINK FENCE ON TOP OF PARAPET WALL.
LOCATED ON TOP OF HYDRANT AT DOWLING AVE.
MK1 LOCATED AS A CUT-CROSS ON NORTH ABUTMENT OF SOUTH BRIDGE. MK2
C9. DESIGN ELEVATIONS ARE BASED ON REFERENCE MARKS MK1 & MK2 SET ON SITE.
MODULAR BRIDGES TO C.A. PRIOR TO COMMENCING WORK.
CONTRACTOR SHALL SUBMIT A WORK PLAN FOR ASSEMBLY AND INSTALLATION OF C8.
CALCULATIONS.
DETAILS FOR THE TEMPORARY SUPPORT WORKS IN ACCORDANCE WITH HIS/HER
CONTRACTOR�S ENGINEER SHALL BE RESPONSIBLE FOR DETERMINING THE
CONSIDERED CONCEPTUAL ONLY AND IS NOT GUARANTEED TO BE ACCURATE. THE
DRAWINGS, INCLUDING TYPE, LOCATION, AND CONFIGURATION OF SUPPORTS IS
ALL TEMPORARY SUPPORT WORKS (E.G. SHORING) AS SHOWN IN THE CONTRACT C7.
PROPERLY OFF-SITE.
ITEMS DESIGNATED �TO BE REMOVED� SHALL BE REMOVED AND DISPOSED OF C6.
SHOULD IT OCCUR AT THE CONTRACTOR�S OWN EXPENSE.
DOCUMENTS AND WILL BE RESPONSIBLE FOR THE REPAIR OF ANY DAMAGE
STRUCTURAL COMPONENTS INDICATED TO REMAIN AS PER THE CONTRACT
PLACE. THE CONTRACTOR SHALL ALSO BE CAREFUL NOT TO DAMAGE ANY
FINAL POSITION WITH ALL PERMANENT BRACING, CONNECTIONS AND SUPPORTS IN
TRANSPORTATION AND ERECTION, AND UNTIL THE STRUCTURAL STEEL IS IN ITS
EXISTING AND NEW STRUCTURE DURING DEMOLITION, HANDLING,
THE CONTRACTOR SHALL ENSURE THE STABILITY OF ALL COMPONENTS OF C5.
REVIEW AND APPROVAL PRIOR TO COMMENCING WORK.
CONTRACT ADMINISTRATOR AND ANY OTHER AFFECTED STAKEHOLDER FOR
WILL MAINTAIN EXISTING RAILWAY CLEARANCE SHALL BE SUBMITTED TO THE
HIS/HER OWN EXPENSE. THE CONTRACTOR�S METHOD OF PROTECTION WHICH
OF ANY DAMAGED PROPERTY RELATED TO THE CONSTRUCTION WORKS AT
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REPAIR AND RECTIFICATION
PROPERTIES, AND ALL OTHER STAKEHOLDERS IS PROTECTED FROM DAMAGE.
STRUCTURES, ROADWAYS, SERVICES, ETC.), UTILITY OWNERS, PRIVATE
ENSURE THAT PROPERTY BELONG TO CITY OF TORONTO (INCLUDING
C4. THE CONTRACTOR SHALL INSTALL ALL REQUIRED PROTECTIVE MEASURES TO
PROPOSED WORK PRIOR TO UNDERTAKING HIS/HER PROPOSED WORK.
ALL AFFECTED STAKEHOLDERS AND UTILITY COMPANIES IN WRITING OF HIS/HER
WORK AREA PRIOR TO COMMENCE OF WORK. THE CONTRACTOR SHALL ADVISE
CONTRACTOR SHALL CHECK AND IDENTIFY ALL EXISTING UTILITIES WITHIN THE
UNDERGROUND UTILITIES IS NOT GUARANTEED TO BE ACCURATE. THE
INFORMATION SHOWN ON THE DRAWINGS CONCERNING TYPE AND LOCATION OF C3.
THE CONTRACT DOCUMENTS) FOR DETAILS OF THE EXISTING STRUCTURE.
THE CONTRACTOR SHALL REFER TO THE REFERENCE DRAWINGS (AS LISTED IN C2.
SHALL BE SUBMITTED FOR APPROVAL.
ADJUSTMENT OF THE WORK REQUIRED TO MATCH THE EXISTING STRUCTURE
SHALL BE REPORTED TO THE CONTRACT ADMINISTRATOR AND THE PROPOSED
DRAWINGS PRIOR TO THE COMMENCEMENT OF THE WORK. ANY DISCREPENCIES
THE EXISTING STRUCTURE THAT ARE RELEVANT TO THE WORK SHOWN ON THE
THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, DETAILS AND ELEVATIONS OF C1.
CONSTRUCTION NOTES:
M.Z.
AS NOTED
S.W.
DOWLING AVENUE, SOUTH BRIDGE
EMERGENCY WORKS
TRANSPORTATION INFRASTRUCTURE
DESIGN & CONSTRUCTION
FRANK CLARIZIO, P.ENG. DIRECTOR
CONTRACT No. 14SE-15S
OVER F.G. GARDINER EXPRESSWAY
L.Ts.
JUNE, 2015
CAP BEAM. 2400 WIDE
TOP OF EXISTING
SEE S5 O
F N
ORTH B
RID
GE
ABUT
MENT R
EPAIR D
ETAILS
1
CL SO
UTH B
RID
GE
PIE
R O
F D
OW
LIN
G
7
RA
MP D
OW
N
CONC. SIDEWALK
SIDEWALK
EXISTING
MATCH
RA
MP D
OW
N
EXIS
TIN
G SID
EW
ALK
MATC
H
NEW CURB
5%
SOUTH
ABUTMENT
EXISTING
APPROACH SLAB
EXISTING
CLF RAIL
HANDRAIL
HEIGHT
BICYCLE
CLF RAIL
CHAINLINK FENCE
DECK
T/TIMBER
CLF DENOTES CHAIN LINK FENCE
KICKER PLATE
150 HIGH
DETAILED REQUIREMENTS
SPECIFICATION FOR
CONCEPTIONAL, SEE
BRIDGE SHOWN ARE
TEMPORARY PEDESTRIAN SIDEWALK DECK
TOP OF
HANDRAIL
PEDESTRIAN
WP #3
WP #4 WP #5
WP #6
3
3
5
4
5
5
4
RAMP DOWN
SIDEWALK
CONCRETE
28
2 8F
FE
E
9
K:\
Proj\11
40939\08
Desig
n and
Develo
pment\
Structural\
Working
Dra
wings\01-
Current\
Desig
n File\Do
wlin
g S-03.d
gn
CA
DD
FIL
E
NA
ME:
6/16/2015
LAST
UP
DATE
D:
PRIN
TE
D:
6/15/2015 5:5
9:5
8 P
M
9:4
4:5
8 P
M
DIMENSIONS ARE IN MILLIMETERS
UNLESS OTHERWISE SHOWN
100 mm ON ORIGINAL DRAWING
DRAWING NOT TO BE SCALED
Bridges, Structures & Expressways
Transportation Infrastructure
Manager, Design & Construction
EASTON GORDON, P.ENG.
ECI
LS
NE G
RO
P
EN
VI
C OF
RI
NOAT
O
RE
EIN
O
D
IOFE
RP
SS NA
NE
L
P.L. TSUNG
ECI
LS
NE G
RO
P
EN
VI
C OF
RI
NOAT
O
RE
EIN
O
D
IOFE
RP
SS NA
NE
L
100159911M. ZHANG
6000
2000
CONCRETE BRIDGE
REMOVE EXISTING
BEARINGS
REMOVE STEEL
BALLAST WALL (CONT.)
REMOVE TOP 200mm
REBARS TO REMAIN
ALL EXISTING VERT.
AP
PR
OA
CH S
LA
B T
O R
EM
AIN
REQUIRED
PAVEMENT AS
REMOVE ASPHALT
NO B
ALL
AST W
ALL R
EM
OVAL
5000
DATE INITIALREVISIONSNo.
DESIGN
DATE:
DRAWN CHECKED
NUMBER
DRAWING
SIGNEDDIGITAL INFORMATION
SCALE:
CONSULTANTS
SHEET
Engineering & Construction Services
L.Ts.ISSUED FOR TENDER06-15-2015
S3
PLAN - REMOVAL1:100
-
1
1SOUTH ABUTMENT - REMOVAL DETAIL-
1:25
(NORTH ABUTMENT REMOVAL DETAIL SIMILAR)
-1
SOUTH ELEVATION OF NORTH ABUTMENT
1:100
(NORTH ABUTMENT SIMILAR)
LEGEND
REMOVAL
ABUTMENT REMOVAL DETAILS
007-S296-52
N
M.Z.
AS NOTED
S.W.
DOWLING AVENUE, SOUTH BRIDGE
EMERGENCY WORKS
TRANSPORTATION INFRASTRUCTURE
DESIGN & CONSTRUCTION
FRANK CLARIZIO, P.ENG. DIRECTOR
CONTRACT No. 14SE-15S
OVER F.G. GARDINER EXPRESSWAY
L.Ts.
JUNE, 2015
NO
RTH A
BUT
MENT
WALL REMOVAL
NO BALLAST
SO
UTH A
BUTM
ENT
EXISTING ABUTMENT WALL
WEST EAST
WALL TO BE REMOVED
TOP PORTION OF BALLAST
CRACKS ON WALL
CLEAN AND FLUSH MAJOR
K:\
Proj\11
40939\08
Desig
n and
Develo
pment\
Structural\
Working
Dra
wings\01-
Current\
Desig
n File\Do
wlin
g S-04.d
gn
CA
DD
FIL
E
NA
ME:
6/16/2015
LAST
UP
DATE
D:
PRIN
TE
D:
6/16/2015 7:4
9:4
5 P
M
9:4
4:5
9 P
M
DIMENSIONS ARE IN MILLIMETERS
UNLESS OTHERWISE SHOWN
100 mm ON ORIGINAL DRAWING
DRAWING NOT TO BE SCALED
Bridges, Structures & Expressways
Transportation Infrastructure
Manager, Design & Construction
EASTON GORDON, P.ENG.
ECI
LS
NE G
RO
P
EN
VI
C OF
RI
NOAT
O
RE
EIN
O
D
IOFE
RP
SS NA
NE
L
P.L. TSUNG
ECI
LS
NE G
RO
P
EN
VI
C OF
RI
NOAT
O
RE
EIN
O
D
IOFE
RP
SS NA
NE
L
100159911M. ZHANG
6000
2000
DOWLING NORTH BRIDGESEE BRIDGE #507 DWGS FOR
12"
AP
PR
OA
CH S
LA
B T
O R
EM
AIN
1000
900
500
GROUT
APPROACH SLAB TO REMAIN
1450 F
OR S.
AB
UT.
1300 F
OR N.
AB
UT.
15M DOWELS FROM P/C UNIT
750EL. T/DECK
BE ADHESIVE GROUTED15M @ 300 DOWELS TO
EXISTING REBARS TO REMAIN
4000
BAR ’B’
BAR ’A’
1000
1000
1300 50
1375
75
BAR ’C’
12-20M
BAR ’C’DETAIL ’A’
SEE
200
DOWELS15M
15M DOWELS @ 600 C/C
(TYP.) 375
@ 650
(SE
E N
OT
E 2)
1450 F
OR S.
AB
UT.
1300 F
OR N.
AB
UT.
1500
750
500
15M DOWELS FROM P/C UNIT
EL. T/DECK
EXISTING REBARS TO REMAIN
P/C UNIT TYPE ’C’
1500
APPROACH SLAB LOCALLY
BALLAST WALL AND
REMOVE TOP PORTION OF
GROUTED
TO BE ADHESIVE
2-15M @ 300 DOWELS
ON TOP OF BALLAST WALL
NON-SHRINK GROUT
GRANULAR ’A’ OR COMPACTED
DATE INITIALREVISIONSNo.
DESIGN
DATE:
DRAWN CHECKED
NUMBER
DRAWING
SIGNEDDIGITAL INFORMATION
SCALE:
CONSULTANTS
SHEET
Engineering & Construction Services
L.Ts.ISSUED FOR TENDER06-15-2015
S4
1:100
PLAN - REHABILITATION
-3
-
4
-1
-3
-
4
-2
GARDIN
ER E
XPRESS E.B.L.
1:25
NORTH & SOUTH ABUTMENT - NEW BRIDGE BEARING SEAT DETAIL(SOUTH ABUTMENT DETAIL SIMILAR) -
1
1:25
-
6
1:25
6
-1:25
SECTION
-
5
-
5
ELEVATION1:25
5
-
PLAN - P/C UNIT TYPE ’B’
1:5
ADETAIL-
-
3NORTH ABUTMENT 1:100
-
4SOUTH ABUTMENT 1:100
1:251:25
-
7
-
7
PLAN - P/C UNIT TYPE ’C’
SECTION1:25
7
-
1:25 -
NORTH ABUTMENT - NEW BRIDGE BEARING SEAT DETAIL 2
ABUTMENT REPAIR DETAILS
007-S296-53
N
6. SEE G.A. DWG. FOR CHAMFER REQUIREMENT.
5. CONTRACTOR TO DESIGN FOR LIFT POINT LOCATIONS OF P/C UNITS.
THEN PRESSURE GROUT THROUGH GROUT TUBES.
4. TIGHTEN THE DYWIDAG TIE-DOWN ANCHORS BEFORE THE BASE GROUT SETS,
RIGHT BEFORE LOWERING THE P/C UNIT.
3. INSTALL MINIMUN 4 LEVELING PADS AND HAND PACK NON-SHRINK GROUT PASTE
CONTRACTOR BEFORE PREFABRICATION.
2. TOP OF P/C UNIT ELEVATION TO BE VERIFIED AND DETERMINED BY THE
CONTRACTOR.
1. TOP OF PARAPET WALL BASE ELEVATION TO BE DETERMINED ON SITE BY THE
NOTES:
M.Z.
AS NOTED
S.W.
DOWLING AVENUE, SOUTH BRIDGE
EMERGENCY WORKS
TRANSPORTATION INFRASTRUCTURE
DESIGN & CONSTRUCTION
FRANK CLARIZIO, P.ENG. DIRECTOR
CONTRACT No. 14SE-15S
OVER F.G. GARDINER EXPRESSWAY
L.Ts.
JUNE, 2015
NO
RTH A
BUT
MENT
SO
UTH A
BUTM
ENT
REH
ABILIT
ATIO
N
P/C UNIT
TYPE ’B’
P/C UNIT
TYPE ’B’
P/C UNIT
TYPE ’C’
PAVEMENT AS REQUIRED
REMOVE ASPHALT AND
DOWEL ADHESIVE (TYP.)
DRILLED HOLE WITH
75 DIA. x 900 DEEP
DETAIL A
TIE-DOWN ANCHORS
STRESSED TO 150kN/BAR
DYWIDAG THREADED BAR
PADS (TYP.)
LEVELLING
NEW C.S.W.
TOP OF PAVEMENT TO BE REMOVED
8-15M
15M @ 300
15M @ 300
UNIT
PRECAST
20M@300
BAR ’A’
15M@300
NON-SHRINK GROUT AFTER
TO BE FILLED WITH
150x150x150 DEEP RECESS
6-TIE DOWN ANCHORS
20M@300
BAR ’B’
GROUT
EST. WT. = 15 SHORT TONS
GROUT TUBE
NON-SHRINK GROUT AFTER
TO BE FILLED WITH
150x150x150 DEEP RECESS
ANCHOR NUT
WASHER
PLATE
130x130x35
THREADED BAR
WEST EAST
EXISTING ABUTMENT WALL
PATCH REPAIR
DIRECTED BY C.A. (TYP.)
PRESSURE GROUTING AS
SEAL CRACKS BY
STOPPER TO SUIT
REMOVE PART OF CONC.
1300
EAST WEST
EXISTING ABUTMENT WALL
PATCH REPAIR
DIRECTED BY C.A. (TYP.)
PRESSURE GROUTING AS
SEAL CRACKS BY
P/C UNIT4000 LG.
1100
CONCRETE SEAT TO SUIT
CHIP OFF EXISTING
20M @200 E.W.
EST. WT. = 1.5 SHORT TONS
UNIT
PRECAST
P/C UNIT4000 LG.
(TYP.)
507-S2007-20 SHEET S5
FOR DEVICE DETAIL SEE
K:\
Proj\11
40939\08
Desig
n and
Develo
pment\
Structural\
Working
Dra
wings\01-
Current\
Desig
n File\Do
wlin
g S-05.d
gn
CA
DD
FIL
E
NA
ME:
6/16/2015
LAST
UP
DATE
D:
PRIN
TE
D:
6/12/2015 11:0
7:2
3
AM
9:4
5:0
0 P
M
DIMENSIONS ARE IN MILLIMETERS
UNLESS OTHERWISE SHOWN
100 mm ON ORIGINAL DRAWING
DRAWING NOT TO BE SCALED
Bridges, Structures & Expressways
Transportation Infrastructure
Manager, Design & Construction
EASTON GORDON, P.ENG.
ECI
LS
NE G
RO
P
EN
VI
C OF
RI
NOAT
O
RE
EIN
O
D
IOFE
RP
SS NA
NE
L
P.L. TSUNG
ECI
LS
NE G
RO
P
EN
VI
C OF
RI
NOAT
O
RE
EIN
O
D
IOFE
RP
SS NA
NE
L
100159911M. ZHANG
2400
AREA ’A’
AR
EA ’B’
500
AREA ’B’ AREA ’A’
1200 1200
2400 500
500 MIN.
750
MIN.
150
200
600
200
CAP B
EA
M T
O R
EM
AIN
CENTR
AL
DEC
K A
ND
DATE INITIALREVISIONSNo.
DESIGN
DATE:
DRAWN CHECKED
NUMBER
DRAWING
SIGNEDDIGITAL INFORMATION
SCALE:
CONSULTANTS
SHEET
Engineering & Construction Services
L.Ts.ISSUED FOR TENDER06-15-2015
S5
1:100
-2
-2
EXISTING PIER - PLAN
-
1
-1
2
-
REMOVAL - SECTION1:50
B
-
REMOVAL - SECTION1:50
1
-
1:50
1
-
REHABILITATION - SECTION
-
A
(4 LOCATIONS REQUIRED) N.T.S.
ABEARING SEAT DETAIL-
EXISTING REBAR CUTTING DETAIL B
-
RETAINING WALLS AS DIRECTED BY THE CONTRACT ADMINISTRATOR.
N REMOVE DELAMINATED AND DETERIORATED CONCRETE FROM EXPANSION JOINTS OF
RETAINING WALLS AS DIRECTED BY THE CONTRACT ADMINISTRATOR.
M REMOVE DELAMINATED AND DETERIORATED CONCRETE FROM ABUTMENT WALLS AND
DIRECTED BY THE CONTRACT ADMINISTRATOR.
L REMOVE DELAMINATED AND DETERIORATED CONCRETE FROM PIER AND CAP BEAM AS
AND TWIN RAILINGS.
K REMOVE TOP PART OF EXISTING RETAINING WALLS AND ASSOCIATED PARAPET WALLS
NORTH AND SOUTH DECK EDGES.
J REMOVE EXISTING CONCRETE CURBS, PARAPET WALLS AND LIGHT POLE BASES AT
I REMOVE CONCRETE MEDIAN AND ASSOCIATED STEEL BEAM GUIDE RAIL.
H REMOVE EXISTING APPROACH SLABS.
AND BALLAST WALL AT ABUTMENTS.
G REMOVE EXISTING EXPANSION JOINT ASSEMBLIES, TOP PORTION OF END DIAPHRAGMS,
AT PIER.
F REMOVE EXISTING EXPANSION JOINT ASSEMBLIES AND ASSOCIATED 2m DECK SLABS
SOFFIT.
E REMOVE DELAMINATED AND DETERIORATED CONCRETE FROM DECK SURFACE AND
BETWEEN EBL / OFF RAMP AND ASSOCIATED STEEL BEAM GUIDE RAIL.
D REMOVE CONCRETE FLUSHED TO SCARIFICATION OF ADJACENT DECK SLAB AT ISLAND
C REMOVE 50 mm CONCRETE DECK AT EASTBOUND OFF RAMP.
B SCARIFY 10 mm CONCRETE DECK AT WBL AND EBL DECKS.
A REMOVE EXISTING ASPHALT AND WATER PROOFING ON DECK.
• DESIGN BASED ON ORIGINAL DRAWINGS. SEE CONSTRUCTION NOTES ALSO.
• NO INTENTIONAL ORDER OF SEQUENCE OF ITEMS LISTED BELOW.
IN CONTRACT.
• WORK IS NOT LIMITED TO ITEMS LISTED BELOW. OTHERS AS SHOWN AND/OR SPECIFIED
SCOPE OF WORK - REMOVAL:
BE DETERMINED BY CONTRACTOR.
SUPPORTED TO MAINTAIN OPERATION OF STREET LIGHTS. METHOD OF SUPPORT TO
R4. ELECTRICAL CONDUITS, CABLES/WIRES AND BOXES SHALL BE TEMPORARILY
SHALL NOT BE PERMITTED.
USE OF HYDRAULIC MOUNTED BREAKERS (HOE RAMS) AND/OR THROUGH SAWCUT
CARRIED OUT BY USING CHIPPING HAMMERS AS PER THE CONTRACT DOCUMENTS. THE
R3. ALL CHIPPING OF CONCRETE ON THE PARAPETS AND DECK SOFFIT SHALL TO BE
REPAIR SHALL BE DETERMINED ON SITE BY CONTRACT ADMINISTRATOR.
R2. REMOVE ALL DETERIORATED AND UNSOUND CONCRETE. EXTENT OF CONCRETE
BE 25mm DEEP OR TO THE FIRST LAYER OF REINFORCING STEEL, WHICHEVER IS LESS.
R1. UNLESS OTHERWISE NOTED SAWCUT AT THE LIMITS OF CONCRETE REMOVALS SHALL
REMOVAL NOTES:
CONCRETE REMOVALS.
ADDITIONAL CONCRETE OVERLAY IF APPLICABLE) BEFORE PROCEEDING WITH THE
TO ESTABLISH THE FINAL PROFILE CONTROL AND CROWN ELEVATIONS (INCLUDE
RESPONSIBLE FOR CARRYING OUT A FIELD SURVEY OF THE EXISTING DECK IN ORDER
ELEVATIONS RELATIVE TO THE EXISTING EDGE OF DECK. THE CONTRACTOR SHALL BE
FROM THE FINAL CROWN ELEVATIONS. THE CONTRACTOR SHALL NOT LAY OUT THESE
C5. THE CONTRACTOR SHALL DETERMINE THE TOP OF DECK EDGE FASCIA ELEVATIONS
PRIOR TO CONSTRUCTION WORK.
MEASURES OR ARRANGE TO DIVERT AS MAY BE REQUIRED BY RELEVANT AUTHORITIES
WORK AREA. CARRY OUT ALL NECESSARY PROTECTION AND PRECAUTIONARY
C4. THE CONTRACTOR SHALL CHECK AND IDENTIFY ALL EXISTING UTILITIES WITHIN THE
CONTRACT DOCUMENTS) FOR DETAILS OF THE EXISTING STRUCTURE.
C3. THE CONTRACTOR SHALL REFER TO THE REFERENCE DRAWINGS (AS LISTED IN
C2. FOR TRAFFIC AND CONSTRUCTION STAGING, SEE STAGING DRAWING.
REQUIRED TO MATCH THE EXISTING STRUCTURE SHALL BE SUBMITTED FOR APPROVAL.
TO THE CONTRACT ADMINISTRATOR AND THE PROPOSED ADJUSTMENT OF THE WORK
PRIOR TO COMMENCEMENT OF THE WORK. ANY DISCREPANCIES SHALL BE REPORTED
EXISTING STRUCTURE THAT ARE RELEVANT TO THE WORK SHOWN ON THE DRAWINGS
C1. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, DETAILS AND ELEVATIONS OF THE
CONSTRUCTION NOTES:
D2. LIVE LOAD - CHBDC 06 CL-625-ONT.
DESIGN CODE.
D1. DESIGN OF REPAIRS IN ACCORDANCE WITH CSA S6-06 CANADIAN HIGHWAY BRIDGE
DESIGN CODE:
NOTED.
G5. ALL EXPOSED CONCRETE EDGES TO BE CHAMFERED 20mm UNLESS OTHERWISE
OTHERWISE STATED.
G4. ALL PROTECTION SYSTEM SHALL BE DESIGNED TO PERFORMANCE LEVEL 2 UNLESS
EDITION); GALVANIZED TO ASTM A123.
• WELDED WIRE MESH REINFORCEMENT SHALL BE TO CSA STANDARDS G30.5 (LATEST
SS12-1 UNLESS INDICATED OTHERWISE.
HOOKS SHALL BE IN ACCORDANCE WITH THE STRUCTURAL STANDARD DRAWINGS
DIAMETERS, WHILE STIRRUPS AND TIES SHALL HAVE MINIMUM HOOK DIMENSIONS.ALL
• BAR HOOKS SHALL HAVE STANDARD HOOK DIMENSIONS USING MINIMUM BEND
BE CLASS B.
• UNLESS SHOWN OTHERWISE, TENSION LAP SPLICES FOR REINFORCING STEEL SHALL
MINIMUM YIELD STRENGTH OF 500 MPA UNLESS OTHERWISE SPECIFIED.
• STAINLESS REINFORCING STEEL SHALL BE TYPE 316LN, DUPLEX 2205 AND HAVE A
• BAR MARKS WITH PREFIX ’S’ DENOTE STAINLESS STEEL BARS.
• REINFORCING STEEL SHALL BE GRADE 400W UNLESS OTHERWISE SPECIFIED.
G3. REINFORCING STEEL:
UNLESS NOTED OTHERWISE.
REMAINDER ------------------- 70 – 20
BOTTOM (INCLUDING CONCRETE PATCHES)- 40 – 10
DECK TOP -------------------- 70 – 10
G2. CLEAR COVER TO REINFORCING STEEL:
ALL CONCRETE ------------- 35 MPa
G1. CLASS OF CONCRETE:
GENERAL NOTES:
LEGEND
REMOVAL
007-S296-54
PIER REPAIR DETAILS
NEW ASPHALT
NEW CONCRETE
M.Z.
AS NOTED
S.W.
DOWLING AVENUE, SOUTH BRIDGE
EMERGENCY WORKS
TRANSPORTATION INFRASTRUCTURE
DESIGN & CONSTRUCTION
FRANK CLARIZIO, P.ENG. DIRECTOR
CONTRACT No. 14SE-15S
OVER F.G. GARDINER EXPRESSWAY
L.Ts.
JUNE, 2015
CONDITION REMAIN UNTOUCHED
TOP OF PIER CAP BEAM
SIDEWALK IN AREA ’B’
REMOVE CONCRETE
C.L. EXISTING PIER
PAVEMENT IN AREA ’A’
REMOVE ASPHALT
WIDTH SPACE
LOCALLY 500 EXTRA
EASTSIDEWALK IN AREA ’B’
REMOVE CONCRETE
TO REMAIN
EXISTING ASPHALT
DECK TO REMAIN
EXISTING PART
BEAM TO REMAIN
EXISTING PIER CAP
A 25 mm RECESS (TYP.)
EXPOSED REBARS IN
EPOXY COAT
NEW BRIDGE FOUNDATION (TYP.)
CONCRETE BEARING SEAT FOR
TO REMAIN UNTOUCHED
EXISTING SIDEWALK
NORTHPAVEMENT IN AREA ’A’
REMOVE ASPHALT
PER SPECIFICATION
REMOVE BRIDGE AS
BRIDGE DECK IN STAGES
SAW CUT AND REMOVE
NORTH
REBARS IN A 25 mm RECESS (TYP.)
EPOXY COAT TO EXPOSED
NEW BRIDGE
PARTS OF
BEARING
CONCRETE
750x750x150
4-15M E.W.
T/ASPHALT
WP #4 WP #5
EDGE OF CAP BEAM AFTER SAW CUT
15M@200
15M@200
(TYP.)
15M@200 DOWELS
ASPHALT PAVEMENT TO REMAIN
EXISTING SIDEWALK AND
SIDEWALK TO DECK LEVEL
REMOVE CONCRETE
FILL WITH EPOXY
SAWCUT SURFACE
N.T.S.
30mm BELOW SAWCUT SURFACE
EXISTING REBAR CUT TO 25 TO
K:\
Proj\11
40939\08
Desig
n and
Develo
pment\
Structural\
Working
Dra
wings\01-
Current\
Desig
n File\Do
wlin
g S-06.d
gn
CA
DD
FIL
E
NA
ME:
6/16/2015
LAST
UP
DATE
D:
PRIN
TE
D:
6/12/2015 1:57:5
8 P
M
9:4
5:0
1 P
M
DIMENSIONS ARE IN MILLIMETERS
UNLESS OTHERWISE SHOWN
100 mm ON ORIGINAL DRAWING
DRAWING NOT TO BE SCALED
Bridges, Structures & Expressways
Transportation Infrastructure
Manager, Design & Construction
EASTON GORDON, P.ENG.
ECI
LS
NE G
RO
P
EN
VI
C OF
RI
NOAT
O
RE
EIN
O
D
IOFE
RP
SS NA
NE
L
P.L. TSUNG
ECI
LS
NE G
RO
P
EN
VI
C OF
RI
NOAT
O
RE
EIN
O
D
IOFE
RP
SS NA
NE
L
100159911M. ZHANG
CONTINUOUS
FENCE AND MAKE IT
INTERNAL CHAIN LINK
CLOSE UP BRIDGE
250
MATCH EXISTING CURB
TO R
EM
AIN
EXIS
TIN
G R
AILIN
G
TOE WALL SIDEWALK
CONC.
SIDEWALK
CONC.
SIDEWALK
CONC.
TOE WALL
BRIDGE AND SIDEWALK
CLOSE GAPS BETWEEN
STEEL HANDRAIL TO
REINSTALL SALVAGED
C.S.W.
EXISTING
MATCH
NEW CURB
LEVEL
3000
8000 (N.T.S.)
8000 (N.T.S.)
NE
W T
OE W
ALL T
O B
E 250 C
URB H
EIG
HT
SEE ROAD DRAWING
AT CENTRE OF WALK WAY
178 DIA. X 813 TALL BOLLARD
TO T/P
AV
EM
EN
T250 T/T
OE
C.S.W. BEHINDEXISTING CURB EXISTING CURB
OPSD 980.101 (MOD)
PEDESTRIAN BARRICADE
EXISTING REBARS TO REMAIN
15M@300
AND BALLAST WALL
EXISTING ABUTMENT
3-15M
TUBULAR RAILING
REINSTALL SALVAGED ST.
750
SOUTH ABUTMENT - SALVAGED RAILING INSTALLATION DETAIL
WP #5
WP #4
WP #6
DATE INITIALREVISIONSNo.
DESIGN
DATE:
DRAWN CHECKED
NUMBER
DRAWING
SIGNEDDIGITAL INFORMATION
SCALE:
CONSULTANTS
SHEET
Engineering & Construction Services
L.Ts.ISSUED FOR TENDER06-15-2015
S6
1:50
SIDEWALK RAMP
-1
-2
SECTIONN.T.S.
1
-
1:25
2
-
007-S296-55
LEGEND
NEW CONCRETE
OPSD 980.101 (MOD.)
PEDESTRIAN BARRICADE
1.15m CHAIN LINK FENCE
PARAPET WALL PLUS
SIDEWALK RAMP
M.Z.
AS NOTED
S.W.
DOWLING AVENUE, SOUTH BRIDGE
EMERGENCY WORKS
TRANSPORTATION INFRASTRUCTURE
DESIGN & CONSTRUCTION
FRANK CLARIZIO, P.ENG. DIRECTOR
CONTRACT No. 14SE-15S
OVER F.G. GARDINER EXPRESSWAY
L.Ts.
JUNE, 2015
GAR
DIN
ER E
BL
GAR
DIN
ER W
BL
C PIE
R
L
REMAIN
CAP BEAM 2400 WIDE
TOP OF EXISTING
SHEET S6 OF BRIDGE #507
SIMILAR TO SECTION ON
FENCE ON PARAPET WALL
1.15m TALL CHAIN LINK
2
RA
MP D
OW
N
RA
MP D
OW
N
5% M
AX.
5% M
AX.
RO
AD
EXIS
TIN
G
MATC
H
T/PAVEMENT
EXISTING
NEW C.S.W.
SLAB TO REMAIN
CONC. APPROACH
SIDE WALK
TOP OF NEW CONC.
K:\
Proj\11
40939\08
Desig
n and
Develo
pment\
Structural\
Working
Dra
wings\01-
Current\
Desig
n File\Do
wlin
g S-07.d
gn
CA
DD
FIL
E
NA
ME:
6/16/2015
LAST
UP
DATE
D:
PRIN
TE
D:
6/16/2015 8:0
6:15 P
M
9:4
5:0
2 P
M
DIMENSIONS ARE IN MILLIMETERS
UNLESS OTHERWISE SHOWN
100 mm ON ORIGINAL DRAWING
DRAWING NOT TO BE SCALED
Bridges, Structures & Expressways
Transportation Infrastructure
Manager, Design & Construction
EASTON GORDON, P.ENG.
ECI
LS
NE G
RO
P
EN
VI
C OF
RI
NOAT
O
RE
EIN
O
D
IOFE
RP
SS NA
NE
L
P.L. TSUNG
ECI
LS
NE G
RO
P
EN
VI
C OF
RI
NOAT
O
RE
EIN
O
D
IOFE
RP
SS NA
NE
L
100159911M. ZHANG
(T
YP.)
300 M
IN.
(TYP.)300 MIN.
1
1
1
1
(TYP.)
20 OVERBUILD
EXISTING REBAR
CO
VE
R50
MIN.
254
254
203
300
460
300
203
250
65
165
LC
~
GROUTNON-SHRINKABLE
BASE PLATE ON300X250X25 GALV.
STAINLESS PLATE290X225X6 THK
BASE PLATEADHERED ONTOTEFLON SHEET200X175X6
LC
~
165
200
FIXED END25@
420 M
AX.
S
UP
PLIE
R)
B
Y B
RID
GE
(TO B
E V
ERIFIE
D
EXPANSION END38 @
6 GAP
300
t2
t1=45
BRIDGE @ t2 =
4%
5%
33
30
DATE INITIALREVISIONSNo.
DESIGN
DATE:
DRAWN CHECKED
NUMBER
DRAWING
SIGNEDDIGITAL INFORMATION
SCALE:
CONSULTANTS
SHEET
Engineering & Construction Services
L.Ts.ISSUED FOR TENDER06-15-2015
REMOVAL DETAIL - VERTICAL SURFACEN.T.S.
B
-
REHABILITATED DETAIL - VERTICAL SURFACEN.T.S.
B1
-
PLAN - REMOVAL LIMITS (APPLICABLE TO ALL SURFACES)
N.T.S.
A
-
S7
CAP BEAM SOFFIT REPAIRN.T.S.
-
1
1:10
1
-
REHABILITATION OF CAP BEAM SOFFIT
1:10
1
-
REMOVAL OF CAP BEAM SOFFIT
N.T.S.
DOWLING SOUTH BRIDGE BEARING LAYOUT
-
1
-
1
-
1
-
2
EXP. BEARINGFIXED BEARING
-
A
-
B
N.T.S.(4 REQ’D)
N.T.S.(4 REQ’D)
N.T.S. -
-
2
EXP. BEARING 1
N.T.S. -
1FIXED BEARING
SECTIONN.T.S.
2
-
N.T.S. -
CBEVELLED SHOE PLATE
007-S296-56
ELEVATION TO ACHIEVE THE DESIGN T/ WALKWAY ELEVATION.
THE CONTRACTOR SHALL ADJUST THE BEARING SEAT
DIFFERENT FROM THOSE GIVEN BEARING DESIGN INFORMATION.
ELEVATIONS IF THE ACTUAL BEARING THICKNESSES ARE
1. THE CONTRACTOR SHALL VERIFY THE BEARING SEAT
NOTES:
GENERAL REPAIR AND BEARING DETAILS
NEW CONCRETE
REMOVAL NEW ASPHALT
LEGEND:
INSTEAD OF HILTI ANCHORS.
150mm DEEP DRILLED HOLES EPOXY GROUTED @ 450x450 PATTERN
2. FOR REMOVAL AREA LARGER THAN 2.0m x 2.0m, USE 15M DOWELS IN
PATTERN INSTEAD OF GALVANIZED WELDED STEEL WIRE REINF. MESH.
1. FOR REMOVAL AREA LARGER THAN 1.2m x 1.2m, USE 10M @300x300
FOR LOCAL CONCRETE REPAIR:
NOTES:
M.Z.
AS NOTED
S.W.
DOWLING AVENUE, SOUTH BRIDGE
EMERGENCY WORKS
TRANSPORTATION INFRASTRUCTURE
DESIGN & CONSTRUCTION
FRANK CLARIZIO, P.ENG. DIRECTOR
CONTRACT No. 14SE-15S
OVER F.G. GARDINER EXPRESSWAY
L.Ts.
JUNE, 2015
SURFACE
EXISTING CONCRETE
1:1 SLOPE OR STEEPER (TYP.)
DO NOT CUT BARS
25 SAWCUT (TYP.)
LEAST 25 AROUND REINF. STEEL BAR)
PERIMETER IS RUSTED REMOVE AT
(WHERE MORE THAN 1/2 OF THE
SITE BY CONTRACT ADMINISTRATOR
ADDITIONAL REMOVAL AS DIRECTED ON
REINFORCING STEEL BARS (TYP.)
TO MIDPOINT OF SECOND LAYER OF
MAXIMUM CONCRETE REMOVAL UP
TO REMAIN
ALL EXISTING REINFORCING STEEL
AT BOUNDARY
SURFACE SAWCUT
AREA OF REMOVAL
50 x 50CONCRETE
DETERIORATED
LIMIT OF LOOSE /
EXPOSED REINF. STEEL
BLAST CLEAN RECESS AND
DETERIORATED CONCRETE,
REMOVE LOOSE AND
ABUTMENT WALLS
AND COULD BE REVERSED FOR
REINFORCEMENT FOR COLUMNS
INNER LAYER TO BE MAIN
REINFORCING STEEL (TYP.)
25 mm LOCALLY AROUND
(SEE NOTE 2)
REINFORCEMENT (TYP.)
PATTERN TO SECURE WIRE
HILTI ANCHORS 300x300
(SEE NOTE 1)
51mm x 51mm (MW5.6 x MW5.6)
WIRE REINFORCEMENT
GALVANIZED WELDED STEEL
STEEL TO REMAIN
ALL EXISTING REINFORCING
FLUSH (TYP.)
SURFACE TO BE
EASTWEST
EXISTING REBAR15M @ 200
15M @ 200
PATCH
CONCRETE
EXISTING STRAND (TYP.)
EXISTING REBAR
CLEAN REBAR AND STRAND.
ABRASIVE BLAST
CONTRACT ADMINISTRATOR.
AS DIRECTED BY THE
REMOVE CONCRETE
DEEP (TYP.)
OF REMOVAL 15mm
SAWCUT BOUNDARY
FIXEDLC
BEARING
LC
TRUSS
TRUSSCL
EXPANSION
BEARINGLC
ABUTMENTABUTMENT
DETAIL B
DETAIL A
TRUSS
CL
TRUSS
CL
DETAIL A
DETAIL B
4%
5%
NO BOLTS
& ANCHOR BOLTS
L100x100x10
KEEPER ANGLE
SEE DETAIL C
SHOE PLATE
BEVELLED
5%
BRIDGE PARTS
REINFORCING CHORD
T/PAD
DECK
T/WALKWAY
5%
CHORD
REINFORCING
SHEAR PANEL
BRIDGE PARTS
PLYWOOD
NEOPRENE SHEET
300X460X15 THK
T/PADSEE DETAIL C
SHOE PLATE
BEVELLED
INTO P/C UNIT
DOWELS GROUTED
2-50 GALV. S.R.
END PANEL
KEEPER ANGLE
ANCHOR BOLTS
PANEL PIN & CLIPS
BEARING
SEE DETAIL C
BEVELLED SHOE PLATE
T/PAD
BRIDGE
BRIDGE
88
K:\
Proj\11
40939\08
Desig
n and
Develo
pment\
Structural\
Working
Dra
wings\01-
Current\
Desig
n File\Do
wlin
g S-08.d
gn
CA
DD
FIL
E
NA
ME:
6/16/2015
LAST
UP
DATE
D:
PRIN
TE
D:
6/12/2015 1:56:13 P
M
9:4
5:0
4 P
M
DIMENSIONS ARE IN MILLIMETERS
UNLESS OTHERWISE SHOWN
100 mm ON ORIGINAL DRAWING
DRAWING NOT TO BE SCALED
Bridges, Structures & Expressways
Transportation Infrastructure
Manager, Design & Construction
EASTON GORDON, P.ENG.
ECI
LS
NE G
RO
P
EN
VI
C OF
RI
NOAT
O
RE
EIN
O
D
IOFE
RP
SS NA
NE
L
P.L. TSUNG
ECI
LS
NE G
RO
P
EN
VI
C OF
RI
NOAT
O
RE
EIN
O
D
IOFE
RP
SS NA
NE
L
100159911M. ZHANG
DATE INITIALREVISIONSNo.
DESIGN
DATE:
DRAWN CHECKED
NUMBER
DRAWING
SIGNEDDIGITAL INFORMATION
SCALE:
CONSULTANTS
SHEET
Engineering & Construction Services
L.Ts.ISSUED FOR TENDER06-15-2015
N.T.S.
N.T.S.
CONCRETE PARAPET ON ABUTMENTN.T.S.
EXTENT OF JOINT IN PARAPET WALLN.T.S.
CONTROL JOINT (C.J.)
N.T.S. N.T.S. N.T.S.
CONSTRUCTION JOINT EXPANSION JOINT CONTROL JOINT
INDICATED ON OTHER DRAWINGS
SALVAGE FOR NEW LOCATION AS
CAREFULLY REMOVE, STORE AND
ANCHOR BOLTS
FOR RE-INSTALLATION
PARAPET WALL ELEVATION (AT PIER SIDEWALK BETWEEN WP#4 AND #5)
N.T.S.
EXISTING TUBULAR RAILING (TO BE SALVAGED) - ELEVATION
N.T.S.
CROSS SECTION
S8
-
C
C
-
007-S296-57
PARAPET WALL
M.Z.
AS NOTED
S.W.
DOWLING AVENUE, SOUTH BRIDGE
EMERGENCY WORKS
TRANSPORTATION INFRASTRUCTURE
DESIGN & CONSTRUCTION
FRANK CLARIZIO, P.ENG. DIRECTOR
CONTRACT No. 14SE-15S
OVER F.G. GARDINER EXPRESSWAY
L.Ts.
JUNE, 2015
902 RCS SEALANT
FILL WITH CORNING
12 12
12
12
12
12
OF
CO
NT
RO
L J
OIN
T
B
40EX
TE
NT
40
1
125
2
7
2
8
4-BAR EF
EQUALLY SPACED
B
20
3 (MIN)
3 (MIN)
6 (MAX)
20
10
10
LC50
40
CONSTRUCTION
JOINT
350
EXPANSION
9-BAR 8 @ 125 OF
BAR 8 @ 250 OF
JOINT
BAR 7 @ 250 IF
9-BAR 7 @ 125 IF
JOINT JOINT
CONTROL CONTROL
1
MAX
150
1
4-BAR 2 EF
JOINT
EXPANSION
JOINT JOINT
CONTROLCONTROL
MAX
150
LAP SPLICE
CO
NC
RE
TE
CO
VE
R
38 AT 10
ALL AROUND
EVA FOAM
WINGWALL
DOWELS FROM
9-BAR 8 @ 125 OF
9-BAR 7 @ 125 IF800
o
CONSTRUCTION
JOINT
250
ON EXISTING CONCRETE
DOWELS IF WALL FOUNDED
USE EPOXY GROUTED
200x75 SLOT DRAIN
75
NOTES:
REINFORCING STEEL SHALL BE GRADE 400W.
LENGTH OF HORIZONTAL BAR TO SUIT CONTRACTOR’S OPERATIONS.
BAR LAP SPLICE FOR HORIZONTAL REINFORCEMENT MUST NOT LAP
3.
SAWCUTS NOT PERMITTED.
CONTROL JOINT TO BE FORMED.
MINIMUM BAR LAP SPLICE TO BE 550mm.
THROUGH CONTROL JOINT.
CONTROL JOINT FORM HARDWARE NOT TO BE LEFT IN PLACE.
BAR LENGTHS NEED NOT MATCH DISTANCE BETWEEN CONTROL JOINTS.
LEGEND
4.
5.
6.
7.
8.
9.
11.
1. CHASE REQUIRED ON HIGH AND LOW SIDE OF CROSSFALL
2.
IF DENOTES INSIDE FACE
OF DENOTES OUTSIDE FACE
EF DENOTES EACH FACE
CONCRETE COVER TO REINFORCING STEEL 70 +/- 20mm
JOINTS TO BE PLUMB REGARDLESS OF LONGITUDINAL FALLS.10.
2 STRAIGHT15M
SIZE SHAPEBAR MARK
7
8 STRAIGHT15M
15M160
1080
65
DIMENSIONS ARE IN MILLIMETERS
UNLESS OTHERWISE SHOWN
100 mm ON ORIGINAL DRAWING
DRAWING NOT TO BE SCALED
S9
AS NOTED
STANDARD DETAILS I
007-S296-58
CONCRETE SIDEWALK
NOTES:
1.5m
BOULEVARD
150mm R5
Note 2
Note 1
CONTRACTION JOINT
EXPANSION JOINT
JOINT LAYOUT
0.25
12mm expansion
joint material
1.5m
Expansion
joints
R0.5m
Typ
Curb and gutter
BOULEVARD
Dummy
joints
5
A This OPSD to be read in conjunction
with OPSD-310.030.
TYPICAL SECTION
Slope
Concrete
sidewalk
Varies
Typ
Thic
kness
of sid
ewalk
Typ
joints, Typ
Contraction
Expansion
joint material
Subgrade or granular
base as specified
1 Sidewalk thickness at residential driveways
and adjacent to curb shall be 150mm.
At commercial and industrial driveways,
the thickness shall be 200mm.
2 Sidewalk width shall be increased to
2.4m at schools, bus stops, and other
high pedestrian areas.
DUMMY JOINT
55
R5mm
Typ
of sid
ewalk
=Thic
kness
Thic
kness
of sid
ewalk
T
T
0.3m
min
Note 1
R5
2to4%10%to2
8%to2
Sidewalk bay
unless otherwise shown.
B All dimensions are in millimetres
ONTARIO PROVINCIAL STANDARD DRAWING
OPSD - 310.010
Rev 1Nov 2005
S
LAI
NDTSA
IO
PO
S
VRO-LA P
I
ONTA
MN
U
I
CI
P
R ARD
CN
5
Slope as specified
"MODIFIED"
K:\
Proj\11
40939\08
Desig
n and
Develo
pment\
Structural\
Working
Dra
wings\01-
Current\
Desig
n File\Do
wlin
g S-09.d
gn
CA
DD
FIL
E
NA
ME:
6/16/2015
LAST
UP
DATE
D:
PRIN
TE
D:
6/3/2015 10:2
8:5
7
AM
9:4
5:4
7 P
M
Bridges, Structures & Expressways
Transportation Infrastructure
Manager, Design & Construction
EASTON GORDON, P.ENG.
ECI
LS
NE G
RO
P
EN
VI
C OF
RI
NOAT
O
RE
EIN
O
D
IOFE
RP
SS NA
NE
L
P.L. TSUNG
ECI
LS
NE G
RO
P
EN
VI
C OF
RI
NOAT
O
RE
EIN
O
D
IOFE
RP
SS NA
NE
L
100159911M. ZHANG
DATE INITIALREVISIONSNo.
DESIGN
DATE:
DRAWN CHECKED
NUMBER
DRAWING
SIGNEDDIGITAL INFORMATION
SCALE:
CONSULTANTS
SHEET
Engineering & Construction Services
L.Ts.ISSUED FOR TENDER06-15-2015
M.Z.
AS NOTED
S.W.
DOWLING AVENUE, SOUTH BRIDGE
EMERGENCY WORKS
TRANSPORTATION INFRASTRUCTURE
DESIGN & CONSTRUCTION
FRANK CLARIZIO, P.ENG. DIRECTOR
CONTRACT No. 14SE-15S
OVER F.G. GARDINER EXPRESSWAY
L.Ts.
JUNE, 2015
CONCRETE BARRIER CURB
NOTES:
1 Where sidewalk is continuously adjacent, reduce the
dropped curb at entrances to 75mm.
2 For slipforming procedure, a 5% batter is acceptable.
A Treatment at entrances shall be according to OPSD 351.010.
B Outlet treatment shall be according to the OPSD 610 Series.
C The transition from one curb type to another shall be
a minimum length of 3.0m, except in conjunction with guide rail
where it shall be according to the OPSD 900 Series.
D All dimensions are in millimetres unless otherwise shown.
250 50
100
mm
Note 1
400
30
150
250
150
R5R
50
Note 2
Finished road
surface
Thickness of
sidewalk
Dropped curb
at entrances
Additional width where sidewalk
is adjacent to curb
R5
R25
ONTARIO PROVINCIAL STANDARD DRAWING
OPSD 600.110
Rev 1Nov 2006
S
LAI
NDTSA
IO
PO
S
VRO-LA P
I
ONTA
MN
U
I
CI
P
R ARD
CN
50
Top of
pavement
NOTES:
1 Barrier with I-Lock type connection, unit 1 of the end section
A All dimensions are in millimetres unless otherwise shown.
40mm dia hole
300
Note 1
Top of pavement32x1000mm
steel drift pin
7200mm min end section
400
600
6000mm min
PLAN
FRONT ELEVATION
SIDE ELEVATION
250
For installation layout details
see OPSD-911.232
shall have a female channel connector only.
Note 2
I
the connection.
an section, S100x14 x 800mm long, shall be used to complete
2 Where unit 2 of an end section abuts another female connector
Unit 1
Unit 2
GUIDE RAIL SYSTEM, CONCRETE BARRIER
INSTALLATION
PRECAST TEMPORARY END SECTION
ONTARIO PROVINCIAL STANDARD DRAWING Rev 0
OPSD - 911.233
Nov 2001
S
LAI
NDTSA
IO
PO
S
VRO-LA P
I
ONTA
MN
U
I
CI
P
R ARD
CN
180440
Steel bearing plate
Note
9
2.5
1
3-32mm dia holes
13 x 50 x 460mm
A
A
130
3:1
25 75
410
130
55
75 180
3:1
108108
1595
515
3-32mm dia holes
515
A
A
108
475
83
159
108
1534
900 475159
83
Steel
C All dimensions are in millimetres unless otherwise shown.
B This OPSD to be read in conjunction with OPSD 912.101
classification, and ground smooth.
A All welds shall be according to CSA W59, low hydrogen
and non-swaged end section shall be used at structure exit.
2 Channel with swaged end shall be used at structure approach
SECTION B-BSECTION A-A
and 912.102.
NOTES:
channel
54
CHANNEL
slotted holes
10-19 x 29mm
1593-32mm dia holes
185
311
130
100130
180
595
Rail
330
B
1084
108 108
steel plate
B
1559
slotted holes
Steel plate
10
130
152
2-19 x 63mm
108475
Note 2
108
159
51
54
STEEL BEARING PLATE DETAIL
Anchorage front rail
50
9
COMPONENT - RAIL AND CHANNEL
STRUCTURE CONNECTION
GUIDE RAIL SYSTEM, STEEL BEAM
ANCHORAGE FRONT RAIL
ELEVATION
PLAN
See Steel Bearing Plate Detail
ANCHORAGE BACKUP RAIL
ELEVATION
PLAN
ELEVATION
PLAN
10 x 130 x 1084mm
36
5151
51
5175
guide rail element materials shall be used.
1 End sections shall be welded with 2.5mm fillets and standard
ONTARIO PROVINCIAL STANDARD DRAWING Rev 1
OPSD 912.401
Nov 2010
S
LAI
NDTSA
IO
PO
S
VRO-LA P
I
ONTA
MN
U
I
CI
P
R ARD
CN
ADJACENT TO CURB AND GUTTER
CONCRETE SIDEWALK
TYPICAL SECTION
JOINT LAYOUT
Curb and gutter
Expansion
joints
1.5m
Note 2
Finished road
surface
150mm
1.5m
Typ
Note 1
Concrete sidewalk
Curb and gutter
as specified
R5
Contraction
joint
Expansion joint
material
R5
Subgrade or granular
base as specified
Dummy joints
Typ
joint
Contraction
Expansion
joint material
Sidewalk bay
4%to2Slope
ONTARIO PROVINCIAL STANDARD DRAWING
OPSD - 310.020
Rev 1Nov 2005
S
LAI
NDTSA
IO
PO
S
VRO-LA P
I
ONTA
MN
U
I
CI
P
R ARD
CN
NOTES SEE ABOVE
PART DRAWING SHOWN
DIMENSIONS ARE IN MILLIMETERS
UNLESS OTHERWISE SHOWN
100 mm ON ORIGINAL DRAWING
DRAWING NOT TO BE SCALED
S10
AS NOTED
STANDARD DETAILS II
007-S296-59
ONTARIO PROVINCIAL STANDARD DRAWING
OPSD 972.131
Rev 2Nov 2012
S
LAI
NDTSA
IO
PO
S
VRO-LA P
I
ONTA
MN
U
I
CI
P
R ARD
CN
Fence fabric
Fasteners
400mm
OC, Typ
Line post cap
Note 1
60.3mm ODline posts
Fence
fabric
LINE POST DETAIL
Top wire fastened
See Detail A
2000mm max post spacing
60.3mm OD
terminal
post
3 tension
bands
Typ
Tension
bar, Typ
2 brace
bands
1150 (N
OTE 5)
1200
mm fence
Diagonal
brace wire
Concrete barrier
END SECTION DETAIL
Terminal post cap
Brace band
Turnbuckle, Note 2
60.3mm OD terminal post
DETAIL AA
25 140
90
190
25
40
PLAN
LC
Note 3
60.3mm OD post
4190x90x19mm
steel base plate
4-12.7mm diameter ISO 898
Class 5.8 threaded rods with
lock washer into Hilti HIT-RE 500
25
SECTION A-A
NOTES:
2 Turnbuckles shall be installed on diagonal brace wires and top and bottom wires,
at intervals of 150m max and at terminal posts.
3 Chain-link fence posts shall be located on centreline of concrete barrier.
A All dimensions are in millimetres unless otherwise shown.
INSTALLATION - CONCRETE BARRIER
epoxy adhesive anchoring system
500mm OC
Bottom wire
fastened 500mm OC
Typ
14.3mm dia hole
or equivalent epoxy adhesive
ANCHORAGE DETAIL
4 Anchors shall be installed according to manufacturer’s specifications.
A
anchoring system
Typ, Note 4
Identification plate
1 For line post detail and table refer to OPSD 972.132.
1150 (N
OTE 5)
42.2 Dia. Top Rail
Rail
Rail
2000 MAX.
bottom rail
42.2 Dia.
COMPONENTS.
GALVANIZED OR STAINLESS
ALL MATERIAL SHALL BE HOT-DIP
(88.9mm OD post for 1800 fence)
’MODIFIED’
(WITH TOP AND BOTTOM RAILS)
FENCE, CHAIN-LINK
5 Dimension to increase to 1880 if founded on curb instead of 800 tall parapet wall.
K:\
Proj\11
40939\08
Desig
n and
Develo
pment\
Structural\
Working
Dra
wings\01-
Current\
Desig
n File\Do
wlin
g S-10.d
gn
CA
DD
FIL
E
NA
ME:
6/16/2015
LAST
UP
DATE
D:
PRIN
TE
D:
6/3/2015 5:2
5:5
6 P
M
9:4
5:4
9 P
M
Bridges, Structures & Expressways
Transportation Infrastructure
Manager, Design & Construction
EASTON GORDON, P.ENG.
ECI
LS
NE G
RO
P
EN
VI
C OF
RI
NOAT
O
RE
EIN
O
D
IOFE
RP
SS NA
NE
L
P.L. TSUNG
ECI
LS
NE G
RO
P
EN
VI
C OF
RI
NOAT
O
RE
EIN
O
D
IOFE
RP
SS NA
NE
L
100159911M. ZHANG
DATE INITIALREVISIONSNo.
DESIGN
DATE:
DRAWN CHECKED
NUMBER
DRAWING
SIGNEDDIGITAL INFORMATION
SCALE:
CONSULTANTS
SHEET
Engineering & Construction Services
L.Ts.ISSUED FOR TENDER06-15-2015
M.Z.
AS NOTED
S.W.
DOWLING AVENUE, SOUTH BRIDGE
EMERGENCY WORKS
TRANSPORTATION INFRASTRUCTURE
DESIGN & CONSTRUCTION
FRANK CLARIZIO, P.ENG. DIRECTOR
CONTRACT No. 14SE-15S
OVER F.G. GARDINER EXPRESSWAY
L.Ts.
JUNE, 2015
HOOK DIMENSIONS
FOR UNCOATED BARS
Date RevJUNE 2002
SS12-1
DIM
EN
SIO
N
DE
TAILIN
G
DIM
EN
SIO
N
DE
TAILIN
G
MIN. 90 HOOK
D
CL Member
D
CL Member
MIN. 135 HOOK
400R
A
MINIMUM BENDING PIN DIAMETER, D, mm
135
80
DIAM.
PIN
65
45
D(mm)
19.520M
BAR
SIZE
BAR
b
DIAM.
11.3
16.0
10M
15M
d (mm)
175180
770
1010
590
1030
790
610
45M
55M
35M
GOR HA OR G
90
A
140
100100
140
(mm)(mm)
600
45045M
55M
180
250
300
400
490510
400
310
260
(mm)GORA
90 HOOKS
400W400R
180
15M
20M
25M
30M
10M
SIZE
BAR
(1)
(1)
550
400
100
120
150
250
400R
300
BAR
15M
20M
25M
30M
10M
SIZE
35M
70
90
100
150
200
400W
60
STEEL GRADE
250
A
OR
G
HO
OK
12d
b
DIMENSIONbd
DETAILING
D
490
660
320
d
A OR G
115
540
710
370
630
850
430
680
900
480
b6d MIN.
(mm)
100
70
(approx.)
6d MIN.b
H
bd
D
A
OR
G
b
D
HO
OK
80
120
140
200
260
400W
90140 130
130
160
200
310
170
200
280
350
180
220
280
400
400R400W
(mm)JOR G (mm)
180 HOOKS
Special fabrication is required for bends
grade.
(1)
DETAILING
DIMENSIONbd
4d MIN.b
J
HOOK
A OR G
D
STANDARD 90 HOOK STANDARD 180 HOOK
(2)
use the same D as for 400R.
For stainless steel, with Fy = 420,
STANDARD HOOK DIMENSIONS
(2)
MINIMUM STIRRUP AND TIE HOOK DIMENSIONS
NOTE: All Hook Dimensions are according to the CHBDC-2000.
25M 25.2 100 230
B
A
A
B
450
450
R225
All posts 40mm ID
extra strong steel pipe
All railings 40mm ID
standard steel pipe
Footing
Note 1
Top of footing
2100mm max
See
Joint Detail
175
150 150 150
NOTES:
1 When sidewalk is not specified, posts shall be set in
centre of 300mm dia x 450mm deep
or 300 x 300 x 375mm deep concrete footings.
A Concrete shall have a nominal minimum 28-Day
B Posts and railings shall be hot dip galvanized
according to CSA G164 after fabrication.
C Posts shall be vertical. All exposed corners shall be
ground smooth.
D Welding shall be according to CSA W59.
F Pipe shall be according to ASTM A 53.
H All dimensions are in millimetres unless otherwise shown.
6mm dia
Typ
vent holes
5
456
72
Sliding fit 38mm dia
round steel bar
25
125
JOINT DETAIL
13
SECTION B-B
150
mm
with sid
ewalk
300
mm
with footin
g
125
10
Top of
footing
Caulk with non shrink
cement grout
Socket 64mm ID
standard steel pipe galv
Steel plate cap
1.3mm minimum
welded to socket
SECTION A-A
LC Rail
19mm dia hole for Hilti
HIT RE 500 adhesive
and HAS E 5/8"
threaded rod or equivalent
CLof bolt holes
105mm dia
6mm dia
hole
Post
Steel or neoprene shim as required
Base plate
6 x 140mm dia
6
6
Bolted to
existingPost
PLAN OF BASE PLATE
BASE PLATE ELEVATIONINSTALLATION DETAIL ON EXISTING CONCRETE
INSTALLATION
ELEVATION
E All joints shall be shop welded.
PEDESTRIAN BARRICADE
G A difference in elevation between the adjacent ground
level and top of footing shall not exceed 600mm.
chemical anchor, Note 2
600
mm
max
Ground level
Typof footing
Bottom
compressive strength of 20MPa.
manufacturer’s specifications.
2 Anchors shall be installed according to
ONTARIO PROVINCIAL STANDARD DRAWING Rev 2
OPSD 980.101
Nov 2009
S
LAI
NDTSA
IO
PO
S
VRO-LA P
I
ONTA
MN
U
I
CI
P
R ARD
CN
concrete
’MODIFIED’
OPSD 980.101
’MODIFIED’
Top of toe wall
measure
dSlope t
o be
See joint detail
ELEVATION AT SLOPE
ELEVATION (CONFIGURATION AT RAMP LOCATIONS)
10mm x 45
Typ
Varies
JOINT DETAIL
IN CONCRETE TOE WALLS
250
25mm chamfer
Sidewalk
Note 3
Varies
300 to
600
mm
1
121
3
TYPE IB (ON CONCRETE)
Varies
NOTES:
2 Excavation for toe walls shall be backfilled with free draining granular material.
B Concrete for toe walls shall be 30MPa.
1 Walls shall be founded on undisturbed soil having a minimum bearing capacity at ultimate
limit states of 200kPa for Type I and 300kPa for Type II and Type III.
Note 1, Typ
Geotextile
500500
3 10mm preformed joint filler, Type A, non-extruding and resilient bituminous type
as specified.
4 Cold applied rubber asphalt joint sealing compound.
Note 4
Typ
0
TO
350
5 Where specified, wall drains shall be installed as per OPSD 3190.100.
Optional
1
10
Subdrain, Typ
Note 6
AT 3.0m SPACING
Note 3
A Maximum height of slope above top of wall is 4m.
PLAN OFWALLS
CONCRETE TOE WALL
RETAINING
6 150mm dia perforated pipe subdrain wrapped in geotextile.
C All dimensions are in millimetres unless otherwise shown.
Final
Surface
ONTARIO PROVINCIAL STANDARD DRAWING Rev 2
OPSD 3120.100
Nov 2010
S
LAI
NDTSA
IO
PO
S
VRO-LA P
I
ONTA
MN
U
I
CI
P
R ARD
CN
’MODIFIED’dowels
2-Smooth
sidewalk ramp
Concrete 250
25mm chamfer
Sidewalk
Note 3
Varies
300 to
600
mm
1
121
3
TYPE IA (ON SOIL)
Varies
Note 1, Typ
Typ
400
mm
min
Optional
Final
Surface
T/Conc.
125
into concrete base
adhesive grouted
@ 300 O/C
15Mx725 Lg dowel
(Cont.)
2-S15M
1
10
Subdrain, Typ
Note 6
(Cont.)
2-S15M
sidewalk ramp
Concrete