OF PROPOSED P.P.C.C. BRIDGE OVER - Manitoba · 2. Low hydrogen *E70 series electrodes shall be used. 1. Edges of HP Steel pile tip to be ground on 45° bevel for 10 mm. 45 ° See

PLANSOF PROPOSED

LOCATION

ROADWAY WIDTH

SUBSTRUCTURE

SUPERSTRUCTURE

LENGTH SHEET LEGEND

MAP HERE

PLACE LOCATION

P.P.C.C. BRIDGE OVERON

R.M. OF

IN

9 600 OUT TO OUT OF GIRDERS

WITH STEEL H-PILES

TWO PRECAST CONCRETE ABUTMENTS AND TWO INTERMEDIATE BENTS

CHANNEL GIRDERS WITH ASPHALT OVERLAY

THREE SIMPLY SUPPORTED SPANS OF PRECAST PRESTRESSED CONCRETE

36 384 OUT TO OUT OF ABUTMENT PRECAST BACKWALL PANELS

PRECAST PRESTRESSED CHANNEL GIRDER DETAILSG5.





PRECAST PANEL DETAILSP2.

PRECAST PANEL DETAILSP1.

RAILPOST DETAILS14.

RAILING DETAILS13.

RAILING LAYOUT AND DETAILS12.

BEARING AND ERECTION DETAILS11.

STEEL PILE CAP DETAILS10.

STEEL PILE CAP DETAILS9.

ASSEMBLY DETAILS8.

ASSEMBLY DETAILS7.

ASSEMBLY DETAILS6.

EROSION CONTROL DETAILS5.

SITE AND EROSION CONTROL DETAILS4.

BORING LOGS3.

GENERAL ELEVATION2.

COVER SHEET1.

Not to Scale

AND STATIONS ARE IN METRES (m) UNLESS SHOWN OTHERWISE.

ALL DIMENSIONS ARE IN MILLIMETRES (mm) AND ALL ELEVATIONS

DATE:

DATE:

CHECKED BY:

DRAWN BY:

SITE No.

SHEET No. 1

N

RELEASED FOR CONSTRUCTION BY :

LOCATION MAP

CONSTRUCTION

ISSUED FOR

WATER MANAGEMENT AND STRUCTURES

ENVIRONMENTAL APPROVALS

MANITOBA ENVIRONMENT ACT LICENCE

FISHERIES AND OCEANS CANADA - AUTHORIZATION OR REVIEW

TRANSPORT CANADA - NAVIGATION ACT

ENVIRONMENTAL REVIEW COMPLETED

DATE

EXECUTIVE DIRECTOR OF STRUCTURES

MANITOBA INFRASTRUCTURE

FILE # :

DATE :

FILE # :

DATE :

FILE # :

DATE :

FILE # :

DATE :

COMPLETED BY :

DATE :

MANITOBA INFRASTRUCTURE ENVIRONMENTAL APPROVAL

TP. -

RGE. -

DESIGN DATA

HYDRAULIC DESIGN DATA

DESIGN DISCHARGE

V3% = m/s

Q3% = Ë/sec

kNkNFACTORED BEARING RESISTANCE

kNkNMAXIMUM FACTORED LOAD

END PILE BENTS INTERMEDIATE PILE BENTS

20-13 ! low relaxation strands, fpu = 1 860 MPa

HSS Tubing for Bridge Rail shall confrom to CAN/CSA- G40.21-M92 Grade 350W2.

All Structural Steel shall conform to CAN/CSA G40.21-M92 Grade 300W1.

PRECAST PANELS - CAN/CSA-G30.18-M92 Grade 400W black (i.e no epoxy coating)2.

PRECAST PRESTRESSED CONCRETE CHANNEL GIRDERS - CAN/CSA-G30.18-M92 Grade 400W black (i.e no epoxy coating)1.

PRECAST PANELS - f'c = 35 MPa2.

f'ci = 35 MPa at 28 days

f'c = 45 MPa at time of destressingPRECAST PRESTRESSED CONCRETE CHANNEL GIRDERS -1.

CSA A23.1, Exposure Class C-1 Air content category 1

AASHTO LRFD "HL-93" Loading2.

Modified AASHTO HSS-25 Truck1.

AASHTO LRFD Bridge Design Specifications, First Edition, 1994 plus 1996/97 Interims

PILE LOADING

PRESTRESSING STRAND

STRUCTURAL STEEL

REINFORCING STEEL

STRUCTURAL CONCRETE

VEHICULAR LIVE LOADING

SPECIFICATIONS

Roadway

of

|

4 800 4 800

8 girders @ 1 200 = 9 600

9 600

or as shown

2

GENERAL ELEVATION

134

38

Asphalt overlay

SU.1 SU.2

Scale 1:50

SU.3

1 : 100

SU.4

2 500 1 560

680

= 4 200

2 Spaces

@ 2 10

01 050

1 050

680

= 4 200

2 Spaces

@ 2 10

0

= 4 200

3 Spaces

@ 1 400

700

700

Piles

of

|

= 4 200

3 Spaces

@ 1 400

Batter

1 : 8

Piles

of

|Batter

1 : 8

= 4 200

3 Spaces

@ 1 400

700

700

= 4 200

3 Spaces

@ 1 400

2 5001 560

Piles

of

|

2 500 1 560 11 880 6 008 6 008 11 880 2 5001 560

= 4 200

2 Spaces

@ 2 10

0

= 4 200

2 Spaces

@ 2 10

01 050

1 050

2% or m

ore

2% or more

6 500

6 500

36 384 out to out of precast backwall panels

250 x 85

Steel H-Piles

Ste

el

H-Piles 310 x 110

Ste

el

H-Piles 310 x 110

Ste

el

H-Piles 310 x 110

Ste

el

H-Piles 310 x 110

250 x 85

Steel H-Piles

250 x 85

Steel H-Piles

2% or m

ore

1%1%

1%1%

of ste

el cap channel

Dim

ensio

ns alo

ng |

of ste

el cap channel

Dim

ensio

ns alo

ng |

2% or more

concrete channel girders

650 deep precast prestressed

250 x 85

Steel H-Piles

PLAN

CROSS SECTION

ELEVATION

Batter

1 : 8

Piles

of

|

Elev. m

Pile cut-off

see ELEVATION view

Final pavement Elev. varies

FLO

W

Batter

1 : 8

900

900

2%2%

located on Sheet 4 (typ.)

see "ABUTMENT DRAINAGE END TREATMENT"

CSP to meet side slopes

@ | of roadway

Elev. m

Final proposed pavement

m long

HP 250 x 85,

Steel piles

m long

HP 310 x 110,

Steel piles

m long

HP 310 x 110,

Steel piles

m long

HP 310 x 110,

Steel piles

m long

HP 310 x 110,

Steel piles

m long

HP 250 x 85,

Steel piles

Elev. m

Pile cut-off

Elev. m

Pile cut-off

Elev. m

Pile cut-off

@ | of roadway

Elev. m


@ | of roadway

Elev. m


@ | of roadway

Elev. m


@ | of roadway

Elev. m


HERE

ELECTRONIC SEAL

PLACE ENGINEERS

3:1 3:1

Sta.

Bridge

of

|

P.R.

No.

Road

way

of

|

1.6

mm thick c/

w filter sock (grade as sho

wn)

200 ! Invert

perforate

d CSP, galvanized

Elev. m

| of roadway

Proposed groundline along

NORTH or WEST SOUTH or EAST

Precast panel Asphalt overlay

Granular backfill

1 : 1

1 000

max.

Max.

200

200

Precast panel

c/w filter sock

perforated CSP,

200 ! Invert

Steel pile

Scale 1:30

Typical at Su.1

600

A A

SECTION A-A

BY:

RELEASED FOR CONSTRUCTION

REVISIONS

BYDATE

DESIGN

DETAILS

SHEET No.

SITE No.

SCALE:

BY:

CHECKED:

BY:

CHECKED:

DATE

DESCRIPTION

RECORD SEALDESIGN SEAL

Water Management and Structures

Infrastructure


3. Steel pile tip to be PRUYN "Hard-Bite" or equivalent.

a mass not exceeding 120 kg unless otherwise approved.

wingwalls shall be limited to light vibratory equipment with

2. Compaction equipment used within 2 m of ballast walls and

compacted in lifts not exceeding 200 mm.

Specification 1002 M. The granular backfill shall be placed and

material supplied and placed in accordance with Bridge

1. Backfill behind ballast wall and wingwall panels shall be granular

re: Backfill Behind Abutment Ballast Walls

NOTES :

1010

45° 45°

NOTES :

Not to Scale

HP Steel pile

DETAIL OF STEEL HP PILE TIP

HP Steel pile tip

*E48018 equivalent metric electrode

3. The minimum root pass shall be 6 mm.

2. Low hydrogen *E70 series electrodes shall be used.

1. Edges of HP Steel pile tip to be ground on 45° bevel for 10 mm.

45°

See Note 3

GTSM

Not To Scale

45°

GTSM

See Note 3 See Note 3

NOTES:

*E48018 equivalent metric electrode

5. Before undertaking the back welds, the weld preparation shall be carried out with a carbon Arc-Air gouger.

4. Weld both flanges and web as shown. The inside bevelling and welds to be completed first.

and 14 mm bevel for HP 310 piles.

3. Preparation for welding requires 13 mm bevel for HP 250 piles

2. The minimum root pass shall be 6 mm.

1. Low hydrogen *E70 series electrodes shall be used.

re: Welding

DETAIL OF STEEL HP PILE SPLICE

BORING LOGS

or as shown

3

Showing Bore Hole locations

1 : 300

SU.1 SU.2 SU.4SU.3

NORTH OR WEST SOUTH OR EAST

Sta. __+__.___

Bridge

of

|

P.R.

No. ___

Road

way

of

|

PLAN

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

BY:


REVISIONS

BYDATE

DESIGN

DETAILS

SHEET No.

SITE No.

SCALE:

BY:

CHECKED:

BY:

CHECKED:

DATE

DESCRIPTION



Infrastructure


5. Elevations on boring logs are at a vertical scale of 1:100.

4. All bore hole locations shown in plan view are approximate.

All dimensions are in millimeters.

3. All stations, elevations, offsets and depths as shown are in meters.

M.C. - Moisture Content

USC - Unified Soil Classification

SPT (N) - Number of blows per 300 mm - Standard Penetration Test

Qu - Laboratory unconfined compressive strength in kPa

2. The following abbreviations apply to bore hole information:

Management and Structures Branch located at 6th floor, 215 Garry Street, Winnipeg.

the site. Contractors may peruse all available soil information in the Water

information may not be representative of the soil conditions throughout

1. The Department provides log boring information shown on the Plans. This

NOTES - re: Boring Logs

BY:


REVISIONS

BYDATE

DESIGN

DETAILS

SHEET No.

SITE No.

SCALE:

BY:

CHECKED:

BY:

CHECKED:

DATE

DESCRIPTION



Infrastructure


galvanized, 1.6 mm thick

200 ! non perforated CSP

500 mm each side of pipe)

Rip rap (to extend

Not to Scale

END TREATMENT

2% min.

2% min.

300

150

150

500

Geotextile

Geotextile

EDGE TREATMENT

OVERLAPPING DETAILS

FLOW

RIP RAP DETAILS

300

600

45°

Not To Scale

Class rip rap

thick

Existing pile bents to be removed by Bridge Contractor.

NOTE:

1 : 500

SITE AND EROSION CONTROL DETAILS

or as shown

4

SU.1 SU.3 SU.4

Piles

of

|

Piles

of

|

ELEVATION

Piles

of

|

Scale 1:100

SU.2

Piles

of

|

Piles

of

|

Sta. __+__.___

Bridge

of

|

Piles

of

|

Piles

of

|

Piles

of

|

Piles

of

|

1%1%

1%1%

of rip rap

Approx. limits

P.R.

No. ___

Road

way

of

|

PLANExisting detour not shown for clarity

3:1 3:1

Elev. ___.___ m

of channel

Proposed bottom

level = ___.___ m

summer high water

Average annual

Rip rap

Sta. __+__.___

Bridge

of

|

Elev. ___.___ m

Sta. __+__.___ m

Elev. ___.___ m

Sta. __+__.___ m

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

SOUTH OR EAST NORTH OR WEST

SOUTH OR EAST NORTH OR WEST

6 500

6 500

1.6

mm thick c/

w filter sock (grade as sho

wn)

200 ! Invert

perforate

d CSP, galvanized

BY:


REVISIONS

BYDATE

DESIGN

DETAILS

SHEET No.

SITE No.

SCALE:

BY:

CHECKED:

BY:

CHECKED:

DATE

DESCRIPTION



Infrastructure


Direction of Flow

1 200 max. spacing

2 500 max. spacing

1 000 (m

ax.)

upstream side of post

attached securely to

Filter fabric

required at this level

Silt removal

manufacturer)

(as recommended by

Filter fabric

Not to Scale

ISOMETRIC VIEW SECTION

SILT FENCE BARRIER

post 1 200 min.

Steel or wood

contours to maximize ponding efficiency.

1. Silt fence shall be placed on slope

NOTE :

wood post

Steel or

with impervious backfill

200 x 200 trench

Toe of slope

2 50

0 ma

x. spa

cing

600

min.

Runoff

200

1 500

Not to Scale

REINFORCED SILT BARRIER DETAIL

Steel post Geotextile

Geotextile

(FROZEN GROUND CONDITIONS)

SECTION

ISOMETRIC VIEW

so as to ensure imperviousness.

overlapping in horizontal and vertical direction

-minimum 3 courses high and 3 courses wide,

Sandbags (non- frozen)

so as to ensure imperviousness.

overlapping in horizontal and vertical direction

-minimum 3 courses high and 3 courses wide,

Sandbags (non- frozen)

max.

50

max. spacing 150 x 150

Wire mesh

(minimal 300 embedment)

Steel posts at max. spacing 1 200

Geotextile

Wire mesh

Wire ties

Wire ties

Sand Bags

Direction

of Flow

600

1 000 (m

ax.) Flow

300

min.

200

min.

at max. spacing 2 500

Install wood posts (50x100)

max. spacing 150

Wire mesh

Not to Scale

c/w attached posts

Silt fence

50

max.

50 x 100 Wood post side of post

securely to upstream

Geotextile attached

(clay)

with impervious backfill

300 x 300 trench

Geotextile

(NON- FROZEN CONDITIONS)

REINFORCED SILT BARRIER DETAIL

SECTION

backfill (clay)

compacted impervious

300 x 300 trench with

ISOMETRIC VIEW

Geotextile

(50 x 50)

Wire ties

Staples

Directio

n of Fl

ow

Flow

500

min.

(typ.)

Scale 1:40

End seams to be stapled

To be excavated

Erosion control

Not to Scale

Scale 1:10

VARIABL

E SL

OPE

Staples

Erosion control blanket

Variable Slope

vertically downslope

Blankets shall be installed

overlap

GRADE OR BACK SLOPE

ANCHORING AT TOP OF

(ditch area)

Groundline

slope with staples at 300 mm intervals

anchored at bottom of grade or back

Erosion control blanket to be

Scale As Shown

Erosion control blanket on grade and back slope

EROSION CONTROL BLANKET DETAIL

Scale 1:250

STAPLING DETAIL

prior to placing blanket.

3. Seed shall be placed

with the soil. DO NOT STRETCH.

staple to maintain direct contact

2. Lay blankets loosely and stake or

Blankets shall have good soil contact.

rocks, clods, sticks and grass.

1. Slope surface shall be free of

NOTES:

ISOMETRIC VIEWSECTION

Erosion control blanket

(See Stapling Detail)

@ 300 intervals

replaced & compacted

Edge of shoulder or prairie


Staples


Edge of shoulder or prairie

Erosion control blankets

StapleSlope

1 000 (typ.)

1 000500 (typ.)

150

150

150

1 000

500

500

1 000

150 min.

500

150

150

EROSION CONTROL DETAILS

5As shown

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

BY:


REVISIONS

BYDATE

DESIGN

DETAILS

SHEET No.

SITE No.

SCALE:

BY:

CHECKED:

BY:

CHECKED:

DATE

DESCRIPTION



Infrastructure


5mm from | of roadway.

5. The Contractor shall ensure that the upper ballast walls are placed with the edge

4. Back faces of the upper and lower ballast walls shall be aligned in the same vertical plane.

are marked on the panels by the Panel Fabricator.

Should rebar be encountered, abandon hole, patch and drill in new location. Rebar locations

3. The Contractor shall field drill 22 ! holes in the precast panels for threaded rods Mk. "TR3".

2. For "BILL OF MISCELLANEOUS METAL" see Sheet No. .

1. For Section "B-B" and DETAIL "B" see Sheet No. .

NOTES:

or as shown

ASSEMBLY DETAILS

1 : 30

DETAIL "A"

Mk. "N4"

Precast panel

Mk. "N4a"

Precast panel

Mk. "N1"

Precast panel

Mk. "N1a"

Precast panel

12 000 long

P.P.C.C. girder

Mk. "TR1"

Threaded rod

nut and plate washer Mk. "A1"

Threaded rod Mk. "TR2" c/w

DETAIL "B"

134

4 8004 800

Out to out of girders = 9 600

Asphalt overlay

38

38

A

Bridge railing not shown for clarity


Mk. "N1"

Precast panel

Mk. "TR2"

Threaded rod

A

Mk. "N4"

Precast panelMk. "N4a"

Precast panel

Mk. "N1a"

Precast panel

Scale 1:10

or "S5", as required

Filler plates Mk. "S4"

Plate Mk. "S3"

Filler plate Mk. "S4"

Threaded rod Mk. "TR3"

precast panel

Rear face of

Mk. "N2"

Precast panel

Min.

50

B

B

Scale 1:10

Plate Mk. "S3"

as required

or Filler plate Mk. "S5"


Min.

50


Mk. "N4" or N4a"

Precast panelRoadway

of

|

Roadway

of

|

Mk. "N2"

Precast panel

Intermediate bent

of

|

Mk. "TR1"

Threaded rods 16 Flexcell

Mk. "N3"

Precast panel

4 girders @ 1 200 = 4 800 4 girders @ 1 200 = 4 800

Out to out of girders = 9 600

134

38

Asphalt and bridge railing not shown for clarity

Showing abutment SU.1 and pile bent SU.2

Mk. "N3"

Precast panel

Mk. "P1"

Steel plate

Mk. "N1"

Precast panel

Mk. "N2"

Precast panel

12 000 long

P.P.C.C. girder

Mk. "TR1"

Threaded rod

Mk. "N3"

Precast panel

Plate

Mk. "S3"

of

|

Plate Mk. "S3" (typ.)

Mk. "N1a"

Precast panel

Roadway

of

|

5 8055 805

spaced @ 300±

Anchors for elastomeric sheet

spaced @ 300±


spaced @ 300±


spaced @ 300±


Mk. "P1a"

Steel plate

Mk. "P3"

Steel channel

Mk. "P1"

Steel plate

Mk. "P3"

Steel channel

Mk. "P1a"

Steel plate

Bridge railing and intermediate pile bent cross bracing not shown for clarity

Mk. "P1a"

Steel plateMk. "P1"

Steel plate

SECTION A-A DETAIL "A"

CROSS SECTION AT INTERMEDIATE PILE BENT

PART PLAN

FRONT VIEW AT ABUTMENT

REAR VIEW AT ABUTMENT

Mk. "TR3" (typ.)

Threaded rod

Threaded rod "TR3" (typ.)

Mk. "A1" (typ.)

Washer

Angle Mk. "S1" (typ.) Angle Mk. "S1" (typ.)

"R36" (typ.)

A325 bolt assembly

"R36" (typ.)

A325 bolt assembly

6

elastomeric sheet

3 thick x 300 wide

elastomeric sheet (typ.)

3 thick x 300 wide

elastomeric sheet

3 thick x 300 wide

elastomeric sheet

3 thick x 300 wide

elastomeric sheet as required

3 thick x 300 wide

elastomeric sheet

3 thick x 300 wide

1

8

Edge screed Asphalt overlay Edge screed

1

8

12 000 long

P.P.C.C. girder,

Roadway

of

|

or "P4a"Mk. "P4"

Steel channel

FLOW

FLOW

Mk. "P2"

Steel plate

Mk. "P2"

Steel plate

Mk. "P2a"

Steel plate

Mk. "P2a"

Steel plate

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

10

(typ.)

650

Mk. "N1" or "N1a"

Precast panel

12 000 long

PP.C.C. girder,

Mk. "N4" or "N4a"

Precast panel

Angle Mk. "S1"

1 12

5

Plate

Mk. "S3"

of

|

Scale 1:10

precast panels

10 between 150

Mk. "N1"

Precast panel

Mk. "N4"

Precast panel

Washers Mk. "A2"

Mk. "N2"

Precast panel

Scale 1:10

or as shown

ASSEMBLY DETAILS

1 : 30

Precast panel

Washer Mk. "A2"

Bolt Mk. "R34"

Bracket Mk. "S2"

Scale 1:10

Angle Mk. "S1"

Mk. "TR3"

Threaded rods

Mk. "TR2"

Threaded rod

Mk. "N1" or "N1a"

Precast panel

Washer Mk. "A1"

26 thick flexcell

Asphalt overlay

13

13 mastic

Mk. "TR1"

Threaded rod

25

Scale 1:2

Asphalt overlay

12 000 long

PPCC girder,

and bolting complete

Grout after erection

12 000 long

PPCC girder,

this side

Torque from

lock washers

One pair Nord-Lock

as required

Shims Mk. "SH1" or "SH2"

Elastomeric bearing

Asphalt overlay

16 flexcell

13 mastic

Mk. "TR1"

Threaded rod

Grout

25

Elastomeric bearing

12 000 long

P.P.C.C girders

Mk. "N2" or "N3"

Precast panel

Bracket Mk. "S2"

Mk. "N2" or "N3"

Precast panel

Grout

spaced @ 300±

elastomeric sheet

Anchors for

spaced @ 300±

elastomeric sheet

Anchors for

spaced @ 300±



with grout after erection

Dowel holes to be filled

Mk. "P1" or "P1a"

Steel plate

Mk. "P3"

Steel channel

after erection

to be filled with grout

Unused dowel holeswith grout after erection

Dowel holes to be filled

perforated CSP

200 ! invert

DETAIL "B"

SECTION B-B

DETAILS AT INTERMEDIATE BENT

SECTION AT ABUTMENT

PART SIDE ELEVATION

DETAIL OF LATERAL CONNECTION ANGLE

Steel plate

holes in channel

field drill 18 !

Bolts Mk. "R36"

DETAIL "C"

DETAIL "C"

DETAIL "C"

25

12

20

Joint

of

|

3 wide saw cut

Top of ashpalt

Scale 1 : 1

hot poured joint sealant (typ.)

Rout and seal with approved

Mk. "R30" (typ.)

A325 bolt assembly

Mk. "R35" (typ.)

A325 bolt assembly

Mk. "R30" (typ.)

A325 bolt assembly

Mk. "R35" (typ.)

A325 bolt assembly

Mk. "R32" (typ.)

A325 bolt assembly

Mk. "TR3" (typ.)

Threaded rod

(two bolts for each connection)

A325 bolt assembly Mk. "R1"

Mk. "R36"

A325 bolt assembly

Mk. "R36"

A325 bolt assemblyMk. "R34"

A325 bolt

For location of SECTIONS "B-B" & "DETAIL B" see Sheet No. 6.

NOTE:

7

joint sealant (structural)

Impregnated expanding

26 x 60



16 x 60

joint sealant (non-structural)


13 x 40

elastomeric sheet

3 thick x 300 wide

elastomeric sheet

3 thick x 300 wide

elastomeric sheet

3 thick x 300 wide

Plain elastomeric pad

10 x 100

elastomeric sheet (typ.)

3 thick x 300 wide

additional sheets to fit if required.

Additional sheets to be placed as required. Field cut

Sheets to be bonded to pile or panel with approved adhesive.

(field cut length of sheet required for ballast wall piles).

to be installed on all wingwall and ballast wall piles

A minimum of 1 - 3 thick x 300 wide elastomeric sheet

NOTE:

panels Mk. "N1" & "N1a"

continuous under precast

masonry pad

3 x 150 wide elastomeric

Structural flat washer

washer Mk. "W1"

Structural flat

Mk. "P4" or "P4a"

Steel channel

Mk. "P2" or "P2a"

Steel plate

CROSS SECTION

Scale 1:10

ELEVATION

Plate Mk. "S3" (typ.)

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

25 (typ.)

BY:


REVISIONS

BYDATE

DESIGN

DETAILS

SHEET No.

SITE No.

SCALE:

BY:

CHECKED:

BY:

CHECKED:

DATE

DESCRIPTION



Infrastructure


4. Impregnated expanding joint sealant shall be installed as per manufacturer's recommendations.

3. Apply galvalloy to all field welds & areas where galvanizing has been damaged.

2. When grouting dowel holes in girders, ensure that there is no grout between bottom of girder and bearing plate.

f) Fill counter bored holes with mastic filler after tightening bolts.

lubricated prior to bolting.

e) High strength bolts shall be tightened by the turn-of-nut method as per Bridge Specifications. Ensure nuts are

- Threaded rod Mk. "TR1" - one standard flat washer and structural lock washer and two hex. nuts.

d) GIRDER TO STEEL CAP

plate Mk. "S5" if required.

- Threaded rod Mk. "TR3" - two Filler plates Mk. "S4", one structural lock washer, two standard flat washers and two hex. nuts, Filler

- Threaded rod Mk. "TR2" - One standard flat washer, one structural lock washer, structural plate washer Mk. "A1" and one stainless steel hex. nut.

- Bolts Mk. "R34" - One F436 hardened washer and one structural plate washer Mk. "A2", no nuts.

- Bolts Mk. "R36" - Two F436 hardened washers and one Grade DH heavy hex. nut.

c) PRECAST PANELS

- Bolts Mk. "R35" - Two F436 hardened washers and one Grade DH heavy hex. nut.

- Bolts Mk. "R32" - One hardened bevel washer and one Grade DH heavy

- Bolts Mk. "R30" - One F436 hardened washer, one hardened bevel washer and one Grade DH heavy hex. nut.

b) STEEL CAP

one pair Nord-Lock washers and one Grade DH heavy hex. nut.

- Bolts Mk. "R1" - c/w one F436 hardened washer, one structural plate washer Mk."W1",

a) GIRDER LATERAL CONNECTION

1. RE: BOLTING

NOTES:

BY:


REVISIONS

BYDATE

DESIGN

DETAILS

SHEET No.

SITE No.

SCALE:

BY:

CHECKED:

BY:

CHECKED:

DATE

DESCRIPTION



Infrastructure


NOTE: Re; CROSS BRACING AND ICE BREAKER COMPONENTS

is such as to interfere with these components, the Contractor shall adjust as directed by Engineer.

however if the river water level/ice level at the time of installation of bracing

All cross bracing and ice breaker components shown shall be installed as per details,

or as shown

ASSEMBLY DETAILS

8

ICE BREAKER ASSEMBLY DETAILS

SECTION A-A SECTION B-B SECTION C-C

Pileof

|

Mk. "IP1"

Plates

typ.10

45°

typ.6

Pileof

|

HP 310 x 110

Steel pile

typ.10

45°

Mk. "IP2"

Plates

1

8

Steel ChannelSteel Plate

see "GENERAL ELEVATION"

Steel H-Piles 310 x 100

1 : 20

Channel

of

|

Roadway

of

|

groundline

Proposed

A

100

A

Plate "IP1"

350

B

B

Mk. "IP2"

Plate

Mk. "CB2"

Cross braces

Mk. "CB2"

Cross braces

C

C

1

8

typ.

300

typ.

500

Mk. "CB1"

Cross braces

Channel

of|

Channel

of|

Channel

of|

Channel

of|

INTERMEDIATE PILE BENTS SU.2 & SU.3

Bridge superstructure not shown for clarity

Showing cross bracing and ice breakers at intermediate pile bents SU.2 & SU.3

Piles

of

|

Steel Channels

Steel Plate

Mk. "CB1"

Cross braces

Mk. "CB2"

Cross braces

see "GENERAL ELEVATION"

Steel H-Piles 310 x 100

CROSS SECTION END VIEW

typ.6

Pileof

|

HP 310 x 110

Steel pile

HP 310 x 110

Steel pile

PART SECTION

Steel plate and channel not shown for clariY

Showing SU.2 and SU.3 ice breaker

Scale 1:20 Scale 1:10 Scale 1:10 Scale 1:10

both faces)

drilled (typ. for

24 ! holes, field

groundline

Proposed

FLOW

Mk. "IP1"

Plate

Mk. "IP2"

Plate

Mk. "IP2"

Plate

Mk. "IP2"

Plate

Typical for all cross bracing

CROSS BRACE DETAILS.

flanges as shown in

with outer piles. Chamfer

to be field cut flush

Cross brace channels

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

groundline

Proposed

Mk. "IP2"

Plate

Mk. "IP2"

Plate

Mk. "IP1"

Plate

fitted stiffeners

100 x 13

fitted stiffeners

100 x 13

all four corner (typ.)10 mm return 8

8

Varies - Depends on site groundlin

e

Varie

s - Depends on site gro

undline

Plate "IP2"

Varie

s - Site specific

Plate "IP2"

Varie

s - Site specific

Plate "IP2"

varie

s - Site specific

Varie

s - Depends on site gro

undline

400

SHOULD

BE C

HANGED

TO YOUR

SPECIFI

C SIT

E

ICE B

REAKE

R &

CROSS

BRACING

DIMENS

IONS

Varie

s

Varie

s

Mk. "IU1"

Angle

Mk. "IU1"

Ice breaker unit

Mk. "IU1"

Ice breaker unit

Mk. "IU1"

Ice breaker unit

PLAN

1 200

25 ! erection hole

275

1 200

25 ! erection hole

100100

10 ! Nelson studs

18 ! holes9 Spaces @ 600 = 5 400

5 800

380

105

398

550

18 ! hole (Typ.)

CROSS SECTION

Scale 1:10

PL 32 x 550

398 105

380

PLAN

100100100100

19 ! hole, top flange only (Typ.)

FOR ABUTMENTS

ELEVATION

75 Typ.75

75

75

152

CROSS SECTION

45

45

C310 x 45

400 800 400 800 400 800 400 400

FOR INTERMEDIATE PILE BENTS

PLAN

1 200

25 ! erection hole

1 200

25 ! erection hole

10 ! Nelson studs

18 ! holes

5 400

199

199

500

18 ! hole (Typ.)

CROSS SECTION

250 250

250

250

215 215

199 199

PL 32 x 500

PLAN

19 ! hole, top flange only (Typ.)

45

11 400

ELEVATION

5 400 6 000

75 Typ.75

75

75

152

ELEVATION

7575 (Typ.)

1

8

7575 (Typ

.)

1

8

Scale 1:10

CROSS SECTION

45

Scale 1:5

100100

400 800 400 800 400 800 400 400

100100100100

C310 x 45

Scale 1 : 20

or as shown

Scale 1:5

STEEL PILE CAP DETAILS

9 Spaces @ 600 = 5 400 9 Spaces @ 600 = 5 400

5 800 5 800

11 600

2 100 2 100 1 050 1 050 2 100 2 100

STEEL CHANNEL MK "P3"

STEEL PLATE MK "P1" & "P1a"

STEEL CHANNEL MK "P4" & "P4a"

STEEL PLATE MK "P2"

9

Roadway

of

|

10 ! x 19 long (Typ.)

no thread stud

Nelson Type NBL10 ! x 19 long (Typ.)

no thread studs

Nelson Type NBL

Roadway

of

|

Pile

of

|

Pile

of

|

Pile

of

|

Pile

of

|

Pile

of

|Pile

of

|

Pileof

|

Channel

of

|

Pile

of

|

drilled (Typ.)

24 ! holes, field

Roadway

of

|

10 ! x 19 long (Typ.)

no thread stud

Nelson Type NBL

C'bore 45 !, 12 deep (Typ.)

18 ! hole10 ! x 19 long (Typ.)

no thread stud

Nelson Type NBL

Pile

of

|

Pile

of

|

Pile

of

|

Pile

of

|

drilled (Typ.)

24 ! holes, field

Channel

of

|

Roadway

of

|

Pile

of

|

Pile

of

|

PLAN

1 200

25 ! erection hole

1 200

25 ! erection hole

10 ! Nelson studs

18 ! holes

6 000

199

199

500

18 ! hole (Typ.)

250

250

PL 32 x 500

100100

400800400800400800400400

STEEL PLATE MK "P2a"

10 ! x 19 long (Typ.)

no thread studs

Nelson Type NBL

CROSS SECTION

250250

215215

199199

Scale 1:5

10 ! x 19 long (Typ.)

no thread stud

Nelson Type NBL

Pile

of

|

1 400 1 400 1 400 700 700 1 400 1 400 1 400 900

Channel Mk. "P4" as shown, Channel "P4a" opposite hand

Plate Mk. "P1" as shown, Plate Mk. "P1a" opposite hand

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

600 800 400 800 400 800 400 800

9 Spaces @ 100 = 900400800400800400800400800

800 400 800 400 800 400 800 400 9 Spaces @ 100 = 900600 800 400 800 400 800 400 800

BY:


REVISIONS

BYDATE

DESIGN

DETAILS

SHEET No.

SITE No.

SCALE:

BY:

CHECKED:

BY:

CHECKED:

DATE

DESCRIPTION



Infrastructure


BY:


REVISIONS

BYDATE

DESIGN

DETAILS

SHEET No.

SITE No.

SCALE:

BY:

CHECKED:

BY:

CHECKED:

DATE

DESCRIPTION



Infrastructure


1 : 5

or as shown

18 ! holes

FRONT VIEW

13060

250

75

Angle 152 x 152 x 13

END VIEW

100

100

300

A

18 ! holes

75

285

60

PL 13 x 285 x 300

PL 13 x 110 x 250

25

25

250

13

FRONT VIEW END VIEW

250

110

35 10

PL 13 x 285 x 300

PL 13 x 110 x 250

A

SECTION A-A

6

6

FRONT VIEW END VIEW

227

25 ! holes

22 x 40 slotted holes

20050

300

80

6

132

15

15

21

20050

300

22 ! holes

50

100

Plate, 10 thick

75

150

75

150

14 ! holes Plate, 10 thick 22 ! holes

45

90

45

90

90 45

180

80

27

26 ! slots

5 mm thick for "SH2"

Plate - 2.5 mm thick for "SH1"

40

PL 13 x 285 x 300

PL 13 x 110 x 250

STEEL PILE CAP DETAILS

PLATE Mk. "S3"

SHIM PLATES Mk. "SH1" & "SH2"

BRACKET Mk. "S2"

WASHER Mk. "A2"WASHER Mk. "A1"FILLER PLATES Mk. "S4" & "S5"

ANGLE Mk. "S1"

10

FRONT VIEW END VIEW

1 : 10

END VIEW

1 : 10

CROSS BRACES Mk. "CB1" & CB2"

PLAN

DETAIL "A"DETAIL "A"

C200 x 21

1 : 10

ELEVATION

Mk. "CB1"

Mk. "CB2"1 : 10

DETAIL "A"

40

40

1 : 5

Showing field cut

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

Angle 203 x 203 x 13

6

100 x 13 fitted stiffeners

130

60

50 50

100

13

Varies - Depends on site groundline Varies - Depends on site groundline

Varies - Depends on site groundline



SHOULD

BE C

HANGED

TO YOUR

SPECIFI

C SIT

E

ICE B

REAKE

R &

CROSS

BRACING

DIMENS

IONS

Mk. "S5" - 3 thick plate

Mk. "S4" - 6 thick plate

ICE BREAKER UNIT Mk. "IU1"

BEARING AND ERECTION DETAILS

or as shown

Girder

of

|

Road

way

of

|

Bearings

of

|

SU.1

A A

A A

SU.2

Hex. nut

Grout

80

Hex. nut

13 thick mastic filler

Grout

hole in girder

50 ! precast

300

600

150

36

36

30

5 (typ.)

SU.3

B B

Bearings

of

|

Bearings

of

|

Bearing

of

|

Bearing

of

|

13 thick mastic filler

26 flexcell

100

8 8

100

11 800

108 108

5 9005 900

Bearings

of

|

Bearings

of

|

108 108

Bearings

of

|

11 800

1 200

1 200

1 200

600600

1 200

1 200

1 200

Girder

of

|

Girder

of

|

Girder

of

|

Girder

of

|

Girder

of

|

Girder

of

|

Girder

of

|

BB

SU.4

1 : 100

girder & steel plate

No grout between

PLAN

SECTION "B-B"SECTION "A-A"

Hex. nut

End of girder End of girder

Hex. nut

bearings (typ.)

Elastomeric

11

Scale 1:5

Threaded rods at SU.1 & SU.4. See sheet No. 6 for layout.



26 x 60



16 x 60

16 flexcell

Grout

structural lock washer

Standard flat washer &

structural lock washer

Standard flat washer &

Bearing

Elastomeric

Bearing

Elastomeric

Scale 1:5

Threaded rods at SU.2 & SU.3. See Sheet No. 6 for layout.

Bearing

Elastomeric

Girder

of

|

Bearing

of

|

moulded into pad).

(2 - 3mm thick steel plates

30 mm thick elastomeric pad

plates moulded into pad

2 - 3mm thick steel

Scale 1:2

PLANScale 1:10

PART CROSS SECTION

ELASTOMERIC BEARINGS

Bearing

of

|

Pile

of

|

28

Bridge

of

|

Pile Bent

of

|

Pile Bent

of

|

Pile Bent

of

|

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

SOUTH or EASTNORTH or WEST

75

Threaded rod Mk."TR1"

Threaded rod Mk."TR1"

Steel plate Steel plate

- All surcharge loads encroaching in this zone must be distributed over an area not less than 2.0 Ê.

- Perform all precautionary measures outlined by the Department as a result of that submission.

weights and locations of equipment including expected tipping forces on crane outriggers, etc.

- Submit a girder erection procedure for approval outlining type, configuration,

must be satisfied:

3. Should the Contractor propose to encroach on this zone, the following requirements

the depth of backfill to the bottom of the panels at the time of girder erection.

surcharge loads behind the back face of the precast panels within a distance equal to

2. Where possible, girder erection equipment shall be positioned such that there are no

minimized near the precast concrete ballast walls and wingwalls.

1. Surcharge loading on the backfill resulting from girder erection operations shall be

Re: Girder Erection Operations Behind Abutment Ballast Walls

NOTES:

BY:


REVISIONS

BYDATE

DESIGN

DETAILS

SHEET No.

SITE No.

SCALE:

BY:

CHECKED:

BY:

CHECKED:

DATE

DESCRIPTION



Infrastructure


21 dia. hole in steel plate to match girders.

of holes in precast girders and grouted. Field drill

Threaded rods Mk."TR1", set exactly on centreline

NOTE :

RAILING LAYOUT AND DETAILS

B.A.N.

1 : 10K.P.

or as shown

SECTION B-B

ELEVATION

A

A

SECTION A-A

TYPICAL SECTION

B

ELEVATION C-C DETAIL "A"

TYPICAL OF CONTINOUS RAILS

Scale 1:5

RAIL END CONNECTION

Railpost

of

|

C

Not to Scale

TYPICAL AT PILE BENT

Railpost

of

|

Railpost

of

|

C

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

Scale 1:5

Showing dege screed installation detailShowing edge screed installation detail

RAILING LAYOUT

RAILPOST ERECTION DETAILS

APPROACH RAIL CONNECTION DETAILS

RAILING ERECTION DETAILS12

B

BY:


REVISIONS

BYDATE

DESIGN

DETAILS

SHEET No.

SITE No.

SCALE:

BY:

CHECKED:

BY:

CHECKED:

DATE

DESCRIPTION



Infrastructure


a maximum of 12 mm with shims Mk. "RS3" & "RS4".

2. High strength bolted connection may be shimmed to

For quantities see Bill of Miscellaneous Metal on Girder sheet.

These bolts to be supplied by the Girder Fabricator.

tightened by turn-of-nut method as per Specification 1061.

1. High strength bolts Mk. "R27" & "R28" shall be

NOTES:

2. This sheet to be read in conjunction with Sheets & .

1. All railposts shall be Mk. "GP1" unless noted otherwise.

NOTES:

thrie beam

Approach guardrailing

B

terminal connector

Thrie beam

& lock washer

c/w flat washer

Bolts Mk. "C7"

Mk."CP1"

Connection plate

& lock washer

c/w flat washer

Bolts Mk. "C2"

A

& lock washer

c/w flat washer

Bolts Mk. "C4"

& lock washer

c/w flat washer

Bolts Mk. "C6"

& lock washer

c/w flat washer

Bolts Mk. "C3"

Railpost Mk. "GP2"

thrie beam


timber post


timber block

Approach guardrailing Mk. "CA1"

Connection angle

& lock washer

c/w flat washer

Bolt Mk. "C4"

& lock washer

c/w flat washer

Bolt Mk. "C5"

Railpost Mk. "GP2"

Mk."CP1"

Connection plate

& lock washer

c/w flat washer

Bolt Mk. "C7"terminal connector

Thrie beam

55Bolts Mk. "C1" (typ.)

Flat washers (typ.)

5

20°C

20 @

or "SB1"

Sleeve Mk. "ST1"

Flat washers (typ.)

Bolts Mk. "C1" (typ.)

as required

Shims Mk. "RS1" & "RS2"

(HSS 203 x 102 x 6.4)

Top Rail

Bolts Mk. "C1"

as required

Shims Mk. "RS3" & "RS4"

Bolt Mk. "C1"

(HSS 102 x 102 x 6.4)

Bottom Rail

DETAIL "A"

Bolt Mk. "R27"

Hardened washer

Washer Mk. "BB1"

Bolt Mk. "R28"

Washer Mk. "A"

C

as required (Max. 4)

Shims Mk. "RS5"

as required (Max. 4)

Shims Mk. "RS3"

Bolt Mk. "C6"

Edge screed retainer

L38 x 38 x 4.8

Edge screed

Edge screed retainer

or "GP2"

Railpost Mk. "GP1"

L38 x 38 x 4.8

Edge screed

& lock washer

c/w flat washer

Bolts Mk. "C6"

Flat washer (typ.)

Rail Bolts Mk. "C1" (typ.)55

Flat washers (typ.)

Rail Bolts Mk. "C1" (typ.) Rail

or "SB2"

Sleeve Mk. "ST2"

SU.1

GP2

END SPAN

B4 SB2

T2 ST2

B1

T1 ST1

SB1 B5

T3

SU.2

RAILS SLEEVES RAILPOSTS

GP1

2 2 2

GP2ST2 SB2T1

2

T2 B4

2 12 2

B1

2

RAILS SLEEVES

2 2 2

ST1 SB1T3 B5

2

INTERMEDIATE SPAN


GP1

2 2

ST2 SB2T1

4

B3

2 14

B1

2

T1

B1

ST2

SB2 B3

T1

B5

T3 ST1

SB1 B1

T1 ST2

SU.3

RAILS SLEEVES

2 2 2

ST1 SB1T3 B5

2

END SPAN


GP1

2 2 2

GP2ST2 SB2T1

2

T2 B4

2 12 2

B1

2

SB2 B4

T2

SU.4

BY:


REVISIONS

BYDATE

DESIGN

DETAILS

SHEET No.

SITE No.

SCALE:

BY:

CHECKED:

BY:

CHECKED:

DATE

DESCRIPTION



Infrastructure


typ.

21

45 45

slotted hole (typ.)

21 x 40

3 690

1 845

16040 160 40

40 160

typ.

21

891

slotted hole (typ.)

21 x 40

44

88

18Plate, 12 thick

receive 19 ! bolt

Tapped hole to

typ.

95

190

18

HSS 203 x 102 x 6.4

slotted hole (typ.)

21 x 40

103

50

80

6

45°

G

Plate 8 thick

R=18 (typ.)

6

45°

G

103

38

180

600

300

typ.

21

160 45 45 160

103

38

(typ.)

slotted hole

21 x 40

82

Plate 8 thick

R=18 (typ.)

6

45°

G

6

45°

G

82

1 516

916300

38

103

160 45 45 160

*

slotted hole (typ.)

21 x 40

**

typ.

21

160 45 45 160

(typ.)

slotted hole

21 x 80

5 540

1 8501 845

16040

45 45

40160

1 8501 850423

5 968

6 45 45

5(typ.)

Each side

see detail

End plate

45 45 45 45

typ.

21

slotted hole (typ.)

21 x 40

4016045 45

45 45

typ.

21

slotted hole (typ.)

21 x 40

6

1 850423

4 118

45 45

see detail

End plate

5(typ.)

Each side

30

150

44

88

18Plate, 12 thick

receive 19 ! bolt

Tapped hole to

typ.

44

88

18

600

300

typ.

21

160 45 45 160

(typ.)

slotted hole

21 x 40

1 516

916300

205 205

**

205 205

(typ.)

slotted hole

21 x 80

(typ.)

slotted hole

21 x 170

HSS 102 x 102 x 6.4

slotted hole (typ.)

21 x 40

45 45

typ.

21

slotted hole (typ.)

21 x 40

40160

891

40 160

typ.

21

slotted hole (typ.)

21 x 40

7 390

1 8501 8501 845

1604040

15

160 4045 45

typ.

21

slotted hole (typ.)

21 x 40

4. All dimensions are in millimeters (mm).

3. The width and height of the sleeves shall not exceed the dimensions shown.

2. The length of slotted holes shall not be less than shown.

1. It is imperative that all rail and sleeve holes in each pair of holes be opposite to each other.

NOTES:

B.A.N.

K.P.

or as shown

RAILING DETAILS

1 : 7.5

Mk. "T2"

Mk. "B4"

Rail

of

|

Mk. "ST2"TYPICAL CROSS SECTION

Mk. "SB2" TYPICAL CROSS SECTION

Rail

of

|

TYPICAL CROSS SECTION END PLATE

TYPICAL CROSS SECTION END PLATE

Mk. "B1"

Rail

of

|

Rail

of

|Mk. "B5"

Mk. "T1"

Mk. "T3"

Mk. "ST1"NOTE: * Approx. 300 mm

Mk. "SB1"NOTE: * Approx. 300 mm

Rail

of

|

Rail

of

|

Mk. "B3"

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

Scale 1:5

Typical for rails Mk. "T1", "T2", & "T3"

Scale 1:5

Typical for rails Mk. "B1", "B4" & "B5"

Scale 1:5

Typical for rails Mk. "B4"

Scale 1:5

Typical for rails Mk. "T2"

DETAILS OF TOP RAILS

DETAILS OF BOTTOM RAILS

DETAILS OF SLEEVES

13

Scale 1:5

Scale 1:5

103

50

103

50

103

50

Rail

of

|

BY:


REVISIONS

BYDATE

DESIGN

DETAILS

SHEET No.

SITE No.

SCALE:

BY:

CHECKED:

BY:

CHECKED:

DATE

DESCRIPTION



Infrastructure


20347

800

3290

130350

61

194

194

97

97

158

598

75

480

270

560

236

267

12

250

103

40

45

45

45

1212

B

5 - 24 ! holes

B

8 - 21 ! holes

Plate, 3 thick

B

5 - 24 ! holes

B

8 - 21 ! holes

Plate, 3 thick

30

150

30

slotted hole

16 x 21

Plates, 5 thick

3

95

50

130

309030

150

50

100

24 ! hole

Plate, 16 thick

50

61

194

194

550

Angle 102 x 102 x 9.5

(typ.)

24 ! holes

50

(typ.)

slotted holes

21 x 40

21 (t

yp.)

301

129

252

102

80

12

R=25

R=25

38

100

309030

150

22 ! slots

- 5 thick for "RS4"

Plate - 3 thick for "RS3"

28

190

309030

150

22 ! slots

- 5 thick for "RS2"

Plate - 3 thick for "RS1"

48

140

309030

150

24 ! slots

Plate, 3 thick

24 ! slots

Plate, 3 thick

200 long

Plate 8 x 138,

5typ.

7

30

60

30

60

Plate, 8 thick

21 ! hole78

Post, W150 x 30

15 ! hole (typ.)

200 long

Plate 8 x 138,

A A

270

200

350

50

4545

250

103

40

1 235

540

315

55

slotted holes

6 - 21 x 24

slotted hole

16 x 30

slotted holes

22 x 50

in both flanges

slotted holes

25 x 50

A

200 long

Plate 8 x 138,

Post, W150 x 30

A

270

200

4545

236

268

315

55

540

1 235

250

103

40

slotted holes

10 - 21 x 24

slotted hole

16 x 30

in both flanges

slotted holes

25 x 50

slotted holes

22 x 50

B.A.N.

1 : 5K.P.

or as shown

RAILPOST DETAILS

|

AA AA

Typical for railposts Mk. "GP1" & "GP2"

ELEVATION

SECTION B-B

Mk. "CP1" shown, Mk. "CP2" opposite hand.NOTE:

Mk. "CA1" shown, Mk. "CA2" opposite hand.NOTE:

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

RAILPOST MK. "GP1" RAILPOST MK. "GP2"

CONNECTION PLATES MK. "CP1" & "CP2"EDGE SCREED RETAINER

SECTION A-A WASHER MK. "A"

WASHER MK. "BB1"

SHIMS MK. "RS1" & "RS2"

SHIMS MK. "RS3" & "RS4"

SHIM MK. "RS5"CONNECTION ANGLES MK. "CA1" & "CA2"

Scale 1:2

14

PLAN

EXTERIOR ELEVATION

Exterior face

|

C. to c. of railpost anchor units Mk. "U1" & "U2"

6 000 6 000

12 000

AA1 200

1 800 1 800

3 6003 6003 600

PLAN

DETAIL "A"

6 000 6 000

12 000

1 800 1 800

3 6003 6003 600

A1 200

A

PLAN

ELEVATION

Girder

1 200

girder before destressing

Represents top surface of

|

line

Reference

line

Reference

1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000

6 0006 000

600 600

(end @ 45°)

1 200

camber curve

End of reverse

| Varies

0° to 45

°

ELEVATION

DETAIL "B"

600 600

(end @ 45°)

1 200

camber curve

End of reverse

camber on top surface after destressing

Showing variable depth of girder to eliminate

684

678

669

B

B

B

B

3 Spaces @ 1 850 = 5 550 3 Spaces @ 1 850 = 5 550

refer to this point

Dimensions shown on "PLAN"

800

1 100

206 206

1 200 1 200

600

300

Mk. "S7"

Girder end angle

Scale 1:15

Varies

530

530

150 150

Varies

5012

0

C

Railpost

of

|

C

45 45

125 125

Scale 1:15

Scale 1:5

ELEVATION SECTION C-C

45 45

Scale 1 : 40

or as shown

Scale 1:5

ELEVATION SECTION D-D

unit Mk. "U1"

Railpost anchor

unit Mk. "U1"

Railpost anchor

unit Mk. "U2"

Railpost anchor

9090

150150

concrete

Blockout in

120

90concrete

Blockout in

D

D

110

exaggerated reverse camber profile

Top of form showing

unit Mk. "U2"

Railpost anchor

662

657

650

653

651

651

653

657

662

669

678

684

85

315

60

Girder end angle Mk. "S7"

50 ! holes 50 ! holes

50 ! holes 50 ! holes

girder before destressing (level)

Represents bottom surface of

PRECAST PRESTRESSED CHANNEL GIRDER DETAILS

Ferrule loop insert

Ferrule loop insert

Scale 1:15

Typical at both ends of girders

C. to c. of lateral connections

C. to c. of lateral connections

Top surface of girder shall be screeded perpendicular to side formsNOTE:

Lateral connection

of

|

Vertical face

END VIEWSECTION B-BSECTION A-A

DETAIL "A"

DETAIL "B"

GIRDER CONCRETE DETAILS

INTERIOR GIRDER MK. "G2"

EXTERIOR GIRDER MK. "G1"

POINT "C" on curve because of various skew angles.

The end of girder will fall between POINT "A" andNOTE:

Mk. "S7"

Girder end angleMk. "S7"

Girder end angle

Mk. "S7"

Girder end angleMk. "S7"

Girder end angle

4 900 4 900

Girder

of

|

Girder

of

|

Girder

of

|

4 900 4 900

Mk. "LC1"

Lateral connection angle

Mk. "LC1"

Lateral connection angle

90°

Chamfer all edges

G1

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

225

225

100 100

225

225

100 100

50

50

50

50

650

50

50

30 30

25

3030

20 chamfer (typ.)

20 chamfer (typ.)

20 chamfer (typ.)

typ.

top edges only

6 mm radius

BY:


REVISIONS

BYDATE

DESIGN

DETAILS

SHEET No.

SITE No.

SCALE:

BY:

CHECKED:

BY:

CHECKED:

DATE

DESCRIPTION



Infrastructure


A B C D E F G H I H G F E D C B A



7. Approximate mass per girder = 12 000 kg

Cross section 2 mm ±

6. Girder dimensioning tolerances: Length 3 mm ±

Jacking force/strand, fpj = 128.5 kN/strand

Minimum ultimate strength, fpu = 1 860 MPa

5. Prestressing steel: 13 mm ! low relaxation strands

@ 28 days, f'c = 45 MPa

4. Concrete strength: @ transfer, f'ci = 35 MPa

3. Design distribution factor = 0.5 lanes/girder.

AASHTO LRFD "HL-93"

2. Design Vehicular Live Load: Modified AASHTO HSS-25

Specifications, First Edition, 1994 plus 1996/1997 interim's.

1. Design in accordance with AASHTO LRFD Bridge Design

:NOTES

ELEVATION

Scale 1 : 20

or as shown

END VIEW

20 - 13 ! Low Relaxation straight strands

See End View

3 500 debonded

See End View

3 500 debonded

req'd

As

3 500 each end

2 Debonded strands

75 50 7550

100

50

2@10

0

PART PLANScale 1:5

275

650

275

E

500

EEnd of girder

0.8 %

bottom of girder

Recessed area in

SECTION E-E


Typical at both ends of girders

surface and grout after installation).

pockets (cut off min. 25 mm below top

adequate lifting devices c/w 50 deep

for the design, supply and installation of

The girder fabricator shall be responsible

BEARING RECESS DETAILS

GIRDER STRAND LAYOUT

Bottom of girder

Low Relaxation straight strands

Typical layout of 20 - 13 !

G2

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

50

37

500

BY:


REVISIONS

BYDATE

DESIGN

DETAILS

SHEET No.

SITE No.

SCALE:

BY:

CHECKED:

BY:

CHECKED:

DATE

DESCRIPTION



Infrastructure


125125

4545

250 125125

A

809080

A B

B

60

110

60

Scale 1 : 5

or as shown

C

C

D

D

125125

4545

250

50

100

| |

9090 4545

9090

125125

50

50

125475475125

1 200

75

75

45°

50

45

40

5°

|

|

4545

150150

300

5050

125125

|

45°E

E


void behind nut

capped to create a 20 deep

insert metal or plastic tube,

Prior to concrete placement

void behind nut

capped to create a 20 deep

insert metal or plastic tube,

Prior to concrete placement

RAILPOST ANCHOR UNIT MK. "U1" RAILPOST ANCHOR UNIT MK. "U2"

GIRDER END ANGLE MK. "S7"

LATERAL CONNECTION ANGLE MK. "LC1"

headed stud anchor (typ.)

10 ! x 100

Plate 3 thickPlate 3 thick

Plate 3 thick

headed stud anchor

10 ! x 100

headed stud anchor

19 ! x 200

headed stud anchor

19 ! x 125

L89 x 64 x 9.5

L76 x 76 x 6.4

L76 x 76 x 6.4


19 ! x 200 long


19 ! x 125 long

slotted holes

24 x 50

Scale 1:2 Scale 1:2

3typ.

2

L152 x 152 x 13

24 ! holes

headed stud anchor

19 ! x 150

L152 x 152 x 13

Plate, 13 thick

21 ! holes

anchors, Type D2L (typ.)

Nelson deformed bar

anchor, Type D2L

Nelson deformed bar


19 ! x 150 long


10 ! x 100

24 ! hole

centered on

for 22 ! bolt,

Heavy hex nut

on 21 ! hole

19 ! bolt centered

Heavy hex nut for

21 ! hole (typ.)

19 ! bolt centered

Heavy hex nut for

24 ! hole (typ.)

22 ! bolt, centered

Heavy hex nut for

Plate, 13 thick Plate, 13 thick


10 ! x 100

L152 x 152 x 13

anchor, Type D2L

Nelson deformed bar

3 - 19 ! x 600 long

Nut

Weld

Seal

Nut

Weld

Seal

G3

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

3 3

PLAN

END VIEWSECTION E-E

ELEVATIONSIDE VIEW

PLAN VIEW

FRONT VIEW REAR VIEW FRONT VIEW REAR VIEW

SECTION A-A SECTION B-B SECTION C-C SECTION D-D

BY:


REVISIONS

BYDATE

DESIGN

DETAILS

SHEET No.

SITE No.

SCALE:

BY:

CHECKED:

BY:

CHECKED:

DATE

DESCRIPTION



Infrastructure


Scale 1 : 20

or as shown

B.A.N.

K.P.

HEREELECTRONIC SEALPLACE ENGINEERS


G4

B

B

175

175

5 spaces

@ 17

0 = 850

60 70

=320

2@160 30025040 spaces @ 250 = 10 000250300

=320

2@160

70 60

D D

300

A

A

1503 spaces @ 300 = 900150

150

225

400

A

A

300

=200

2@10

0200

SECTION B-B

SECTION A-A

DETAIL AT RAILPOST ANCHOR

100 cl. 100 cl.

35 cl.

850

50 cl. 50 cl.

850

100

35 cl. 35 cl.

Scale 1:10

unit Mk. "U1"

Railpost anchor

unit Mk. "U2"

Railpost anchor

|

placement of railpost anchors.

be adjusted slightly to allow accurate

: Reinforcing steel placement mayNOTE

Bars Mk. 1501_G1

& 15

03_

G1

Bars

Mk. 15

02_

G1

Bars Mk. 1002_G1

Mk. 10

04_

G1

Bars

Bars Mk. 1002_G1

Mk. 10

01_

G1

Bars

Bars Mk. 1003_G1

Bars

Mk. 15

02_

G1

PART SECTION D-D

C

CC

C

END VIEW C-C

ELEVATION OF GIRDER

PLAN OF GIRDER

BY:


REVISIONS

BYDATE

DESIGN

DETAILS

SHEET No.

SITE No.

SCALE:

BY:

CHECKED:

BY:

CHECKED:

DATE

DESCRIPTION



Infrastructure


1503_G1

1502_G1

1501_G1

1002_G1

1001_G1

1001_G1

1003_G1

1003_G1

1503_G1

1503_G1

1502_G1

1501_G1

1002_G1

1001_G1

1001_G1

1003_G1

1003_G1

1503_G1

1001_G1

1002_G1

1003_G1

1502_G1

1001_G1

1003_G1

1503_G1

1004_G1

1501_G1

1003_G1

1004_G1

1501_G1

1503_G1

1001_G1

1003_G1

See Bill of Reinforcing Sheet No. G .

3. Bar Mark labels with suffix _G1 are Exterior girders and suffix _G2 are Interior girders.

2. Reinforcing details are typical for all 12 m girders unless noted otherwise.

1. Concrete cover shall be 25 mm unless noted otherwise.

NOTES:


3 660

G5

4.94

4.93

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

3 660

MARK TYPE LENGTH

BENDING DIAGRAMDIAMETER

PIN

TYPE

GIRDER

TYPE

PER GIRDER

of BARS

TOTAL No.

GIRDERS

No. of

PER GIRDER

BARS

No. of

SITE No.BILL OF REINFORCING STEEL - 12 M GIRDERS

G1 6 8 4845 4 0801001_G1 BENT

1 500

1 080

1 500

G1 6 10 6045 3 6501002_G1 BENT

140 140

600

600

440

240

1 100

440

240

R= R=

G1 6 8 4845 2 9501003_G1 BENT

100

740

570

760

540

150320

630

G1 6 4 241 0001004_G1 STR

G1 6 41 24665 2 4401501_G1 BENT

1 000

570

150

G1 6 8 4810 3001502_G1 STR

G1 6 12 721 1001503_G1 STR

G2 18 8 14445 4 0801001_G2 BENT

1 500

1 080

1 500

G2 18 10 18045 3 6501002_G2 BENT

140 140

600

600

440

240

1 100

440

240

R= R=

B

DK

DH

C

DD

Total volume of structural concrete per exterior girder Ë

Total volume of structural concrete per interior girder Ë

5. All bars shall be bent in accordance with the following detail :

All other items to be identified in a similar fashion.

4. Like bars shall be bundled, securely tied and identified as to Mark and Site No. by appropriate means.

unless noted otherwise in the BILL OF REINFORCING STEEL.

3. All reinforcing steel shall conform to CSA G30.18-M92 "Billet Steel Bars for Concrete Reinforcement" Grade 400W,

2. All reinforcing steel shall be deformed steel, unless noted otherwise in the BILL OF REINFORCING STEEL.

of C.S.A. A23.1-04, unless noted otherwise in the BILL OF REINFORCING STEEL.

"Manual of Standard Practice". Radii are inside dimensions. All reinforcing steel bends and hooks shall conform to Clause 6.6.2

on 90°, 135° & 180° hooks are the "A" or "G" dimensions for standard 90°, 135° & 180° hooks referenced from the RSIC

1. All dimensions given in bending diagram are out to out, except radii and extensions on 90°, 135° & 180° hooks. Extensions

NOTES:

MARK TYPE LENGTH


PIN

TYPE

GIRDER

TYPE

PER GIRDER

of BARS

TOTAL No.

GIRDERS

No. of

PER GIRDER

BARS

No. of

SITE No.BILL OF REINFORCING STEEL - 12 M GIRDERS

G2 18 8 14445 2 9501003_G2 BENT

100

740

570

760

540

150320

630

G2 18 4 721 0001004_G2 STR

G2 18 41 73865 2 4401501_G2 BENT

1 000

570

150

G2 18 8 14410 3001502_G2 STR

G2 18 12 2161 1001503_G2 STR

BY:


REVISIONS

BYDATE

DESIGN

DETAILS

SHEET No.

SITE No.

SCALE:

BY:

CHECKED:

BY:

CHECKED:

DATE

DESCRIPTION



Infrastructure


1 : 20K.P.

B.A.N.

or as shown

150

5 800

75 ! holes

3 Spaces @ 1 200 = 3 600 595

700

320 R

ear fa

ce

3@18

0=540

80

80

100

70

90

18 Spaces @ 300 = 5 400200

150

400

150

6 850

150

1 300

18521 Spaces @ 300 = 6 300185

3 Spaces

@ 280 = 840

265

125

3 Spaces

@ 280 = 840

265

125

Rear fa

ce

70

4 750

150

1 300

18514 Spaces @ 300 = 4 200185

3 Spaces

@ 280 = 840

265

125

70

90 90

70

125

265

3 Spaces

@ 280 = 840

Rear fa

ce

5 000

150

2 000

6 Spaces

@ 260 = 1 560

245

125

Rear fa

ce

885

70

Formed fa

ce

Formed fa

ce

Formed fa

ce

6 Spaces

@ 260 = 1 560

245

125

Formed fa

ce

70

10016 Spaces @ 300 = 4 800


PRECAST PANEL DETAILS

P1

1501_

N1

Bars

Mk.

Bars Mk. 1502_N1

Bars

Mk. 15

01_

N1

Bars

Mk. 15

01_

N2

Bars Mk. 1502_N2

Bars

Mk. 15

01_

N2

Bars Mk. 1502_N3

Bars

Mk. 15

01_

N3

Bars

Mk. 15

01_

N3

Bars

Mk. 15

01_

N4

Bars

Mk. 15

01_

N4

Bars Mk. 1502_N4

DETAIL "A"

TOP VIEW

lifting devices (Typ.)

and installation of adequate

responsible for the supply

The panel fabricator shall be

formed and rear face

Chamfer this edge only

| of bridge

Edge from

Formed face

ELEVATION

Panel Mk."N1" shown, Panel Mk."N1a" opposite hand.

PRECAST PANEL Mk."N1" & "N1a"





DETAIL "A"

TOP VIEW

ELEVATION

PRECAST PANEL Mk. "N2"

Formed face

TYPICAL SECTION

TYPICAL SECTION

DETAIL "A"





ELEVATION

PRECAST PANEL Mk. "N3"

Formed face

TYPICAL SECTION

ELEVATION

location of insert Mk."Q5" at opposite end.

Panel Mk."N4" shown, "N4a" similar except

PRECAST PANEL Mk."N4" & "N4a"

TYPICAL SECTION





DETAIL "A"TOP VIEW

Rear face

Formed face

Insert

Mk. "Q5"

of

|

75! holes

of

|

TOP VIEW

BY:


REVISIONS

BYDATE

DESIGN

DETAILS

SHEET No.

SITE No.

SCALE:

BY:

CHECKED:

BY:

CHECKED:

DATE

DESCRIPTION



Infrastructure


1501_N1

1502_N1

1501_N1

1502_N1

1501_N2

1501_N2

1502_N2

1502_N2

1501_N4

1502_N4

1501_N4

7. For BILL OF REINFORCING STEEL see Sheet No. P2.

6. For DETAIL "A" see sheet No. P2.

and grouted as directed by Engineer.

5. After precast panel installation, all lifting devices to be cut-off flush

4. Formed face to be placed as exposed face during construction.

3. Concrete cover shall be 50 mm unless noted otherwise.

face of panels after casting.

2. Mark reinforcing steel location on the edges of the back

except no chamfer on panels Mk. "N1" & "N1a", or if shown.

1. All panel exposed edges to be chamfered 20 mm

NOTES:

1502_N4

1502_N3

1501_N3

1501_N3

1502_N3

86.60

SITE No.

4.10

N1

4.10

N1a

8.90

N2

6.20

N3

10.00

N4a

10.00

N4

MARK TYPE LENGTH


PIN

B

DK

D

H

C

DD

TYPE

PANEL

TYPE

PER PANEL

of BARS

TOTAL No.

Total area of precast Panels Ê

PANELS

No. of

PANEL

PER

BARS

No. of

Total mass of reinforcing steel kg

Area Ê/panel

Panel Type

5. All bars shall be bent in accordance with the following detail :

All other items to be identified in a similar fashion.

4. Like bars shall be bundled, securely tied and identified as to Mark and Site No. by appropriate means.

unless noted otherwise in the BILL OF REINFORCING STEEL.

3. All reinforcing steel shall conform to CSA G30.18-M92 "Billet Steel Bars for Concrete Reinforcement" Grade 400W,

2. All reinforcing steel shall be deformed steel, unless noted otherwise in the BILL OF REINFORCING STEEL.

Clause 6.6.2 of C.S.A. A23.1-04, unless noted otherwise in the BILL OF REINFORCING STEEL.

RSIC "Manual of Standard Practice". Radii are inside dimensions. All reinforcing steel bends and hooks shall conform to

on 90°, 135° & 180° hooks are the "A" of "G" dimensions for standard 90°, 135° & 180° hooks referenced from the

1. All dimensions given in bending diagram are out to out, except radii and extensions on 90°, 135° & 180° hooks. Extensions

NOTES:

BILL OF REINFORCING

For Precast Panels - 9 600 Roadway Width

N1 2 6 125 7001501_N1 STR

N1 2 20 406001502_N1 STR

N1a 2 6 125 7001501_N1a STR

N1a 2 20 406001502_N1a STR

N2 2 10 206 7501501_N2 STR

N2 2 24 481 2001502_N2 STR

N3 2 10 204 6501501_N3 STR

N3 2 17 341 2001502_N3 STR

N4 2 16 324 9001501_N4 STR

N4 2 17 341 9001502_N4 STR

N4a 2 16 324 9001501_N4a STR

N4a 2 17 341 9001502_N4a STR

1497.78

BY:


REVISIONS

BYDATE

DESIGN

DETAILS

SHEET No.

SITE No.

SCALE:

BY:

CHECKED:

BY:

CHECKED:

DATE

DESCRIPTION



Infrastructure


2. Precast panel concrete strength: f'c = 35 MPa.

1. For location of DETAIL "A" see sheet No. P1.

NOTES:

As required

20

A

25

50

75

PLAN

75

150

A

SECTION A-A

INSERT Mk. "Q5"

FOR PRECAST PANELS

BILL OF REINFORCING

1 : 2

B.A.N.

K.P.

TOP VIEW

Stud Mk. "A1"

Plate, 10 thick

Bar Mk."A2"

Tack weld

create 15 mm void behind nut

c/w metal or plastic sleeve to

19 ! bolt, centered on 21 ! hole,

Grade DH or 2H Heavy hex. nut for

1090

21 ! hole for 19 ! bolt (typ.)

Plate

of

|

Plate

of

|

250

100

100

125

125

FRONT VIEW

INSERT Mk. "Q5"

150

7575

50 50

or as shown


PRECAST PANEL DETAILS

DETAIL "A"

P2

lifting devices




Lifting Device

of

|

Precast

Panel

of

|

OF PROPOSED P.P.C.C. BRIDGE OVER - Manitoba · 2. Low hydrogen *E70 series electrodes shall be used. 1. Edges of HP Steel pile tip to be ground on 45° bevel for 10 mm. 45 ° See

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