dowling s-01-default

MILE 3.02 OAKVILLE SUBDIVISION

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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.

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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

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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


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


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:


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


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.




----------- 35 MPa (AT 28 DAYS)

ALL CONCRETE ----------- 25 MPa (AT 7 DAYS)


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



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

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100159911M. ZHANG

2400

19812

16764

P/C B

EARIN

G S

EAT

4 M L

ON

G

TO R

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EXIS

TIN

G R

AILIN

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TO R

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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

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BUT

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C.L. NEW BRG’S


DESIGN

DATE:

DRAWN CHECKED

NUMBER

DRAWING


SCALE:

CONSULTANTS

SHEET



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.


EMERGENCY WORKS






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

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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


DESIGN

DATE:

DRAWN CHECKED

NUMBER

DRAWING


SCALE:

CONSULTANTS

SHEET



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.


EMERGENCY WORKS






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

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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


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


DESIGN

DATE:

DRAWN CHECKED

NUMBER

DRAWING


SCALE:

CONSULTANTS

SHEET



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.


EMERGENCY WORKS






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


PATCH REPAIR

DIRECTED BY C.A. (TYP.)

PRESSURE GROUTING AS

SEAL CRACKS BY

STOPPER TO SUIT

REMOVE PART OF CONC.

1300

EAST WEST


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

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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


DESIGN

DATE:

DRAWN CHECKED

NUMBER

DRAWING


SCALE:

CONSULTANTS

SHEET



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

-


N REMOVE DELAMINATED AND DETERIORATED CONCRETE FROM EXPANSION JOINTS OF


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


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



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


• 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


• 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.



REMAINDER ------------------- 70 – 20

BOTTOM (INCLUDING CONCRETE PATCHES)- 40 – 10

DECK TOP -------------------- 70 – 10


ALL CONCRETE ------------- 35 MPa


GENERAL NOTES:

LEGEND

REMOVAL

007-S296-54

PIER REPAIR DETAILS

NEW ASPHALT

NEW CONCRETE

M.Z.

AS NOTED

S.W.


EMERGENCY WORKS






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

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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


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


DESIGN

DATE:

DRAWN CHECKED

NUMBER

DRAWING


SCALE:

CONSULTANTS

SHEET



S6

1:50

SIDEWALK RAMP

-1

-2

SECTIONN.T.S.

1

-

1:25

2

-

007-S296-55

LEGEND

NEW CONCRETE

OPSD 980.101 (MOD.)


1.15m CHAIN LINK FENCE

PARAPET WALL PLUS

SIDEWALK RAMP

M.Z.

AS NOTED

S.W.


EMERGENCY WORKS






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.

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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


DESIGN

DATE:

DRAWN CHECKED

NUMBER

DRAWING


SCALE:

CONSULTANTS

SHEET



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.


EMERGENCY WORKS






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

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100159911M. ZHANG


DESIGN

DATE:

DRAWN CHECKED

NUMBER

DRAWING


SCALE:

CONSULTANTS

SHEET



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.


EMERGENCY WORKS






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





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

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5

Slope as specified

"MODIFIED"

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100159911M. ZHANG


DESIGN

DATE:

DRAWN CHECKED

NUMBER

DRAWING


SCALE:

CONSULTANTS

SHEET



M.Z.

AS NOTED

S.W.


EMERGENCY WORKS






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


OPSD 600.110

Rev 1Nov 2006

S

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NDTSA

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MN

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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

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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


OPSD 912.401

Nov 2010

S

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NDTSA

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ONTA

MN

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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


OPSD - 310.020

Rev 1Nov 2005

S

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NDTSA

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MN

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NOTES SEE ABOVE

PART DRAWING SHOWN





S10

AS NOTED

STANDARD DETAILS II

007-S296-59


OPSD 972.131

Rev 2Nov 2012

S

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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:\

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100159911M. ZHANG


DESIGN

DATE:

DRAWN CHECKED

NUMBER

DRAWING


SCALE:

CONSULTANTS

SHEET



M.Z.

AS NOTED

S.W.


EMERGENCY WORKS






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.


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


OPSD 980.101

Nov 2009

S

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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


OPSD 3120.100

Nov 2010

S

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NDTSA

IO

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MN

U

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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

dowling s-01-default

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