of proposed p.p.c.c. bridge over - manitoba · aashto lrfd "hl-93" loading 1. modified...

21
PLANS OF PROPOSED LOCATION ROADWAY WIDTH SUBSTRUCTURE SUPERSTRUCTURE LENGTH SHEET LEGEND P.P.C.C. BRIDGE OVER MAP HERE PLACE LOCATION ON R.M. OF IN 12 000 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 DETAILS G5. PRECAST PRESTRESSED CHANNEL GIRDER DETAILS G4. PRECAST PRESTRESSED CHANNEL GIRDER DETAILS G3. PRECAST PRESTRESSED CHANNEL GIRDER DETAILS G2. PRECAST PRESTRESSED CHANNEL GIRDER DETAILS G1. PRECAST PANEL DETAILS P2. PRECAST PANEL DETAILS P1. RAILPOST DETAILS 14. RAILING DETAILS 13. RAILING LAYOUT AND DETAILS 12. BEARING AND ERECTION DETAILS 11. STEEL PILE CAP DETAILS 10. STEEL PILE CAP DETAILS 9. ASSEMBLY DETAILS 8. ASSEMBLY DETAILS 7. ASSEMBLY DETAILS 6. EROSION CONTROL DETAILS 5. SITE AND EROSION CONTROL DETAILS 4. BORING LOGS 3. GENERAL ELEVATION 2. COVER SHEET 1. 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 = Ë/sec Q FACTORED BEARING RESISTANCE 668 kN 597 kN MAXIMUM FACTORED LOAD INTERMEDIATE PILE BENTS END 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 350W 2. All Structural Steel shall conform to CAN/CSA G40.21-M92 Grade 300W 1. 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 MPa 2. f'ci = 35 MPa f'c = 45 MPa PRECAST PRESTRESSED CONCRETE CHANNEL GIRDERS - 1. CSA A23.1, Exposure Class C-1 Air content category 1 AASHTO LRFD "HL-93" Loading 2. Modified AASHTO HSS-25 Truck 1. 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

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Page 1: OF PROPOSED P.P.C.C. BRIDGE OVER - Manitoba · AASHTO LRFD "HL-93" Loading 1. Modified AASHTO HSS-25 Truck AASHTO LRFD Bridge Design Specifications, First Edition, 1994 plus 1996/97

PLANSOF PROPOSED

LOCATION

ROADWAY WIDTH

SUBSTRUCTURE

SUPERSTRUCTURE

LENGTH SHEET LEGEND

P.P.C.C. BRIDGE OVER

MAP HERE

PLACE LOCATION

ON

R.M. OF

IN

12 000 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 PRESTRESSED CHANNEL GIRDER DETAILSG4.

PRECAST PRESTRESSED CHANNEL GIRDER DETAILSG3.

PRECAST PRESTRESSED CHANNEL GIRDER DETAILSG2.

PRECAST PRESTRESSED CHANNEL GIRDER DETAILSG1.

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

= Ë/secQ

FACTORED BEARING RESISTANCE

668 kN597 kNMAXIMUM FACTORED LOAD

INTERMEDIATE PILE BENTSEND 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

f'c = 45 MPaPRECAST 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

Page 2: OF PROPOSED P.P.C.C. BRIDGE OVER - Manitoba · AASHTO LRFD "HL-93" Loading 1. Modified AASHTO HSS-25 Truck AASHTO LRFD Bridge Design Specifications, First Edition, 1994 plus 1996/97

11 88011 880

Piles

of

|

2 500 1 560 2 5001 560

2 500 1 560 2 5001 560

Piles

of

|

6 000 6 000

12 000

1 : 75

or as shown

2

GENERAL ELEVATION

38

Asphalt overlay

SU.1 SU.2

Scale 1:50

SU.3

Batter

1 : 8

4 Spaces

@ 1 500 = 6 000

3:1 3:17 700

7 700

830

3 Spaces

@ 2 10

0 = 6 300

3 Spaces

@ 2 10

0 = 6 300

830

830

3 Spaces

@ 2 10

0 = 6 300

3 Spaces

@ 2 10

0 = 6 300

830

10 girders @ 1 200 = 12 000

24 368 out to out of precast backwall panels

250 x 85

Steel H-piles

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

250 x 85

Steel H-piles

250 x 85

Steel H-piles

2% or m

ore 2% or m

ore

2% or more 2%

or m

ore

ELEVATION

PLAN

CROSS SECTION

concrete channel girders

650 deep precast prestressed

1 %

1 %

1 %

1 %

Roadway

of

|

Batter

1 : 8

2% 2%

of ste

el c

ap channel

Dim

ensio

ns alo

ng |

900

4 Spaces

@ 1 500 = 6 000

158

Final pavement Elev. varies

FLO

W

located on Sheet 4 (typ.)

see "ABUTMENT DRAINAGE END TREATMENT"

CSP to meet side slopes

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

mElev.

Pile cut-off

mElev.

Pile cut-off

mElev.

Pile cut-off

m long

HP 250 x 85,

Steel piles

m long

HP 310 x 110,

Steel piles

m long

HP 310 x 110,

Steel piles

mElev. =

Proposed channel base

m long

HP 310 x 110,

Steel piles m long

HP 250 x 85,

Steel piles

@ | of roadway

mElev.

Final proposed pavement

@ | of roadway

mElev.

Final pavement

@ | of roadway

mElev.

Final proposed pavement

NORTH OR WEST SOUTH OR EAST

Sta. __+__.___

Bridge

of

|

P.R.

No. ___

Road

way

of

|

Piles

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

200

200

Max.

1 000

max.

Granular backfill

Asphalt overlayPrecast panel

600

1 : 1

Scale 1:30

Typical at Su.1

SECTION A-A

AA

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

EXECUTIVE DIRECTOR OF STRUCTURES

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 :

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

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.

Page 3: OF PROPOSED P.P.C.C. BRIDGE OVER - Manitoba · AASHTO LRFD "HL-93" Loading 1. Modified AASHTO HSS-25 Truck AASHTO LRFD Bridge Design Specifications, First Edition, 1994 plus 1996/97

BORING LOGS

or as shown

1 : 100 3HERE

ELECTRONIC SEAL

PLACE ENGINEERS

P.R.

No. ___

Road

way

of

|

Sta. __+__.___

Bridge

of

|

SU.1 SU.2 SU.3

PLANShowing Bore Hole locations

NORTH OR WEST SOUTH OR EAST

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

EXECUTIVE DIRECTOR OF STRUCTURES

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

Page 4: OF PROPOSED P.P.C.C. BRIDGE OVER - Manitoba · AASHTO LRFD "HL-93" Loading 1. Modified AASHTO HSS-25 Truck AASHTO LRFD Bridge Design Specifications, First Edition, 1994 plus 1996/97

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

EXECUTIVE DIRECTOR OF STRUCTURES

500

Geotextile

Geotextile

EDGE TREATMENT

OVERLAPPING DETAILS

FLOW

RIP RAP DETAILS

300

600

45°

Not To Scale

Class rip rap

thick

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

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

|

Piles

of

|

Scale 1:75

ELEVATION

4

Piles

of

|

PLANExisting detour not shown for clarity

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

Elev. ___.___ m

Sta. __+__.___ m

3:1

level = ___.___ m

summer high water

Average annual

Elev. ___.___ m

of channel

Proposed bottom

Rip rap

Elev. ___.___ m

Sta. __+__.___ m

Sta. __+__.___

Bridge

of

|

Piles

of

|

Piles

of

|Piles

of

|

Sta. __+__.___

Bridge

of

|

of rip rap

Approx. limits

1%1%1% 1%

NORTH OR WEST SOUTH OR EAST

P.R.

No. ___

Road

way

of

|

1.6

mm thick c/

w filter sock (grade as sho

wn)

200 ! Invert

perforate

d CSP, galvanized

7 700

7 700

Page 5: OF PROPOSED P.P.C.C. BRIDGE OVER - Manitoba · AASHTO LRFD "HL-93" Loading 1. Modified AASHTO HSS-25 Truck AASHTO LRFD Bridge Design Specifications, First Edition, 1994 plus 1996/97

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

EXECUTIVE DIRECTOR OF STRUCTURES

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

(See Stapling Detail)

Staples

(See Stapling Detail)

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

or as shown

5HERE

ELECTRONIC SEAL

PLACE ENGINEERS

Page 6: OF PROPOSED P.P.C.C. BRIDGE OVER - Manitoba · AASHTO LRFD "HL-93" Loading 1. Modified AASHTO HSS-25 Truck AASHTO LRFD Bridge Design Specifications, First Edition, 1994 plus 1996/97

or as shown

ASSEMBLY DETAILS

1 : 40

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"

Mk. "N1"

Precast panel

Mk. "N2"

Precast panel

12 000 long

P.P.C.C. girder Asphalt overlay

Mk. "TR1"

Threaded rod

Plate

Mk. "S3"

of

|

A

Bridge railing not shown for clarity

Bridge railing not shown for clarity

Mk. "N1"

Precast panel

Mk. "TR2"

Threaded rod

A

Mk. "N4"

Precast panel

Mk. "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"

Filler plate Mk. "S4"

Min.

50

Filler plate Mk. "S4"

Mk. "N4" or N4a"

Precast panel

Roadway

of

|

Roadway

of

|

Roadway

of

|

Intermediate bent

of

|

Mk. "TR1"

Threaded rods 16 Flexcell

1

8

Edge screed Asphalt overlay Edge screed

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

12 000 long

P.P.C.C. girder,

Roadway

of

|

38

6 000 6 000

Out to out of girders = 12 000

38

Mk. "N1a"

Precast panel

6 000 6 000

Out to out of girders = 12 000

38

10

Mk. "P1"

Steel plate

Mk. "P1a"

Steel plate

Mk. "P1a"

Steel plate

Mk. "P1"

Steel plateMk. "P2"

Steel plate

Mk. "P1"

Steel plateMk. "P1a"

Steel plate

Mk. "P3"

Steel channel

Mk. "P3"

Steel channel

spaced @ 300±

Anchors for elastomeric sheet

SECTION A-A DETAIL "A"

CROSS SECTION AT INTERMEDIATE PILE BENT

PART PLAN

FRONT VIEW AT ABUTMENT

REAR VIEW AT ABUTMENT

spaced @ 300±

Anchors for elastomeric sheet

spaced @ 300±

Anchors for elastomeric sheet

spaced @ 300±

Anchors for elastomeric sheet

Asphalt and bridge railing not shown for clarity

Showing abutment SU.1 and pile bent SU.2

Mk. "TR3" (typ.)

Threaded rod

(typ.)

650

Threaded rod "TR3" (typ.) Plate Mk. "S3" (typ.)

Mk. "A1" (typ.)

Washer

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

Mk."R36" (typ.)

A325 bolt assembly

Mk."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

Elastomeric sheet

3 thick x 300 wide

Elastomeric sheet as required

3 thick x 300 wide

Mk. "N2"

Precast panel

6

1

8

158

Mk. "P2a"

Steel plate

Mk. "P2a"

Steel plateMk. "P2"

Steel plate

Mk. "P4" or "P4a"

Steel channel

(typ.)

Cross bracing

Mk. "N2"

Precast panel

Mk. "N2"

Precast panel

Mk. "N2"

Precast panel

158

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

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

EXECUTIVE DIRECTOR OF STRUCTURES

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:

Page 7: OF PROPOSED P.P.C.C. BRIDGE OVER - Manitoba · AASHTO LRFD "HL-93" Loading 1. Modified AASHTO HSS-25 Truck AASHTO LRFD Bridge Design Specifications, First Edition, 1994 plus 1996/97

Mk. "N1" or "N1a"

Precast panel

12 000 long

PP.C.C. girder,

Mk. "N4" or "N4a"

Precast panel

Angle Mk. "S1"

Bolt Mk. "R36"

1 12

5

Plate

Mk. "S3"

of

|

Bridge railing not shown for clarity

Scale 1:10

precast panels

10 between 150

Mk. "N1"

Precast panel

Mk. "N4"

Precast panel

Washers Mk. "A2"

Bolts Mk. "R34"

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

Scale 1:10

CROSS SECTION ELEVATION

Asphalt overlay

16 flexcell

after erection

to be filled with grout

Unused dowel holes13 mastic

Mk. "TR1"

Threaded rod

Grout

25

Elastomeric bearing

12 000 long

P.P.C.C girders

Bracket Mk. "S2"

Grout

Mk. "N2"

Precast panel

Mk. "N2"

Precast panel

Steel plate

Mk. "P1" or "P1a"

Steel plate

Mk. "P3"

Steel channel

spaced @ 300±

Anchors for elastomeric sheet

spaced @ 300±

elastomeric sheet

Anchors for

spaced @ 300±

elastomeric sheet

Anchors for

holes in channel

field drill 18 !

Bolts Mk. "R36"

with grout after erection

Dowel holes to be filled

PART SIDE ELEVATION

DETAIL OF LATERAL CONNECTION ANGLE

DETAILS AT INTERMEDIATE BENT

SECTION AT ABUTMENT

SECTION B-B

DETAIL "B"

with grout after erection

Dowel holes to be filled

perforated CSP

200 ! invert

Mk. "TR3" (typ.)

Threaded rod

25 (typ.)

(two bolts for each connection)

A325 bolt assembly Mk. "R1"

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 assembly

Mk."R36"

A325 bolt assembly

DETAIL "C" DETAIL "C"

hot poured joint sealant (typ.)

Rout and seal with approved

Joint

of

|

3 mm wide sawcut

DETAIL "C"Scale 1 : 1

12

20

25 Top of ashpalt

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

washer Mk. "W1"

Structural flat

elastomeric sheet

3 thick x 300 wide

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"

continuous under precast

masonry pad

3 x 150 wide elastomeric

joint sealant (non-structural)

Impregnated expanding

13 x 40

Plain elastomeric pad

10 x 100

joint sealant (structural)

Impregnated expanding

16 x 60

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

NOTE:

7

Mk. "P2" or "P2a"

Steel plate

Mk. "P4" or "P4a"

Steel channel

Plate Mk. "S3" (typ.)

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

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

EXECUTIVE DIRECTOR OF STRUCTURES

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:

Page 8: OF PROPOSED P.P.C.C. BRIDGE OVER - Manitoba · AASHTO LRFD "HL-93" Loading 1. Modified AASHTO HSS-25 Truck AASHTO LRFD Bridge Design Specifications, First Edition, 1994 plus 1996/97

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 : 30

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

8

8

Mk. "CB1"

Cross braces Channel

of|

Channel

of|

Channel

of|

Channel

of|

Steel Channels

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 SECTIONScale 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

Steel plate and channel not shown for clariy

Showing SU.2 ice breaker

INTERMEDIATE PILE BENT SU.2

Bridge superstructure not shown for clarity

Showing cross bracing and ice breaker at intermediate pile bent SU.2

groundline

Proposed

Pileof

|

Steel Plate

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

Mk. "IP2"

Plate

Mk. "IP2"

Plate

Mk. "IP1"

Plate

fitted stiffeners

100 x 13

fitted stiffeners

100 x 13

all four corners (typ.)

10 mm return

Typical for all cross bracing

CROSS BRACE DETAILS.

flanges as shown in

with outer piles. Chamfer

to be field cut flush

Cross brace channels

Varies - Depends on site groundlin

e

Varie

s - Depends on site gro

undline

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

SHOULD

BE C

HANGED

TO YOUR

SPECIFI

C SIT

E

ICE B

REAKE

R &

CROSS

BRACING

DIMENS

IONS

Varie

s

Varie

s

Mk. "IU1"

Ice breaker unit

Mk. "IU1"

Ice breaker unit

Mk. "IU1"

Ice breaker unit

Mk. "IU1"

Ice breaker unit

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

EXECUTIVE DIRECTOR OF STRUCTURES

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,

Page 9: OF PROPOSED P.P.C.C. BRIDGE OVER - Manitoba · AASHTO LRFD "HL-93" Loading 1. Modified AASHTO HSS-25 Truck AASHTO LRFD Bridge Design Specifications, First Edition, 1994 plus 1996/97

PLAN

1 200

25 ! erection hole

275

1 200

25 ! erection hole

100100

10 ! Nelson studs

18 ! holes11 Spaces @ 600 = 6 600

7 000

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

75

75

152

CROSS SECTION

45

45

C310 x 45

FOR INTERMEDIATE PILE BENTS

PLAN

1 200

25 ! erection hole

250

1 200

25 ! erection hole

10 ! Nelson studs

18 ! holes

6 600

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

13 800

6 600 7 200

75

75

75

152

ELEVATION

75

1

8

75

1

8

Scale 1:10

CROSS SECTION

45

Scale 1:5

100100100100

C310 x 45

Scale 1 : 20

or as shown

Scale 1:5

STEEL PILE CAP DETAILS

100

14 000

7 000 7 000

11 Spaces @ 600 = 6 600 11 Spaces @ 600 = 6 600

2 100 2 100 2 100 2 100 2 100 2 100

400 800 400 800 400 800 400 800 400 400

600 800 400 800 400 800 400 800 400 800 100

400 800 400 800 400 800 400 800 400 400

600 800 400 800 400 800 400 800 400 800

STEEL CHANNEL MK "P3"

STEEL PLATE MK "P1" & "P1a"

9

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

|

Pile

of

|

Pile

of

|

Pile & Roadway

of

|

Pile

of

|

Pile

of

|

Pile

of

|

Pile

of

|

Pile

of

|Pile

of

|

Pileof

|

Channel

of

|

Pile

of

|

drilled (typ.)

24 ! holes, field

Pile & Roadway

of

|

1 500 1 500 1 500 1 500 1 500 1 500 1 500 1 500 900

10 ! x 19 long (typ.)

no thread stud

Nelson Type NBL10 ! x 19 long (typ.)

no thread studs

Nelson Type NBL

Pile

of

|

PLAN

1 200

250

1 200

25 ! erection hole

10 ! Nelson studs

18 ! holes

7 200

199

199

500

18 ! hole (typ.)

CROSS SECTION

250250

250

250

215215

199199

PL 32 x 500

Scale 1:5

100

400800400800400800400800400400

10 ! x 19 long (typ.)

no thread stud

Nelson Type NBL10 ! x 19 long (typ.)

no thread studs

Nelson Type NBL

STEEL CHANNEL MK "P4" & "P4a"

Roadway

of

|

25 ! erection hole

Roadway

of

|

STEEL PLATE MK "P2a"

STEEL PLATE MK "P2"

9 Spaces @ 100 = 900400800400800400800400800400800100

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

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:

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

EXECUTIVE DIRECTOR OF STRUCTURES

Page 10: OF PROPOSED P.P.C.C. BRIDGE OVER - Manitoba · AASHTO LRFD "HL-93" Loading 1. Modified AASHTO HSS-25 Truck AASHTO LRFD Bridge Design Specifications, First Edition, 1994 plus 1996/97

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

EXECUTIVE DIRECTOR OF STRUCTURES

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

130

60

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

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

BRACKET Mk. "S2"

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

10

Angle 203 x 203 x 13

SIDE ELEVATION END VIEWScale 1:10

END VIEW

ELEVATION

PLAN

Scale 1:10

DETAIL "A" DETAIL "A"

DETAIL "A"Scale 1:5

Scale 1:10

40

40

CB1

CB2

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

100 x 13 fitted stiffeners

6

Scale 1:10

Scale 1:10

50 50

C200 x 21

13

100

CROSS BRACES Mk. "CB1" & "CB2"

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

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"

Page 11: OF PROPOSED P.P.C.C. BRIDGE OVER - Manitoba · AASHTO LRFD "HL-93" Loading 1. Modified AASHTO HSS-25 Truck AASHTO LRFD Bridge Design Specifications, First Edition, 1994 plus 1996/97

- 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:

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

EXECUTIVE DIRECTOR OF STRUCTURES21 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 :

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

80

Hex. nut

13 thick mastic filler

Grout

hole in girder

50 ! precast

girder & steel plate

No grout between

300

600

75 15

0

36

36

30

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

100

8 8

100

Girder

of

|

1 200

1 200

1 200

1 200

1 200

1 200

1 200

1 200

1 200

Girder

of

|

600

600

PLAN

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

joint sealant (structural)

Impregnated expanding

26 x 60

16 flexcell

Grout

joint sealant (structural)

Impregnated expanding

16 x 60

End of girder End of girder

Bearing

Elastomeric

Bearing

Elastomeric

Bearing

Elastomeric

structural lock washer

Standard flat washer &

Hex. nut

structural lock washer

Standard flat washer &Hex. nut

bearing (typ.)

Elastomeric

Scale 1:5

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

Scale 1:5

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

11

Bearing

of

|

Pile

of

|

28

Scale 1:2

PLANScale 1:10

PART CROSS SECTION

ELASTOMERIC BEARINGS

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

Bridge & Pile Bent

of

|

Bridge & Pile Bent

of

|

FL

OW

HERE

ELECTRONIC SEAL

PLACE ENGINEERS

5 (typ.)

NORTH OR WEST SOUTH OR EAST

Threaded rod Mk."TR1"

Steel plate Steel plate

Page 12: OF PROPOSED P.P.C.C. BRIDGE OVER - Manitoba · AASHTO LRFD "HL-93" Loading 1. Modified AASHTO HSS-25 Truck AASHTO LRFD Bridge Design Specifications, First Edition, 1994 plus 1996/97

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:

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

EXECUTIVE DIRECTOR OF STRUCTURES

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

Approach guardrailing

timber post

Approach guardrailing

thrie beam

Approach guardrailing

& 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"

Edge screed retainer

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"

Edge screed retainer

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

Page 13: OF PROPOSED P.P.C.C. BRIDGE OVER - Manitoba · AASHTO LRFD "HL-93" Loading 1. Modified AASHTO HSS-25 Truck AASHTO LRFD Bridge Design Specifications, First Edition, 1994 plus 1996/97

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

EXECUTIVE DIRECTOR OF STRUCTURES

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

250

103

40

236

268

4545

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

30

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"

103

50

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"

103

50

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

Page 14: OF PROPOSED P.P.C.C. BRIDGE OVER - Manitoba · AASHTO LRFD "HL-93" Loading 1. Modified AASHTO HSS-25 Truck AASHTO LRFD Bridge Design Specifications, First Edition, 1994 plus 1996/97

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

EXECUTIVE DIRECTOR OF STRUCTURES

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

AA

200 long

Plate 8 x 138,

15 ! hole (typ.)

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:

102

12

252

R=25

80

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

Page 15: OF PROPOSED P.P.C.C. BRIDGE OVER - Manitoba · AASHTO LRFD "HL-93" Loading 1. Modified AASHTO HSS-25 Truck AASHTO LRFD Bridge Design Specifications, First Edition, 1994 plus 1996/97

PLAN

EXTERIOR ELEVATION

Exterior face

|

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

6 000 6 000

12 000

AA

225

225

1 200

100

1 800 1 800

3 6003 6003 600

100

PLAN

DETAIL "A"

6 000 6 000

12 000

1 800 1 800

3 6003 6003 600

A

225

225

1 200

100

A

100

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

50

50

50

50

650

50

50

30 150 150 30

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

ELEVATION SECTION D-D

unit Mk. "U1"

Railpost anchor

unit Mk. "U1"

Railpost anchor

25

Vertical face

unit Mk. "U2"

Railpost anchor

Lateral connection

of

|

9090

150150

concrete

Blockout in

120

90concrete

Blockout in

connection angle

Lateral

D

D

connection angle

Lateral

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

3030

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

EXTERIOR GIRDER MK. "G1"

GIRDER CONCRETE DETAILS

Scale 1:5

DETAIL "A"

SECTION A-A SECTION B-B END VIEW

Scale 1:15

Typical at both ends of girders

C. to c. of lateral connections

C. to c. of lateral connections

INTERIOR GIRDER MK. "G2"

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

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

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

DETAIL "B"

Mk. "S7"

Girder end angleMk. "S7"

Girder end angle

Mk. "S7"

Girder end angleMk. "S7"

Girder end angle

4 900 4 900

4 900 4 900

Girder

of

|

Girder

of

|

Girder

of

|

Chamfer all edges

90°

G1HERE

ELECTRONIC SEAL

PLACE ENGINEERS

20 chamfer (typ.)

20 chamfer (typ.)

20 chamfer (typ.)

typ.

top edges only,

6 mm radius

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

EXECUTIVE DIRECTOR OF STRUCTURES

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

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

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

Page 16: OF PROPOSED P.P.C.C. BRIDGE OVER - Manitoba · AASHTO LRFD "HL-93" Loading 1. Modified AASHTO HSS-25 Truck AASHTO LRFD Bridge Design Specifications, First Edition, 1994 plus 1996/97

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@

50

100

PART PLANScale 1:5

275

650

275

E

500

E

37 500

End of girder

0.8 %

bottom of girder

Recessed area in

SECTION E-E

PRECAST PRESTRESSED CHANNEL GIRDER DETAILS

BEARING RECESS DETAILS

GIRDER STRAND LAYOUT

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

Bottom of girder

Low Relaxation straight strands

Typical layout of 20 - 13 !

G2HERE

ELECTRONIC SEAL

PLACE ENGINEERS

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

EXECUTIVE DIRECTOR OF STRUCTURES

Page 17: OF PROPOSED P.P.C.C. BRIDGE OVER - Manitoba · AASHTO LRFD "HL-93" Loading 1. Modified AASHTO HSS-25 Truck AASHTO LRFD Bridge Design Specifications, First Edition, 1994 plus 1996/97

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

3 3

1 200

75

75

45°

50

45

40

|

|

4545

150150

300

5050

125125

|

45°E

E

PRECAST PRESTRESSED CHANNEL GIRDER DETAILS

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

LATERAL CONNECTION ANGLE MK. "LC1"

GIRDER END ANGLE MK. "S7"

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

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

headed stud anchor (typ.)

19 ! x 200 long

headed stud anchor (typ.)

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

headed stud anchor (typ.)

19 ! x 150 long

headed stud anchor (typ.)

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

headed stud anchor (typ.)

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

G3HERE

ELECTRONIC SEAL

PLACE ENGINEERS

SECTION E-E END VIEW

PLAN

SIDE VIEW ELEVATION

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

REAR VIEWFRONT VIEWREAR VIEWFRONT VIEW

PLAN VIEW

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

EXECUTIVE DIRECTOR OF STRUCTURES

Page 18: OF PROPOSED P.P.C.C. BRIDGE OVER - Manitoba · AASHTO LRFD "HL-93" Loading 1. Modified AASHTO HSS-25 Truck AASHTO LRFD Bridge Design Specifications, First Edition, 1994 plus 1996/97

Scale 1 : 20

or as shown

B.A.N.

K.P.

HEREELECTRONIC SEALPLACE ENGINEERS

PRECAST PRESTRESSED CHANNEL GIRDER DETAILS

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:

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

EXECUTIVE DIRECTOR OF STRUCTURES

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:

Page 19: OF PROPOSED P.P.C.C. BRIDGE OVER - Manitoba · AASHTO LRFD "HL-93" Loading 1. Modified AASHTO HSS-25 Truck AASHTO LRFD Bridge Design Specifications, First Edition, 1994 plus 1996/97

B.A.N.

K.P.

HEREELECTRONIC SEALPLACE ENGINEERS

PRECAST PRESTRESSED CHANNEL GIRDER DETAILS

4.94

4.93

G5

3 660

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 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 4 321 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 16 8 12845 4 0801001_G2 BENT

1 500

1 080

1 500

G2 16 10 16045 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

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

G2 16 8 12845 2 9501003_G2 BENT

100

740

570

760

540

150320

630

G2 16 4 1281 0001004_G2 STR

G2 16 41 65665 2 4401501_G2 BENT

1 000

570

150

G2 16 8 12810 3001502_G2 STR

G2 16 12 1921 1001503_G2 STR

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

EXECUTIVE DIRECTOR OF STRUCTURES

Page 20: OF PROPOSED P.P.C.C. BRIDGE OVER - Manitoba · AASHTO LRFD "HL-93" Loading 1. Modified AASHTO HSS-25 Truck AASHTO LRFD Bridge Design Specifications, First Edition, 1994 plus 1996/97

1 : 25K.P.

B.A.N.

or as shown

150

7 000

700

5954 Spaces @ 1 200 = 4 800

75 ! holes

22 Spaces @ 300 = 6 600200

150

400

150

3@18

0=540

Rear fa

ce

320

80

80

100100

90

70

125 70

125

90

265

3 Spaces

@ 280 = 840

26021 Spaces @ 300 = 6 300260

Rear fa

ce

265

3 Spaces

@ 280 = 840

5 000

150

2 000

1 300

16 Spaces @ 300 = 4 800

6 Spaces

@ 260 = 1 560

245

885

6 Spaces

@ 260 = 1 560

245

Rear fa

ce

70

125

100

125

70

face

Formed

Formed fa

ce

Formed fa

ce

HEREELECTRONIC SEALPLACE ENGINEERS

PRECAST PANEL DETAILS

P1

DETAIL "A"

TOP VIEW

formed and rear face

Chamfer this edge only

lifting devices (typ.)

and installation of adequate

responsible for the supply

The panel fabricator shall be

| of bridge

Edge from

75! holes

of

|

face

Formed/Exposed

lifting devices (typ.)

and installation of adequate

responsible for the supply

The panel fabricator shall be

face

Formed/Exposed

TYPICAL SECTION

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

PRECAST PANEL Mk."N1" & "N1a"

ELEVATION

TOP VIEW

lifting devices (typ.)

and installation of adequate

responsible for the supply

The panel fabricator shall be

PRECAST PANEL Mk. "N2"

ELEVATION

face

Formed/Exposed

TYPICAL SECTION

DETAIL "A"

Rear face

TOP VIEW

DETAIL "A"

lifting devices (typ.)

and installation of adequate

responsible for the supply

The panel fabricator shall be

Formed face

ELEVATION

PRECAST PANEL Mk. "N4" & "N4a"

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

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

Insert

Mk. "Q5"

of

|

1501_

N1

Bars

Mk.

Bars Mk. 1502_N1

Bars

Mk. 15

01_

N2

Bars Mk. 1502_N2

Bars

Mk. 15

01_

N2

Bars

Mk. 15

01_

N4

Bars Mk. 1502_N4

Bars

Mk. 15

01_

N4

1501_

N1

Bars

Mk.

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

EXECUTIVE DIRECTOR OF STRUCTURES

1501_N1

ELEVATION

1502_N1

1501_N1

TYPICAL SECTION

1502_N1

7 000

150

1501_N2

1502_N2

1501_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

Page 21: OF PROPOSED P.P.C.C. BRIDGE OVER - Manitoba · AASHTO LRFD "HL-93" Loading 1. Modified AASHTO HSS-25 Truck AASHTO LRFD Bridge Design Specifications, First Edition, 1994 plus 1996/97

MARK TYPE LENGTH

BENDING DIAGRAMDIAMETER

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 - 12 000 Roadway Width

N1 2 6 126 9001501_N1 STR

N1 2 24 486001502_N1 STR

N1a 2 6 126 9001501_N1a STR

N1a 2 24 486001502_N1a STR

N2 4 10 406 9001501_N2 STR

N2 4 24 961 2001502_N2 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

1659.80

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

EXECUTIVE DIRECTOR OF STRUCTURES

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

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

150

7575

50 50

or as shown

HEREELECTRONIC SEALPLACE ENGINEERS

PRECAST PANEL DETAILS

DETAIL "A"

INSERT Mk. "Q5"

lifting devices

and installation of adequate

responsible for the supply

The panel fabricator shall be

Lifting Device

of

|

Precast

Panel

of

|

P2

50

50