dwg. no. sheet no. title engineering ... - toronto

LOCATION PLAN

SPRINGHURST AVE

DO

WLIN

G A

VE

F G GARDINER WBL

F G GARDINER EBL

GO/METROLINX CORRIDORLAKE SHORE BLVD W

DU

NN A

VE

SPRINGHURST AVE

LAKE SHORE BLVD W

# 511BRIDGE DUNNSITE O

F

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TENNIS COURT

PARKING

PARKING

PARKING

PARKING

PARKING

PARKING

PARKING

N.T.S.

Engineering & Construction Services

N

DATE:CONTRACT No. 14SE-15S

LIST OF DRAWINGS

DWG. No. SHEET No. TITLE

DWG. No. SHEET No. TITLE DWG. No. SHEET No. TITLE

511-S2011-15

# 007BRIDGEDOWLING S. SITE O

F

# 507BRIDGEDOWLING N. SITE O

F

DOWLING AVE. SOUTH BRIDGE OVER F.G. GARDINER EXPRESSWAYDOWLING AVE. NORTH BRIDGE OVER GO/METROLINX TRACKSDUNN AVE. BRIDGE OVER GO/METROLINX TRACKSTEMPORARY BRIDGE REPLACEMENTS FOR:

CONSTRUCTION SERVICESMICHAEL D’ANDREA, M.E.Sc., P. ENG. - EXECUTIVE DIRECTOR, ENGINEERING &

DRAWING No. :

507-S2007-25

507-S2007-24

507-S2007-23

507-S2007-22

507-S2007-21

507-S2007-20

507-S2007-19

507-S2007-18

507-S2007-17

507-S2007-16

S10

S9

S8

S7

S6

S5

S4

S3

S2

S1

007-S296-59

007-S296-58

007-S296-57

007-S296-56

007-S296-55

007-S296-54

007-S296-53

007-S296-52

007-S296-51

007-S296-50

S10

S9

S8

S7

S6

S5

S4

S3

S2

S1

TRANSPORTATION INFRASTRUCTUREFRANK CLARIZIO, P. ENG. - DIRECTOR, DESIGN & CONSTRUCTION

JUNE, 2015

AND SIGNAGE

ROAD WORK � PAVEMENT MARKINGS

ROAD WORK � NEW CONSTRUCTION

ROAD WORK � REMOVALS

ELECTRICAL LAYOUT

ELECTRICAL REMOVALS

C3

C2

C1

E2

E1

507-S2007-30

507-S2007-29

507-S2007-28

507-S2007-27

507-S2007-26

STANDARD DETAILS II

STANDARD DETAILS I

PARAPET WALL

GENERAL REPAIR AND BEARING DETAILS

SIDEWALK RAMP

ABUTMENT REPAIR DETAILS II

ABUTMENT REPAIR DETAILS I

ABUTMENT REMOVAL DETAILS

GENERAL ARRANGEMENT - REHABILITATION

GENERAL ARRANGEMENT - REMOVAL

SHEET No. : G1

CONSTRUCTION STAGING / ACCESS ROAD



ELECTRICAL LAYOUT

ELECTRICAL REMOVALS

STANDARD DETAILS II

STANDARD DETAILS I


MISCELLANEOUS DETAILS

6000 mm APPROACH SLAB

ABUTMENT REPAIR DETAILS




COVER SHEET

C3

C2

C1

E2

E1

S9

S8

S7

S6

S5

S4

S3

S2

S1

G1

511-S2011-29

511-S2011-28

511-S2011-27

511-S2011-26

511-S2011-25

511-S2011-24

511-S2011-23

511-S2011-22

511-S2011-21

511-S2011-20

511-S2011-19

511-S2011-18

511-S2011-17

511-S2011-16

511-S2011-15

STANDARD DETAILS II

STANDARD DETAILS I

PARAPET WALL


SIDEWALK RAMP

PIER REPAIR DETAILS





TS8

TS7

TS6

TS5

TS4

TS3

TS2

TS1

KEY PLAN

TRAFFIC STAGING VII

TRAFFIC STAGING VI

TRAFFIC STAGING V

TRAFFIC STAGING IV

TRAFFIC STAGING III

TRAFFIC STAGING II

TRAFFIC STAGING I

507-TS2007-8

507-TS2007-7

507-TS2007-6

507-TS2007-5

507-TS2007-4

507-TS2007-3

507-TS2007-2

507-TS2007-1

DUNN AVE. BRIDGE

DOWLING AVE. NORTH BRIDGE

DOWLING AVE. NORTH & SOUTH GENERAL

DUNN AVE. & DOWLING AVE. TRAFFIC GENERAL

DOWLING AVE. SOUTH BRIDGE

MILE 2.69 OAKVILLE SUBDIVISION

3658

5464 4158 4158 5465

5464 4158 4158 5465

6147 6148

6147 6148

809 683 813 683

813 683 683 813

2287

3657

2287

1829

1829

17.65°

20 611

4158 4158 61486148813 813

20 611

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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.

ECI

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100159911M. ZHANG

CLE

AR

AN

CE

GIRDEROF MAIN UNDERSIDE

T

250

SKE

W

6470 M

IN.

6790 M

IN.

457 (TYP.)

HAND RAILING HAND RAILING

ST

RU

CT

UR

AL D

EP

TH

686

DATE INITIALREVISIONSNo.

DESIGN

DATE:

DRAWN CHECKED

NUMBER

DRAWING

SIGNEDDIGITAL INFORMATION

SCALE:

CONSULTANTS

SHEET


L.TsISSUED FOR TENDER06-15-2015

S1

1:100

1:100

1:100

1:100

-

1

-

1

PLAN - EXISTING BRIDGE

ELEVATION - EXISTING BRIDGE

1:50

1

-

SECTION - EXISTING

DRAWING LIST:

CONSTRUCTION NOTES: SEE DRAWING S2.

SCOPE OF WORK - REMOVAL:

•

•

•

•

•

•

•

REMOVAL

GENERAL ARRANGEMENT - REMOVALGENERAL ARRANGEMENT - REMOVAL

511-S2011-16

•

•

CONSTRUCTION STAGING / ACCESS ROAD



ELECTRICAL LAYOUT

ELECTRICAL REMOVALS

STANDARD DETAILS II

STANDARD DETAILS I








COVER SHEET

C3

C2

C1

E2

E1

S9

S8

S7

S6

S5

S4

S3

S2

S1

G1

LEGEND:

D2. BRIDGE LIVE LOAD IN ACCORDANCE WITH CHBDC (CAN/CSA S6-14), CL-625-ONT.

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:

G8. ALL EXPOSED CONCRETE EDGES TO BE CHAMFERED 20mm UNLESS OTHERWISE NOTED.

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

PRODUCT.

THE STEEL MODULAR BRIDGE FROM ACROW BRIDGE OR ACCEPTABLE EQUIVALENT

SPECIFICATIONS AS PER THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL SUPPLY

FABRICATOR IN ACCORDANCE WITH DIMENSIONS SHOWN ON DRAWINGS AND

TO CONCRETE SHALL BE DESIGNED AND SUPPLIED BY THE MODULAR BRIDGE

GUIDERAILS, HAND RAILING, SIDEWALKS, PEDESTALS/BASE PLATES AND CONNECTIONS

NEW HOT DIPPED GALVANIZED STEEL MODULAR BRIDGE, COMPLETE WITH DECKING,

G6. STEEL MODULAR BRIDGE:

3. 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 15

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

SHALL BE CLASS B.

UNLESS SHOWN OTHERWISE, TENSION LAP SPLICES FOR REINFORCING STEEL

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:

S2 ALSO.

DESIGN BASED ON ORIGINAL DRAWINGS. SEE CONSTRUCTION NOTES ON DWG.

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.

G REMOVE EXISTING CONCRETE APPROACH SLAB AND ROAD PAVEMENT.

F CLEAN UP CRACKS FOR INJECTION.

ADMINISTRATOR.

WALLS AND RETAINING WALLS AS DIRECTED BY THE CONTRACT

E REMOVE DELAMINATED AND DETERIORATED CONCRETE FROM ABUTMENT

REMAIN INTACT.

D REMOVE TOP PART OF BEARING SEAT UP TO SAWCUT LINE. BALLAST WALL TO

OFF-SITE. SEE SPECIFICATION FOR OPERATIONAL CONSTRAINTS.

C REMOVE BRIDGE STRUCTURE, ALL TRUSS BEARINGS AND DISPOSE OF DEBRIS

CONTROL PRIOR TO SUPERSTRUCTURE REMOVAL.

B HORIZONTAL SAWCUT 25mm DEEP ALONG ABUTMENT WALL FOR CRACK

RIGHT-OF-WAY) FROM DAMAGE WITH TEMPORARY PROTECTION MEASURES.

A PROTECT EXISTING PROPERTY (INCLUDING GO TRANSIT/METROLINX RAIL

N

SID

EW

AL

K

SID

EW

AL

K

C.L. DUNN AVENUE

SEAT

BRIDGE

SOUTHNORTH

E

E

EA

D

B

B

C

ROADWAY

TOP OF

E

ENVELOPE

RAIL

D

F

FF

SU

RV

EY

ED N

OV. 2014

EXIS

TIN

G C

LE

AR

AN

CE

G

G

C

TO LAKE SHORE BLVD.

C.L. TRACK 1 C.L. TRACK 2 C.L. TRACK 3 C.L. TRACK 4

SU

RV

EY

ED N

OV. 2014

EXIS

TIN

G C

LE

AR

AN

CE

M.Z.

AS NOTED

DUNN AVENUE BRIDGE

EMERGENCY WORKS

C.X.

OVER GO / METROLINX TRACKS

JUNE , 2015

TRANSPORTATION INFRASTRUCTURE

DESIGN & CONSTRUCTION

FRANK CLARIZIO, P.ENG. DIRECTOR

CONTRACT No. 14SE-15SL.Ts.

TO T/R

OA

DW

AY)

(BRID

GE S

EA

T

C.L. DUNN AVE.

TO BE REMOVED (TYP.)

WATERPROOFING

EXISTING ASPHALT AND

(TYP.)

TO BE REMOVED

GIRDERS

EXISTING

(TYP.)

TO BE REMOVED

RAILINGS

EXISTING

(TYP.)

TO BE REMOVED

SIDEWALK

EXISTING

(TYP.)

TO BE REMOVED

LIGHTING

PEDESTRIAN

EXISTING

STRUCTURE

PLATE GIRDER BRIDGE

REMOVE EXISTING THRU C


4204

4204

(TY

P.)

3800

(TY

P.)

2437

(TY

P.)

2437

(TY

P.)

1900

17.65°

MIN.

1500

620 O

FFS

ET

MIN.

1500

CLE

AR

1500

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100159911M. ZHANG

2000

T

335

335

SKEW

6000 (TYP.)

SLAB (TYP. 4 LOC.)

NEW APPROACH

(TYP.)

SEE DWG. C1 TO C3

MATCH CONC. SIDEWALK

3m MIN.

21 190

2975 5x3048=15 240 2975

6500 M

IN.

ATTENUATOR (TYP. SEE DWG. S7)

CONC. PAD FOR ENERGY

4204

4574

150

4204 335 335

150

4574

3659 3659

STEEL CURB

C.L. TRUSS C.L. TRUSS

BRIDGE SBC.L. NEW MODULAR

BRIDGE NBC.L. NEW MODULAR

SIDEWALKC.L. NEW CANTILEVER

(TYP.)GUIDE RAIL STEEL BEAM

1500

2437 2437

C.L. DUNN AVE.

620

1400

1400

1400

RAILING (TYP.)HEIGHT HAND BICYCLE

RAILING HEIGHT HAND BICYCLE

PLATE (TYP.)150 KICKER

825 M

IN.

C.L. TWIN BRIDGES

BETWEEN RAIL AND POSTS (TYP.)WWM 51 x 51 x 3.40 DIA. GRID MESH FENCE STAINLESS STEEL

MA

X.

300

754 ASSUMED

TH

E C

ON

TR

AC

TO

RDIM. ’D’ T

O B

E C

ON

FIR

ME

D B

Y

NO

TE B

1

150


DESIGN

DATE:

DRAWN CHECKED

NUMBER

DRAWING


SCALE:

CONSULTANTS

SHEET



S2

1:100

1:100

1:100

1:100

ELEVATION - REHABILITATION

PLAN - REHABILITATION

-

1

-

1

-

A

1:50

1

-

SECTION - REHABILITATION

1:50

A

-

DETAIL

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. •

•

•


NEW CONCRETE

SCOPE OF WORK - NEW CONSTRUCTION:

F

E

511-S2011-17

LEGEND:

HANDRAIL (GREEN)

EXISTING STEEL

EXPANSION BEARING

FIXED BEARING

LAKESHORE BLVD.

FACE OF CONCRETE RETAINING WALL AT COSUMERS’ GAS BUILDING ALONG

C11.DESIGN ELEVATIONS ARE BASED ON BM# 12219740206 WITH EL.84.342 ON SOUTH

AUTHORITY APPROVALS PRIOR TO COMMENCING WORK.

MODULAR BRIDGES FOR CONTRACT ADMINISTRATOR AND GO / METROLINX

CONTRACTOR SHALL SUBMIT A WORK PLAN FOR ASSEMBLY AND INSTALLATION OF C10.

PERFORMED ONLY UNDER RAIL FLAGGING PROTECTION.

WORK WITHIN THE GO TRANSIT/METROLINX RAILWAY RIGHT-OF-WAY SHALL BE C9.

AS OUTLINED IN THE CONTRACT DOCUMENTS.

FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION WITHIN THE TIME PERIODS

OPERATIONAL CONSTRAINTS AND SHALL SUBMIT ALL THE REQUIRED INFORMATION

THE CONTRACTOR IS REQUIRED TO CONFORM TO THE GO TRANSIT/METROLINX 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.

AND APPROVAL PRIOR TO COMMENCING WORK.

GO TRANSIT/METROLINX, AND ANY OTHER AFFECTED STAKEHOLDER FOR REVIEW

RAILWAY CLEARANCE SHALL BE SUBMITTED TO THE CONTRACT ADMINISTRATOR,

THE CONTRACTOR�S METHOD OF PROTECTION WHICH WILL MAINTAIN EXISTING

HIS/HER OWN EXPENSE.

OF ANY DAMAGED PROPERTY RELATED TO THE CONSTRUCTION WORKS AT

THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REPAIR AND RECTIFICATION

FROM DAMAGE.

OWNERS, PRIVATE PROPERTIES, AND ALL OTHER STAKEHOLDERS IS PROTECTED

STRUCTURES, ROADWAYS, SERVICES, ETC.), GO TRANSIT/METROLINX , UTILITY

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:

FOR AREA SHOWN IN BOLD APPROX. LENGTH (TYP. 4 LOC.) SEE PHOTO ON DWG. S9

11 RE-STORE STEEL HAND RAIL FOR 1400 TALL AS PER EXISTING STEEL RAILING SIZE

10 INSTALL HOLD - DOWN DEVICE (8 LOCS.)

9 GROUT INJECTION TO MAJOR CRACKS.

8 FOR ROAD WORKS, SEE DWG. C1, C2 &C3.

7 LOCAL PATCH REPAIRS FOR ABUTMENT AND WINGWALLS.

6 NEW CONCRETE CURB AND SIDEWALK TO MATCH EXISTING (TYP. 4 CORNERS).

5 CONSTRUCT NEW ENERGY ATTENUATOR.

4 NEW APPROACH SLAB (4 LOC.).

INSTRUCTIONS AND REQUIREMENTS.

3 ASSEMBLE AND INSTALL TEMPORARY MODULAR BRIDGE AS PER FABRICATOR�S

TEMPORARY MODULAR BRIDGE BEARINGS.

2 RECONSTRUCT TOP OF ABUTMENT BEARING SEAT WITH CONCRETE PEDESTAL FOR

1 RECONSTRUCT CONCRETE BALLAST WALL.

N

SEAT

BRIDGE

C.L. DUNN AVENUE

SOUTHNORTH

77

7

7

22

1

1

ROADWAY

TOP OF

C.L. BRGS. C.L. BRGS.

MODULAR BRIDGE

TEMPORARY

MODULAR BRIDGE

TEMPORARY

ENVELOPE (TYP.)

CLEARANCE

RAILWAY

EXISTING

C.L. C

N T

RA

CK 1

C.L. C

N T

RA

CK 2

C.L. C

N T

RA

CK 3

C.L. C

N T

RA

CK 4

F E

TO LAKE SHORE BLVD.

6 6

6 6

4

9

9

10

10

MODULAR BRIDGE

C.L. NEW BRGS. OF

MODULAR BRIDGE

C.L. NEW BRGS. OF

SIDEWALK

11 TYP. (4 LOCATIONS)

C.L. TWIN BRIDGES

1212

C.L. TRACL 1 C.L. TRACL 2 C.L. TRACL 3 C.L. TRACL 4

3

NE

W C

LE

AR

AN

CE

M.Z.

AS NOTED

DUNN AVENUE BRIDGE

EMERGENCY WORKS

C.X.


JUNE , 2015





(ROADWAY) (ROADWAY)

SIDEWALKPAVEMENT

T / ROAD T / DECK

CLEAR WIDTH

T / PAD

OBTAIN EXISTING RAILWAY CLEARANCE.

B4. TOP OF DECK WILL BE RAISED FOR A MIN. OF 100mm TO

BE CONFIRMED AND ADJUSTED WITH BRIDGE SUPPLIER.

B3. DIMENSIONS SHOWN ARE TENTATIVE, ALL DIMENSIONS SHALL

B2. SEE NOTE D2 FOR BRIDGE DESIGN LIVE LOAD ON DWG.S1.

HIGHER THAN ROADWAY SURFACE.

B1. TOP OF SIDEWALK SURFACE ELEVATION TO BE 150mm

NOTE:

EXISTING STEEL RAILING

TO REMAIN

(TYP. 4 LOCATIONS.)


3658

5464 4158 4158 5465

5464 4158 4158 5465

6147 6148

6147 6148

809 683 813 683

813 683 683 813

2287

3658

2287

1829

1829

17.65°

20 611

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Dra

wings\01-

Current\

Desig

n File\Dunn 03.d

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E

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ME:

6/16/2015

LAST

UP

DATE

D:

PRIN

TE

D:

6/15/2015 6:0

2:0

6 P

M

9:4

1:44 P

M









ECI

LS

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P

EN

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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

ONLY)

COMMENCE (NORTH ABUTMENT

OTHERS PRIOR TO CONTRACT

EXISTING CONDUIT REMOVED BY

250

305 SKE

W

OFFS

ET

620

4539

4539

1200

1200

1200

1200

1200

1200

4013

4013

1200

1200

305

1200

1200

1200

1200

2

1

(472) 450

305

610

610

76

300

800

(1475)

AFTER SUPERSTRUCTURE REMOVED.

BLADE CUT TO REMOVE REMAINDER

PRIOR TO SUPERSTRUCTURE REMOVAL,

125mm DEEP HORIZONTAL SAWCUT

C.L. EXISTING BRGS.

300

1.5

1

100

1511 M

IN.

VA

RIE

S

300

500

6145

1380


DESIGN

DATE:

DRAWN CHECKED

NUMBER

DRAWING


SCALE:

CONSULTANTS

SHEET



S3

PLAN - EXISTING1:100

PLAN - EXISTING1:100

-

2

-1

-

2

2

-

2

-

-1

1:1001:100

NORTH ABUTMENT ELEVATION 1

-

SECTION

1:25( ) DIMENSION ALONG ROADWAY

2

-

LEGEND

REMOVAL


ROADWAY, SEE DWG. C1, C2 & C3.

REMOVAL SHOWN ON PLAN IS FOR ABUTMENTS ONLY. MORE REMOVALS FOR 1.

NOTE:

511-S2011-18

N

SID

EW

AL

K

SID

EW

AL

K

C.L. DUNN AVENUE

ABUT. BRGS.

C.L. EXISTING

ABUT. BRGS.

C.L. EXISTING

458

GIR

DE

R)

(EXIS

TIN

G

458

GIR

DE

R)

(EXIS

TIN

G

C.L. NEW BRIDGE TRUSS

C.L. TWIN BRIDGES


EXIS

TIN

G L

AN

EE

XIS

TIN

G L

AN

E



M.Z.

AS NOTED

DUNN AVENUE BRIDGE

EMERGENCY WORKS

C.X.


JUNE , 2015





WEST EAST

EXISTING ABUTMENT WALL

C.L. DUNN AVENUE

BALLAST WALL

REMOVE TOP PORTION OF

REPAIRS

FOR PATCH

REMOVAL

LOCAL

620

(TYP.)

BEARING SEAT


ON WALL

CRACKING

MAJOR

CLEAN UP

C.L. TWIN BRIDGES

WALL TO REMAIN

EXISTING BALLAST

ABUTMENT

EXISTING

BALLAST WALL

PORTION OF

REMOVE TOP

FOR 2400 LENGH

BEARING SEAT


PAVEMENT

REMOVE ASPHALT

APPROACH SLAB

REMOVE EXISTING

CONCRETE AS DIRECTED BY C.A.

REMOVE DELAMINATED

PAVEMENT CROWN

T/EXISTING

EXCAVATION

PAY LIMIT FOR


K:\

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100159911M. ZHANG

SITE

BE CONFIRMED ON

T/BEARING SEAT TO

50x50 CHAMFER

BEARING PAD

800x600xH

ONLY)




ONLY)




T

4204

4204

17.65°

PATCH REPAIR

2400 2400

C.J.

2557

1200

(620) 650

BALLAST WALL ONLY (TYP.)

TRANSVERSE BARS FOR

MECHANICAL SPLICE TO ALL

C.J.

4765 (4539) 4765 (4539)

335

335 800 (TYP.)

340–

PAD (TYP.)

BEARING

(LEVEL)

NEW TOP OF ABUTMENT

2

1

310

900

MIN.200

FIXED END=925

EXP. END=913

C.J.

C.L. NEW BEARING

340

300 76

250

6-15M

15M @ 300

15M @ 300

FIELD MEASURE IT.

CONTRACTOR TO

LOCATION,

STEP UP AT CURB

250 NEW APPROACH SLAB

C.J.

C.L. NEW BEARING

NOSING ANGLES (TYP.)

L100x100x10 GALV.

GALV. STUDS @ 300 O/C (TYP.)

19 DIA. x200 LG.

500

150

1150–

600 200–

100

EL. T/PAD *

3-15M E.W.

100 RECESS

FIELD MEASURE IT.

CONTRACTOR TO

LOCATION,

STEP UP AT CURB

335

335

600SKE

W

3014

2437

2437

21 190

OFFS

ET

620

600

1200

1200

1200

1200

4539

1200

1200

(TYP.)

(TYP.)

(TYP.)

(TYP.)

(TYP.)

(TYP.)

CLE

AR

1500

2400


DESIGN

DATE:

DRAWN CHECKED

NUMBER

DRAWING


SCALE:

CONSULTANTS

SHEET



S4

1

2

3

4

GIR

DE

R #

N.T.S.

B

-

TYPICAL MECHANICAL CONNECTOR DETAIL

NORTH ABUTMENT ELEVATION 1

-1:50

DIMENSION SHOWN ALONG FACE OF ABUTMENT

(DIMENSION SHOWN IN ( ) PERPENDICULAR TO ROADWAY)

SECTION - REINFORCEMENT1:25

2

-

SECTION - LAYOUT1:25

2

-

2

S5

1:25

A

-

RECESS DETAIL

-

2

-1

-1

-

2

1:1001:100

PLAN - REHABILITATION

-

2

-

2

A

LEGEND

511-S2011-19

CONCRETE

NEW

GIRDER # 2

N. ABUTMENT

1 3 4

S. ABUTMENT


DESIGNED EL. T/DECK (METER)

GIRDER # 2

N. ABUTMENT

1 3 4

S. ABUTMENT

87.959 87.946 87.933

87.773 87.760 87.747

87.946

87.760

(TABLE TO BE FILLED BY THE CONTRACTOR)

EL. T/PAD (METER)

SEE DETAIL A ON SHEET S2

ESTIMATED EL. T/PAD = EL. T/DECK -DIM. ’D’

(EARLIER STAGE)

MECHANICAL CONNECTOR

LA

PL

AP

(AT FIRST STAGE)

REINFORCEMENT

(AT LATER STAGE)

REINFORCEMENT

FORMWORK

M.Z.

AS NOTED

DUNN AVENUE BRIDGE

EMERGENCY WORKS

C.X.


JUNE , 2015





WEST

EAST

EXISTING ABUTMENT WALL

C.L. DUNN AVENUESIDEWALK

C.L. NEW CANTILEVER

BRIDGE

C.L. NEW MODULAR

BRIDGE

C.L. NEW MODULAR

1 2 3

4

C.L. TWIN BRIDGES

EXISTING ABUTMENT

WALL TO REMAIN

EXISTING BALLAST

CONCRETE SEE SHEET S9

PATCH REPAIR DELAMINATED

EXISTING ABUTMENT

WALL TO REMAIN

EXISTING BALLAST 15M @ 150

15M @ 300

4-20M

3-15M

DOWEL ADHESIVE (TYP.)

DRILLED HOLE WITH

35 DIA. x 500 DEEP

75x75 CHAMFER

MODULAR BRIDGE

BOTTOM CHORD OF

15M @ 300

DOWEL ADHESIVE

DRILLED HOLE WITH

25 DIA. x 200 DEEP

DOWEL ADHESIVE

DRILLED HOLE WITH

25 DIA. x 300 DEEP

20M @ 300

DOWEL ADHESIVE

DRILLED HOLE WITH

25 DIA. x 200 DEEP

REINFORCEMENT SEE DWG S5

APPROACH SLAB

6-25M @ 450

BLOCK ’A’

BRIDGE SUPPORT

10-20M

15M @ 300

SEE NOTES BELOW 20M @ 300

SEE

DESIGNED EL. T/DECK

EL. T/P MATCH TO

ACTUAL TEMP. BRIDGE SHOP DWGS REQUIRED.

2. * T/PAD ELEVATION SHALL BE CONFIRMED ON SITE IN ACCORDING TO

TEMP. BRIDGE TOP OF DECK ELEVATION.

NOTE: 1. EL. T/ BALLAST WALL TO BE DETERMINED ON SITE TO SUIT ACTUAL

MODULAR BRIDGE

BOTTOM CHORD OF

NOSING ANGLE

L100x100x10 GALV.

NOSING ANGLE AT BACK

L100x100x10 GALV.

TOP/CONC. DAM

C.L. DUNN AVENUE

BRIDGE

C.L. NEW MODULAR

BRIDGE

C.L. NEW MODULAR

MODULAR BRIDGE

C.L. NEW BRGS. OF MODULAR BRIDGE

C.L. NEW BRGS. OF

C.L. NEW BRIDGE

CHORDS

AT BOTTOM

TYP. 8 LOC.

RECESS

C.L. TWIN BRIDGES

N

INJECTION TO MAJOR CRACK

FORM AND PUMP AFTER GROUT

2557

BLOCK ’A’ BLOCK ’A’ BLOCK ’B’

CONTINOUS

BALLAST WALL

RECONSTRUCT

BRIDGE). SEE DWG. S9

HOLD-DOWN DEVICE (4 LOC. PER

ABUTMENT BELOW BY BRIDGE

SECURE MODULAR BRIDGE TO

NOTES:

(TY

P.)

PLAN

(N.T.S)

150

TYP.

(TYP. 2 LOC. SEE DWG. S6)

CONCRETE PAD FOR ENERGY ATTENUATOR

END OF THE APPROACH SLAB.

LOCATION AND IT SHALL BE MATCHING THE ROADWAY CROSSFALL AT THE

5. THERE WILL BE NO CROSS - FALL FOR THE APPROACH SLAB AT BRIDGE

IN ACCORDANCE WITH OPSD-3370.100.

4. WATERPROOFING AT JOINT BETWEEN BRIDGE AND APPROACH SLAB TO BE

3. BARS MARKED WITH PRFIX S DENOTE STAINLESS STEEL BARS.

ZERO DEGREE SKEW.

2. LAYOUT OF REINFORCING STEEL WILL BE SIMILAR FOR LEFT HAND AND

APPLICABLE STANDARD DRAWINGS

FOR BRIDGES WITH EXPANSION JOINTS

WITH PROTECTION BOARD

AT ACTIVE CRACKS GREATER THAT 2mm WIDE AND

CONSTRUCTION JOINTS

4-15M @ 150 BOTTOM

1-15M TOP

15M @ 300

20M @ 150

6000

ASPHALT

250

20M CLEAR COVER15M @ 300

4-15M @ 150

A

CLEAR COVER

CLEAR COVER

BALLAST WALLAPPROACH SLAB

15M

BALLAST WALL

DOWELS FROM

15M @ 150

5mm ELASTOMER

15M

20M

A

JAN 2013

STANDARD DRAWING


SS116-1PLAN

6000

SKEW

(N.T.S)

(N.T.S)

(N.T.S)D

OW

ELS F

RO

M B

ALL

AS

T W

ALL 1

5M @

150

C.L. APPROACH SLAB

AND C.L. NEW MODULAR BRIDGE

OPSD-3370.100 DECK, WATERPROOFING HOT APPLIED ASPHALT MEMBRANE

OPSD-3370.101 DECK, WATERPROOFING HOT APPLIED ASPHALT MEMBRANE

150 MIN.

15M

1

5M @ 1

50

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100159911M. ZHANG

EXISTING STEEL RAILING

TO REMAIN

(TYP. 4 LOCATIONS.)

15050

15M

250

10M @ 300

OPTIONAL CONST JOINT20M

150 MIN.

13mm JOINT FILLER

TYPE "A" BITUMINOUS

TYPICAL

15M

15050

15M

250

10M @ 300

OPTIONAL CONST JOINT20M

150 MIN.

250

CONC. SLAB

AS

PH

ALT

AP

P. S

LA

B

250

APPROACH SLAB ROAD PAVEMENT

FIBRE BOARD

13 mm ASPHALT IMPREGNATED

COMPOUND

RUBBERIZED JOINT SEALING

FILLED WITH HOT-POURED

19x40 mm DEEP SAWCUT

DRAWINGS

PAVEMENT SEE ROAD

WITH UNSHRINKABLE FILL

FILL OVER-EXCAVATION

LONGITUDINAL SECTION


DESIGN

DATE:

DRAWN CHECKED

NUMBER

DRAWING


SCALE:

CONSULTANTS

SHEET



S5

-

3

-

3

-

1-

1

-

2

SCHEMATIC - CROSS FALLSEE NOTE #5

SECTION AT CURBN.T.S.

3

-

N.T.S.

1

-

SECTION AT SIDEWALK

N.T.S.

END JOINT DETAIL

(JOINT BETWEEN APPROACH SLAB AND ROAD PAVEMENT)

2

-

C.L. DUNN AVENUE

BRIDGE

C.L. NEW MODULAR

BRIDGE

C.L. NEW MODULAR

6000 mm APPROACH SLAB (TYP.)

511-S2011-20

6000mm APPROACH SLAB

NEW C.S.W.NEW C.S.W.

C.L. TWIN BRIDGES

M.Z.

AS NOTED

DUNN AVENUE BRIDGE

EMERGENCY WORKS

C.X.


JUNE , 2015





N

LE

VE

L

CURB LINE

2%

2%

ROADWAY PAVEMENT

MATCH TO EXISTING

S6

M.Z.

511-S2011-21


NOTES:

C All dimensions are in millimetres unless otherwise shown.

915mm

Typ

CL

Self-supporting

plastic noseQuad-Beam

panel, Typ

DiaphragmCartridge

Quad-Beam Self-supporting

panel, Typ plastic nose

817

Tension strut

backup

Monorail Cartridge, Typ

Diaphragm, Typ

PLAN

ELEVATION

Direction

of traffic

of traffic

Direction

Typ

System length, see Table 2

1 The system shall be anchored according to manufacturer’s specifications

to concrete pad detailed in OPSD-923.001.

ENERGY ATTENUATOR, CRASH CUSHION

QUADGUARD SYSTEM

INSTALLATION-PERMANENT

BIDIRECTIONAL

Pavement

TABLE 1

TOP OF CONCRETESYSTEM WIDTH

610

915

760

406

559

711

BARRIER OR HAZARD WIDTH

A

CONFIGURATION

SYSTEM

REAR REQ’D

TYPE II CARTRIDGES

FRONT REQ’D

TYPE I CARTRIDGES

SYSTEM LENGTH 4000

1

3

TL-2

TABLE 2

BARRIER OR HAZARD WIDTH

BOTTOM OF CONCRETE

864

1016

1168

B

TL-3

6740

4

3

355

280

205

C OFFSET

C

<

<

<

<

<

< A The system depicted is proprietary to Energy Absorption Systems, Inc.

System width

see Table 1

L

Typ

cartridges

Type IIType I

cartridges

B System configuration based on NCHRP Report 350 test level.

ONTARIO PROVINCIAL STANDARD DRAWING Rev 2

OPSD - 923.183

Nov 2011

S

LAI

NDTSA

IO

PO

S

VRO-LA P

I

ONTA

MN

U

I

CI

P

R ARD

CN

N.T.S.

N.T.S.

1000–

Bothway

15M @ 150mm

Concrete Pad

200mm Reinforced

back up

2000 long concrete

C.L.

Conc.

backup

C.L.

Attenuator and

neoprene pad

Bolts to hold

3 Countersink

’MODIFIED’

N

CONSTRUCTION NORTH

each face

neoprene pad each face

Transition panel

each face (typ.)

neoprene pad

2000

1000

Conc. backup

Dimension "D"

50

200

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RP

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NE

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100159911M. ZHANG

610

15M @ 300 BLL

CONC. BACK UP

2000

500 1000 500

DIMENSION ’D’ = 6900 (N.T.S.)

50

(TY

P.)

610

1000

1000–

200

6-1

5M (

TY

P.)


DESIGN

DATE:

DRAWN CHECKED

NUMBER

DRAWING


SCALE:

CONSULTANTS

SHEET



1:25

CONCRETE PAD - PLAN

-

ATRAFFIC DIRECTION

A

-1:20

CONCRETE PAD - SECTION

M.Z.

AS NOTED

DUNN AVENUE BRIDGE

EMERGENCY WORKS

C.X.


JUNE , 2015





50x50 CHAMFER

C. L.

QU

AD

GU

AR

D

C. L. T

WIN B

RID

GE

15M

15M@150 BUL

NOSING ANGLE AT CONCRETE DAM (TYP.)

15M DOWELS

IN ORDER TO SUIT BRIDGE SBGR.

* DIMENSION TO BE CONFIRMED ON SITE

C. L. QUADGUARD

ADD 2-15M

15M

NEW CONCRETE PAD

(TYP.)

FIBREBOARD

13mm

(TYP.)

PARAPLASTIC

HOT POURED

250 COMPACT GRANULAR ’A’

C.J.

ASPHALT PAVEMENT

15M@250

15M@250 DOWELS

CHAMFER

50x50

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100159911M. ZHANG

NORTH

SOUTHABUTMENT

ABUTMENT

305

229

4204

GIRDER #

GIRDER #

SEE DETAIL ’A’

BEARING (TYP.)

SINGLE

BRIDGE C.L.BRG. TO C.L. BRG., SEE DWG.S2

1 3

2 4

C.L. TRUSS

C.L. TRUSS

BEARING

C.L. FIXED BEARING

C.L. EXPANSION

& CROSS SECTION

MATCH ROAD PROFILE

TOP OF BALLAST WALL TO

38 GAP AT EXP. END 25 GAP AT FIXED END

FACE OF ABUTMENT

C.L. BEARING

TO BE VERIFIED ON SITE

305

DIM. ’D’

PANEL

DECK

T/PAD

TOP OF DECK PANEL

BY T

HE C

ON

TR

AC

TO

R

TO B

E C

ON

FIR

ME

D

(800 A

PP

RO

XIM

AT

E)

(T

YP.)

300 M

IN.

(TYP.)300 MIN.

1

1

1

1

229

114 114

64

64

229

305

305

SEE DETAIL ’B’


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

EXPANSION BEARING SECTION ANGLE NOT SHOWN FOR CLARITY

2

-

1

-

FIXED BEARING SECTION

DUNN BRIDGE BEARING LAYOUTN.T.S.

-

1

-

1

-

2

-

2

N.T.S.

ABUTMENT BEARING DETAIL

FIXED - BEARING A

(2 REQ’D) - (2 REQ’D) -

EXPANSION - BEARING B

511-S2011-22


NEW CONCRETE

REMOVAL

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:

TACK

216 x 292 x 6 TH

STAINLESS PLATE

TACK

(BRIDGE PARTS)

HINGED BEARING

GALV. STEEL PLATE

SHEET BONDED TO

165x192x6 TH TEFLON

216 x292x19 TH

GALVANIZED STEEL BASE PLATE

NEOPRENE PAD

250 x 330 x 15

(BRIDGE PARTS)

HINGED BEARING

N.T.S.N.T.S.

M.Z.

AS NOTED

DUNN AVENUE BRIDGE

EMERGENCY WORKS

C.X.


JUNE , 2015





N

(TYP.)

ANCHOR BOLTAFTER INSTALLATION OF BRIDGE

KEEPER ANGLES INSTALLED

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

TO REMAIN

ALL EXISTING REINFORCING STEEL

FLUSH (TYP.)

SURFACE TO BE

1:10 1:10

25 HOLE

ANCHOR BOLTS

SLEEVE

6-HILTI HSL M206 (1/4") MAX. GAP

REQUIRED

NO BOLTS ARE

ANCHOR BOLTS

SLEEVE

3-HILTI HSL M20

EACH SIDE OF BRIDGE

KEEPER ANGLE

L3x3x3/8" x 305





S8

M.Z.

AS NOTED

STANDARD DETAILS I

511-S2011-23

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

DUNN AVENUE BRIDGE

EMERGENCY WORKS

C.X.


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

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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


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

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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

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NOTES SEE ABOVE

PART DRAWING SHOWN





S9

N.T.S.

EXISTING STEEL HAND RAIL (GREEN)

M.Z.

AS NOTED

511-S2011-24

STANDARD DETAILS II


OPSD 972.131

Rev 2Nov 2012

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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.

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100159911M. ZHANG


DESIGN

DATE:

DRAWN CHECKED

NUMBER

DRAWING


SCALE:

CONSULTANTS

SHEET


ISSUED FOR TENDER06-15-2015 L.Ts.

M.Z.

AS NOTED

DUNN AVENUE BRIDGE

EMERGENCY WORKS

C.X.


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

112 112 88 88

100

200

200

100

600

400

75

50 (

TY

P.)

50 PLATE

75 DIA. HOLE

120 R

50

100

LOCK NUTS

" SHACKLE43

" THIMBLE (OPEN TYPE)85

2-U-BOLT CLIP

(ULT.=58kips OR 260kN)16 DIA. BRIDGE STRAND WIRE ROPE

3 U-BOLT CLIP

BOTTOM CHORD)ANCHOR POINT IF OTHER THAN (CONTRACTOR TO DESIGN THE BRIDGE BOTTOM CHORD

75 x 13 PLATE

75 x 13 PLATE

88.9 (3.500") DIA. x 5 PIPE

19 x 19 SQ.W150x22

CIRCULAR COVER PLATE

BRIDGE HOLD DOWN DEVICEN.T.S.

RAIL PARTSN.T.S.

10

MECHANICAL ANCHORS6-HILTI HSL M24x155 EMBEDMENT

dwg. no. sheet no. title engineering ... - toronto

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