OF PROPOSED P.P.C.C. BRIDGE OVER - gov.mb.ca · plans of proposed location roadway width...

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 ONE INTERMEDIATE BENT

CHANNEL GIRDERS WITH ASPHALT OVERLAY

TWO SIMPLY SUPPORTED SPANS OF PRECAST PRESTRESSED CONCRETE

24 368 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

Piles

of

|

Piles

of

|

Roadway

of

|

1 : 75

or as shown

2

GENERAL ELEVATION

Asphalt overlay

SU.1 SU.2

Scale 1:50

SU.3

Piles

of

|

Batter

1 : 8

6 500

6 500

2% or m

ore 2% or m

ore

Ste

el

H-Piles 310 x 110

2% or more

1%1%

1%1%

concrete channel girders650 deep precast prestressed

ELEVATION

PLAN

CROSS SECTION

Batter

1 : 8

700

700

Bridge

of

|

Final pavement Elev. 482.580 m

11 88011 880

2 500 1 560 2 5001 560

2 500 1 560 2 5001 560

4 800 4 800

8 girders @ 1 200 = 9 600

9 600

134

38

680

2 Spaces

@ 2 10

0 = 4 200

1 050

1 050

2 Spaces

@ 2 10

0 = 4 200

680

680

2 Spaces

@ 2 10

0 = 4 200

1 050

1 050

2 Spaces

@ 2 10

0 = 4 200

680

3 Spaces

@ 1 400 = 4 200

250 x 85

Steel H-Piles

250 x 85

Steel H-Piles

24 368 out to out of precast backwall panels

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

FL

OW

900

3 Spaces

@ 1 400 = 4 200

of ste

el c

ap channel

Dim

ensio

ns alo

ng |

2%2%

2% or m

ore

2% or m

ore

See Sheet 04 - Site and Erosion Control Details

Rip rap not shown for clarity

located on Sheet 4 (typ.)

see "ABUTMENT DRAINAGE END TREATMENT"

CSP to meet side slopes

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

NORTH or WEST SOUTH or EAST

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 250 x 85,

Steel piles

Elev. m

Pile cut-off

Elev. m

Pile cut-off

Elev. m

Pile cut-off

@ | of roadway

Elev. m

Final pavement@ | of roadway

Elev. m

Final proposed pavement

@ | of roadway

Elev. m

Final proposed pavement

Elev. m

| of roadway

Proposed groundline along

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

Precast panel

c/w filter sock

perforated CSP,

200 ! Invert

Steel pile

Scale 1:30

Typical at Su.1

1 000

max.

Max.

200

200

Granular backfill

Precast panel

1 : 1

600

Asphalt overlay

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 : 100

SU.1 SU.2SU.3

PLAN

FL

OW

P.R.

No. ___

Road

way

of

|

Sta. __+__.___

Bridge

of

|


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

TOP

VIE

W

15

01_

N2

Existing pile bents to be removed by Bridge Contractor.

NOTE:

1 : 500

SITE AND EROSION CONTROL DETAILS

SU.1 SU.2 SU.3

or as shown

Piles

of

|

Scale 1:75

Piles

of

|

Piles

of

|

Piles

of

|

ELEVATION

4

Piles

of

|

Piles

of

|

Piles

of

|

PLAN

FL

OW

1.6 mm thick

c/w filter sock galvanized,

200 ! Invert perforated CSP

Proposed

1.6 mm thick

c/w filter sock galvanized,

200 ! Invert perforated CSP

Proposed

Elev. ___.___ m

Sta. __+__.___ m

Elev. ___.___ m

Sta. __+__.___ m

Elev. m

of channel

Proposed bottom

Sta. __+__.___

Bridge

of

|


Rip rap

level = ___.___ m

summer high water

Average annual

3:1 3:1

Existing detour not shown for clarity

Piles

of

|

Piles

of

|Sta. __+__.___

Bridge

of

|

of rip rap

Approx. limits

Scale 1:200

6 500

6 500

P.R.

No. ___

Road

way

of

|


HERE

ELECTRONIC SEAL

PLACE ENGINEERS

1%1%

1%1%

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

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"

Asphalt overlay

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

B

B

Scale 1:10

Plate Mk. "S3"

as required

or Filler plate Mk. "S5"



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

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

Asphalt and bridge railing not shown for clarity

Showing abutment SU.1 and pile bent SU.2

Mk. "N3"

Precast panel

Mk. "P3"

Steel channel

Mk. "N1"

Precast panel

Mk. "N2"

Precast panel

12 000 long

P.P.C.C. girder

Mk. "TR1"

Threaded rod

Mk. "P1a"

Steel plate

Mk. "N3"

Precast panel

Plate

Mk. "S3"

of

|

Plate Mk. "S3" (typ.)

Mk. "N1a"

Precast panel

Roadway

of

|

Mk. "P1a"

Steel plateMk. "P1"

Steel plate

Mk. "P1"

Steel plate

spaced @ 300±

Anchors for elastomeric sheet

spaced @ 300±


spaced @ 300±


spaced @ 300±


Mk. "P1a"

Steel plate

Mk. "P3"

Steel channel

Mk. "P1"

Steel plate

DETAIL "A"

CROSS SECTION AT INTERMEDIATE PILE BENT

SECTION A-A

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

Elastomeric sheet

3 thick x 300 wide

as required

Elastomeric sheet

3 thick x 300 wide

Elastomeric sheet as required

3 thick x 300 wide

Elastomeric sheet

3 thick x 300 wide


3 thick x 300 wide


3 thick x 300 wide

6

FLOW

1

8

Edge screed Asphalt overlay Edge screed

1

8

12 000 long

P.P.C.C. girder,

Roadway

of

|

FLOW

134

4 8004 800

Out to out of girders = 9 600

38

38

Min.

50

Min.

50

5 8055 805

10

(typ.)

650

Mk. "P2a"

Steel plateMk. "P2"

Steel plate

Mk. "P2a"

Steel plateMk. "P2"

Steel plate

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

or "P4a"Mk. "P4"

Steel channel

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:

Mk. "N1" or "N1a"

Precast panel

12 000 long

PP.C.C. girder,

Mk. "N4" or "N4a"

Precast panel

Angle Mk. "S1"

Plate

Mk. "S3"

of

|


Scale 1:10

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 13 mastic

Mk. "TR1"

Threaded rod

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

Scale 1:10

CROSS SECTION ELEVATION

16 flexcell

13 mastic

Mk. "TR1"

Threaded rod

Grout

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±


spaced @ 300±

elastomeric sheet

Anchors for

spaced @ 300±

elastomeric sheet

Anchors for

holes in channel

field drill 18 !

Bolts Mk. "R36"

Mk. "P1" or "P1a"

Steel plate

with grout after erection

Dowel holes to be filled

after erection

to be filled with grout

Unused dowel holes

perforated CSP

200 ! invert

with grout after erection

Dowel holes to be filled

Steel plate

PART SIDE ELEVATION

DETAIL OF LATERAL CONNECTION ANGLE DETAIL "B"

DETAILS AT INTERMEDIATE BENT

SECTION AT ABUTMENT

SECTION B-B

(two bolts for each connection)

A325 bolt assembly Mk. "R1"

washer Mk. "W1"

Structural flat

Mk. "R34"

A325 bolt

Mk. "R30" (typ.)

A325 bolt assembly

Mk. "R35" (typ.)

A325 bolt assemblies

Mk. "R36"

A325 bolt assembly

Mk. "R32" (typ.)

A325 bolt assembly

Mk. "TR3" (typ.)

Threaded rod

Mk. "R30" (typ.)

A325 bolt assembly

Mk. "R35" (typ.)

A325 bolt assembly

Mk. "P3"

Steel channel

Mk. "R36"

A325 bolt assembly

DETAIL "C"

DETAIL "C"

hot poured joint sealant (typ.)

Rout and seal with approved

25 Top of ashpalt

Joint

of

|

20

12

3 wide saw cut

DETAIL "C"Scale 1 : 1

elastomeric sheet

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:

Elastomeric sheets (typ.)

3 thick x 300 wide

Structural flat washer

elastomeric sheet

3 thick x 300 wide

elastomeric sheet

3 thick x 300 wide

joint sealant (structural)

Impregnated expanding

26 x 60

panels Mk. "N1" & "N1a"

under precastcontinuous

masonry pad

3 x 150 wide elastomeric

joint sealant (non-structural)


13 x 40

Plain elastomeric pad

10 x 100



16 x 60

7For location of SECTIONS "B-B" & "DETAIL B" see Sheet No. 6.

NOTE:

1 12

5

precast panels

10 between 150

13

25 25

25 (typ.)

Asphalt overlay

Mk. "P4" or "P4a"

Steel channel

Asphalt overlay

Mk. "P2" or "P2a"

Steel plate

Plate Mk. "S3" (typ.)

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

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:

or as shown

ASSEMBLY DETAILS

81 : 30

CROSS SECTION AT INTERMEDIATE PILE BENT SU.2

Bridge superstructure not shown for clarity

Showing intermediate pile bent SU.2

Steel Channel

Roadway

of

|

10

45°

typ.

HP 310 x 110

Steel pile

Mk. "IP1"

Plates

Pileof

| Pileof

| Pileof

|

SECTION A-A SECTION B-B SECTION C-CScale 1:10 Scale 1:10 Scale 1:10

PART SECTIONScale 1:20

Steel plate and channel not shown for clarity

Showing SU.2 ice breaker

CROSS SECTION END VIEW

Steel Plate

Steel Channels

see "GENERAL ELEVATION"

Steel H-Piles 310 x 110

Piles

of

|

see "GENERAL ELEVATION"

Steel H-Piles 310 x 110

Mk. "IP1"

Plate

Mk. "IP2"

Plate

Mk. "IP2"

Plate

FLOW

8

1

both faces)

drilled (typ. for

24 ! holes, field

Mk. "IP1"

Plate

Mk. "IP2"

Plate

Plate "IP1"

350

100

A

A

B

B

C

CHP 310 x 110

Steel pile

6typ.

HP 310 x 110

Steel pile

Mk. "IP2"

Plates

typ.6

typ.10

45°

8

1

Steel Plate

Mk. "CB1"

Cross braces

Mk. "CB2"

Cross braces

Channel

of|

Channel

of|

8

8

Mk. "CB2"

Cross braces

Channel

of|

Mk. "CB1"

Cross braces

Mk. "CB2"

Cross braces

Channel

of

|

Channel

of|

typ.

300

Typical for all cross bracing

CROSS BRACE DETAILS.

flanges as shown in

with outer piles. Chamfer

to be field cut flush

Cross brace channelsty

p.

500

groundline

Proposed

groundline

Proposed

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

Mk. "IP2"

Plate

Mk. "IP2"

Plate

Mk. "IP2"

Plate

fitted stiffeners

100 x 13

fitted stiffeners

100 x 13

ICE BREAKER ASSEMBLY DETAILS

all four corner (typ.)10 mm return

Varie

s - Depends on site gro

undline

Varies - Depends on site groundlin

e

Varie

s - Depends on site gro

undline

400

Plate "IP2"

Varie

s - Site specific

Plate "IP2"

Varie

s - Site specific

Plate "IP2"

Varie

s - Site specific

Varie

s

Varie

s

Mk. "IU1"

Ice breaker unitMk. "IU1"

Ice breaker unit

MK. "IU1"

Ice breaker unit

SHOULD

BE C

HANGED

TO YOUR

SPECIFI

C SIT

E

ICE B

REAKE

R &

CROSS

BRACING

DIMENS

IONS

Mk. "IU1"

Ice breaker unit

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,

PLAN

25 ! erection hole 25 ! erection hole

10 ! Nelson studs

18 ! holes

18 ! hole (typ.)

CROSS SECTION

Scale 1:10

PL 32 x 550

PLAN

19 ! hole, top flange only (typ.)

FOR ABUTMENTS

ELEVATION

CROSS SECTION

C310 x 45

FOR INTERMEDIATE PILE BENTS

PLAN

PLAN

19 ! hole, top flange only (typ.) 45

600 800 400 800 400 800 400 800

11 400

ELEVATION

5 400 6 000

75

75

75

152

75

1

8

75

1

8

Scale 1:10

CROSS SECTION

45

100100100100

Scale 1 : 20

or as shown

Scale 1:5

STEEL PILE CAP DETAILS

STEEL CHANNEL MK "P3"

STEEL PLATE MK "P1" & "P1a"

9

Roadway

of

|

Roadway

of

|

Pile

of

|Pile

of

|

Pileof

|

Channel

of

|

drilled (typ.)

24 ! holes, field

drilled (typ.)

24 ! holes, field

Channel

of

|

Pile

of

|

Pile

of

|

Pile

of

|

Roadway

of

|

Pile

of

|

Pile

of

|

Pile

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

Roadway

of

|

10 ! Nelson studs

18 ! holes

6 000

100100

400800400800400800400400

9 Spaces @ 100 = 900400800400800400800400800

199

199

250

250

500

PL 32 x 500

10 ! x 19 long (typ.)

no thread stud

Nelson Type NBL

215215

250250

199199

CROSS SECTIONScale 1:5

1 200

10 ! x 19 long (typ.)

no thread studs

Nelson Type NBL

18 ! hole (typ.) 25 ! erection hole

1 200STEEL PLATE MK "P2"

PLAN

1 200

10 ! x 19 long (typ.)

no thread studs

Nelson Type NBL

25 ! erection hole

1 200

25 ! erection hole

800 400 800 400 800 400 800 400 9 Spaces @ 100 = 900

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

Pile

of

|

Pile

of

|

Pile

of

|

Pile

of

|

Pile

of

|

Pile

of

|

18 ! hole (typ.) PL 32 x 500

199

199

500

250

250

10 ! Nelson studs

18 ! holes

400 800 400 800 400 800 400 400

100100600 800 400 800 400 800 400 800

5 400

25 ! erection hole

250 250

199 199

215 215

10 ! x 19 long (typ.)

no thread stud

Nelson Type NBL

CROSS SECTIONScale 1:5

STEEL PLATE MK "P2a"

1 200

275

1 200

1001009 Spaces @ 600 = 5 400

5 800

380

105

398

550

398 105

380

100100100100

75

75

75

152

45

45

400 800 400 800 400 800 400 400

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

C310 x 45

STEEL CHANNEL MK "P4" & "P4a"Channel Mk. "P4" as shown, Channel Mk. "P4a" opposite hand

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

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

75 typ.

75 (typ.)

75 (typ.)

75 typ.

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


400 200 200 400

1 : 5

or as shown

18 ! holes

FRONT VIEW

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

FRONT VIEW END VIEW

PL 13 x 285 x 300

PL 13 x 110 x 250

A

SECTION A-A

6

6

FRONT VIEW END VIEW

25 ! holes

22 x 40 slotted holes

80

6

132

15

15

21

300

22 ! holes Plate, 10 thick

75

150

75

150

14 ! holes Plate, 10 thick 22 ! holes

45

90

45

90

90 45

180

80

26 ! slots

5 mm thick for "SH2"

Plate - 2.5 mm thick for "SH1"

PL 13 x 285 x 300

PL 13 x 110 x 250

STEEL PILE CAP DETAILS

SHIM PLATES Mk. "SH1" & "SH2"WASHER Mk. "A2"WASHER Mk. "A1"FILLER PLATES Mk. "S4" & "S5"

BRACKET Mk. "S2"

PLATE Mk. "S3"ANGLE Mk. "S1"

10

13060

250

75

25

25

250

13

130

60

250

110

35 10

227

20050

300

20050

50

100

27

40

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

100 x 13 fitted stiffeners

Angle 203 x 203 x 13

END VIEWScale 1:10

6

SIDE ELEVATIONScale 1:10

DETAIL "A" DETAIL "A"

PLAN

ELEVATIONScale 1:10

CROSS BRACES Mk. "CB1" & "CB2"

CB1

CB2

END VIEW

DETAIL "A"Scale 1:5

Scale 1:10

Scale 1:10

40

40

50 50 100

13

C200 x 21

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

ICE BREAKER UNIT Mk. "IU1"

Mk. "S5" - 3 thick plate

Mk. "S4" - 6 thick plate

482.00

BEARING AND ERECTION DETAILS

1 : 75

or as shown

Girder

of

|

Girder

of

|

Girder

of

|

Girder

of

|

Girder

of

|

Girder

of

|

Road

way

of

|

Bearings

of

|

SU.1

A A

A A

SU.2

Hex. nut

Grout

Hex. nut

13 thick mastic filler

Grout

hole in girder

50 ! precast

Girder

of

|

Girder

of

|

SU.3

B B

Bearings

of

|

Bearings

of

|

Bearings

of

|

108 108

Bearing

of

|

Bearing

of

|

13 thick mastic filler

11 800 11 800

26 flexcell

8 8

girder & steel plate

No grout between

PLAN

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

End of girder End of girder

(typ.)

Elastomeric bearing

Hex. nut

Hex. nut



26 x 60

structural lock washer

Standard flat washer &

Bearing

Elastomeric

structural lock washer

Standard flat washer &

16 flexcell

Grout



16 x 60

Bearing

Elastomeric

Bearing

Elastomeric

Pile

of

|

28

11

Scale 1:2

ELASTOMERIC BEARINGS

PLANScale 1:10

PART CROSS SECTION

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 1:5

Threaded rods at SU.1 & SU.3. See sheet No. 6 for layout.

Scale 1:5

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

Bridge & Pile Bent

of

|

Bridge & Pile Bent

of

|

80

300

600

75 15

0

36

36

30

1 200

1 200

1 200

600

600

1 200

1 200

1 200

100 100100

End of girder

Bearing

of

|

HERE

ELECTRONIC SEAL

PLACE ENGINEERS


5 (typ.)



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

SECTION A-A

TYPICAL SECTION

ELEVATION C-C DETAIL "A"

TYPICAL OF CONTINOUS RAILS

Scale 1:5

Showing dege screed installation detail.Showing edge screed installation detail.

Scale 1:5

RAIL END CONNECTION

Railpost

of

|

Edge screed retainer

C

Not to Scale

TYPICAL AT PILE BENT

Railpost

of

|

Railpost

of

|

C

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

RAILING LAYOUT

APPROACH RAIL CONNECTION DETAILS

RAILING ERECTION DETAILS

RAILPOST ERECTION DETAILS

12

B B

A

A

ELEVATION

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:

A

B

thrie beam

Approach guardrailing

terminal connector

Thrie beam

& lock washer

c/w flat washer

Bolts Mk. "C7"

& lock washer

c/w flat washer

Bolts Mk. "C2"

& lock washer

c/w flat washer

Bolts Mk. "C4"

& lock washer

c/w flat washer

Bolts Mk. "C6"

Mk."CP1"

Connection plate

& lock washer

c/w flat washer

Bolts Mk. "C3"

Railpost Mk. "GP2"

Railpost Mk. "GP2"

& lock washer

c/w flat washer

Bolt Mk. "C4"

& lock washer

c/w flat washer

Bolt Mk. "C5"

Mk. "CA1"

Connection angle

timber block


timber post


thrie beam


& lock washer

c/w flat washer

Bolt Mk. "C7"

Mk."CP1"

Connection plate

terminal connector

Thrie beam

Flat washers (typ.)

55Bolts Mk. "C1" (typ.)

or "SB1"

Sleeve Mk. "ST1"

Flat washers (typ.)

Bolts Mk. "C1" (typ.)5

20°C

20 @

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"

as required (Max. 4)

Shims Mk. "RS5"

as required (Max. 4)

Shims Mk. "RS3"

C

Washer Mk. "A"

Bolt Mk. "R28"

Hardened washer

Washer Mk. "BB1"

Bolt Mk. "R27"

Bolt Mk. "C6"


L38 x 38 x 4.8

Edge screed

L38 x 38 x 4.8

Edge screed

& lock washer

c/w flat washer

Bolts Mk. "C6"


or "GP2"

Railpost Mk. "GP1"

Flat washer (typ.)

Rail Bolts Mk. "C1" (typ.)

Flat washers (typ.)

Rail5 5

Bolts Mk. "C1" (typ.)

or "SB2"

Sleeve Mk. "ST2"

Rail

GP2

SU.1

B4

T2

SB2

END SPAN

RAILS SLEEVES RAILPOSTS

GP1

2 2 2

GP2ST2 SB2T1

2

T2 B4

2 12 2

B1

2

ST2 ST1T1

B1 SB1 B5

T3

SU.2

RAILS SLEEVES

2 2 2

ST1 SB1T3 B5

2

B1

T1 ST2

SB2

T2

END SPAN

RAILS SLEEVES RAILPOSTS

GP1

2 2 2

GP2ST2 SB2T1

2

T2 B4

2 12 2

B1

2

B4

SU.3

GP2

BY:


REVISIONS

BYDATE

DESIGN

DETAILS

SHEET No.

SITE No.

SCALE:

BY:

CHECKED:

BY:

CHECKED:

DATE

DESCRIPTION



Infrastructure


103

50

HSS 203 x 102 x 6.4

slotted hole (typ.)

21 x 40receive 19 ! bolt

Tapped hole to

Plate, 12 thick typ.

44

88

95

190

18

18

45 45

slotted hole (typ.)

21 x 40

45 45

5(typ.)

Each side

see detail

End plate

1 8501 850423

5 968

6 45 45

160 40

slotted hole (typ.)

21 x 40

45 45

typ.

21

40160

slotted hole (typ.)

21 x 40

891

40 160

typ.

21

45 45

16040

5 540

1 8501 845

45 45

slotted hole (typ.)

21 x 40

HSS 102 x 102 x 6.4

typ.Plate, 12 thick

44

88

44

88

18

18

receive 19 ! bolt

Tapped hole to

(typ.)

slotted hole

21 x 80

(typ.)

slotted hole

21 x 170

205 205

*

205 205

916300

1 516

(typ.)

slotted hole

21 x 40

600

300

160 45 45 160

typ.

21

6

45°

G

R=18 (typ.)

Plate 8 thick

6

45°

G

82

82

*

1 516

916300

103

160 45 45 160

38

typ.

21

(typ.)

slotted hole

21 x 80

160 45 45 160

(typ.)

slotted hole

21 x 40

600

300

160 45 45 160

103

typ.

21

38

6

45°

G

Plate 8 thick

6

45°

G

80

103

38

180

80

103

38

180

R=18 (typ.)

160 40

slotted hole (typ.)

21 x 40

45 45

typ.

21

40160

slotted hole (typ.)

21 x 40

891

16040

typ.

21

891

16040

typ.

21

7 390

1 8501 8501 845

16040

7 390

1 8501 8501 845

16040

15

slotted hole (typ.)

21 x 40

45 45

typ.

21

B45

see detail

End plate

(typ.)

Each side45 45

1 850423

4 118

150

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 SECTIONScale 1:5

Rail

of

|

TYPICAL CROSS SECTION END PLATE

TYPICAL CROSS SECTION END PLATE

Rail

of

|

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

|

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

Scale 1:5

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

Scale 1:5

Typical for rails Mk. "T2"

Scale 1:5

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

Scale 1:5

Typical for rails Mk. "B4"

DETAILS OF TOP RAILS

DETAILS OF BOTTOM RAILS

DETAILS OF SLEEVES

13

Scale 1:5

103

50

103

50

103

50

BY:


REVISIONS

BYDATE

DESIGN

DETAILS

SHEET No.

SITE No.

SCALE:

BY:

CHECKED:

BY:

CHECKED:

DATE

DESCRIPTION



Infrastructure


5 - 24 ! holes

B B

8 - 21 ! holes20347

800

3290

130350

61

194

194

480

270

75

598

97

97

158

45

45

250

103

40

236

267

560

45

1212

12

Plates, 5 thick

slotted hole

16 x 21

30

30

150

3

95

50

130

Plate, 16 thick

24 ! hole

100

50

309030

150

102

12

R=25

R=25

80

252

(typ.)

24 ! holes

Angle 102 x 102 x 9.5

550

50

61

194

194

50

301

129

21 (t

yp.)

22 ! slots

- 5 thick for "RS4"

Plate - 3 thick for "RS3"

38

100

309030

150

Plate, 8 thick

21 ! hole

30

60

30

60

24 ! slots

Plate, 3 thick

48

140

309030

150

22 ! slots

- 5 thick for "RS2"

Plate - 3 thick for "RS1"

190

309030

150

28

200 long

Plate 8 x 138,

AA

Post, W150 x 3078

350

50

270

200

slotted holes

10 - 21 x 24

slotted hole

16 x 30

in both flanges

slotted holes

25 x 50

slotted holes

22 x 50

250

103

40

236

268

4545

1 235

540

315

55

200 long

Plate 8 x 138,

AA

Post, W150 x 30

270

200

slotted holes

6 - 21 x 24

slotted hole

16 x 30

in both flanges

slotted holes

25 x 50

slotted holes

22 x 50

4545

250

103

40

540

1 235

315

55

5typ.

200 long

Plate 8 x 138,

7

B.A.N.

1 : 5K.P.

or as shown

RAILPOST DETAILS

| |

AA

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

B B

ELEVATION

SECTION B-B

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

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

R=25

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

RAILPOST MK. "GP1" RAILPOST MK. "GP2"SHIMS MK. "RS1" & "RS2"

WASHER MK. "BB1"

WASHER MK. "A"SECTION A-A

SHIMS MK. "RS3" & "RS4"

EDGE SCREED RETAINER

CONNECTION ANGLES MK. "CA1" & "CA2"

CONNECTION PLATES MK. "CP1" & "CP2"

SHIM MK. "RS5"

14

AA

PLAN

EXTERIOR ELEVATION

Exterior face

|

AA

PLAN

DETAIL "A"

A A

PLAN

ELEVATION

girder before destressing

Represents top surface of

|

line

Reference

line

Reference

camber curve

End of reverse

|

0° to 45

°

ELEVATION

DETAIL "B"

camber curve

End of reverse

camber on top surface after destressing

Showing variable depth of girder to eliminate

B

B

B

B

refer to this point

Dimensions shown on "PLAN"

Mk. "S7"

Girder end angle

Scale 1:15

C

Railpost

of

|

C

Scale 1:15

Scale 1:5

ELEVATION SECTION C-C

Scale 1 : 40

Scale 1:5

ELEVATION SECTION D-D

unit Mk. "U1"

Railpost anchor

unit Mk. "U1"

Railpost anchor

unit Mk. "U2"

Railpost anchor

concrete

Blockout in

concrete

Blockout in

D

D

exaggerated reverse camber profile

Top of form showing

unit Mk. "U2"

Railpost anchor

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

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

Lateral connection

of

|

Vertical face

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

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

END VIEWSECTION B-BSECTION A-A

EXTERIOR GIRDER MK. "G1"

INTERIOR GIRDER MK. "G2"

GIRDER CONCRETE DETAILS

DETAIL "B"

DETAIL "A"

Mk. "S7"

Girder end angleMk. "S7"

Girder end angle

Mk. "S7"

Girder end angleMk. "S7"

Girder end angle

Girder

of

|

Girder

of

|

Girder

of

|

Chamfer all edges

Mk. "LC1"

Lateral connection angle

Mk. "LC1"

Lateral connection angle

G1

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

6 000 6 000

12 000

225

225

1 200

100

1 800 1 800

3 6003 6003 600

100

6 000 6 000

12 000

1 800 1 800

3 6003 6003 600

225

225

1 200

100 100

Girder

1 200

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

Varies

600 600

(end @ 45°)

1 200

684

678

669

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

800

1 100

206 206

1 200 1 200

600

300

Varies

530

530

50

50

50

50

650

50

50

30 150 150 30

Varies

5012

0

45 45

125 125

45 45

25

9090

150150

120

90

110

662

657

650

653

651

651

653

657

662

669

678

684

3030

85

315

60

C. to c. of lateral connections

C. to c. of lateral connections

4 900 4 900

4 900 4 900

90°

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

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

BY:


REVISIONS

BYDATE

DESIGN

DETAILS

SHEET No.

SITE No.

SCALE:

BY:

CHECKED:

BY:

CHECKED:

DATE

DESCRIPTION



Infrastructure


ELEVATION

Scale 1 : 20

or as shown

END VIEW

20 - 13 ! Low Relaxation straight strands

3 500 each end

2 Debonded strands

PART PLANScale 1:5

E 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 Low Relaxation straight strands

Typical layout of 20 - 13 !

Bottom of girder

G2

See End View

3 500 debonded

See End View

3 500 debonded

req'd

As

75 50 7550

100

50

2@

50

100

275

650

275

500 37 500

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

BY:


REVISIONS

BYDATE

DESIGN

DETAILS

SHEET No.

SITE No.

SCALE:

BY:

CHECKED:

BY:

CHECKED:

DATE

DESCRIPTION



Infrastructure


A

A B

B

Scale 1 : 5

or as shown

C

C

D

D

| |

|

|

|

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

125125

4545

250 125125

809080

60

110

60

125125

4545

250

50

100

9090 4545

9090

125125

50

50

125475475125

3 3

1 200

75

75

45°

50

45

40

5°

4545

150150

300

5050

125125

45°

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

SECTION E-E END VIEW

PLAN

SIDE VIEW ELEVATION

SECTION A-A SECTION D-DSECTION C-CSECTION B-B

FRONT VIEW REAR VIEWREAR VIEWFRONT VIEW

PLAN VIEW

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:

BY:


REVISIONS

BYDATE

DESIGN

DETAILS

SHEET No.

SITE No.

SCALE:

BY:

CHECKED:

BY:

CHECKED:

DATE

DESCRIPTION



Infrastructure


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 4 8 3245 4 0801001_G1 BENT

1 500

1 080

1 500

G1 4 10 4045 3 6501002_G1 BENT

140 140

600

600

440

240

1 100

440

240

R= R=

G1 4 8 3245 2 9501003_G1 BENT

100

740

570

760

540

150320

630

G1 4 4 161 0001004_G1 STR

G1 4 41 16465 2 4401501_G1 BENT

1 000

570

150

G1 4 8 3210 3001502_G1 STR

G1 4 12 481 1001503_G1 STR

G2 12 8 9645 4 0801001_G2 BENT

1 500

1 080

1 500

G2 12 10 12045 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 12 8 9645 2 9501003_G2 BENT

100

740

570

760

540

150320

630

G2 12 4 481 0001004_G2 STR

G2 12 41 49265 2 4401501_G2 BENT

1 000

570

150

G2 12 8 9610 3001502_G2 STR

G2 12 12 1441 1001503_G2 STR

B.A.N.

K.P.

3 660



4.94

4.93

G5

3 660

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 - gov.mb.ca · plans of proposed location roadway width...

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