BRIDGE MATERIALS / BRIDGE GIRDERS / BRIDGE …files.armtec.com/Downloads/Categories/Bridge-Materials/Bridge... · Various girder types NU, trapezoidal, single box, Saskatchewan SlC,

_ARMTEC.COM

BRIDGE MATERIALS / BRIDGE GIRDERS /

BRIDGE GIRDERS TECHNICAL GUIDE

PRECAST CONCRETE GIRDERS AND BEAMS DESIGNED TO SUPPORT BRIDGE DECKSAND TRAFFIC LOADS

Proven strength

In-house engineering

Readily available

Various girder types

REGIONal SPECIFICaTIONS / aB / MB / SK

_BRIDGE GIRDERS

2

Proven strengthDurable, cost effective and easy to maintain

In-house engineering and installationable to meet unique aesthetic, schedule, span and load requirements

Readily availableManufactured year-round in controlled conditions

Various girder types NU, trapezoidal, single box, Saskatchewan SlC, Sl and SlW available

TYPICAL APPLICATIONS

•Road bridges•Pedestrian bridges•Rail bridges

NOTE

For girder details applicable to regions outside of armtec’s Prairie Region, refer to the appropriate Bridge Girders Technical Guide

Armtec is a major manufacturer of precast prestressed concrete girders designed to support bridge decks and traffic loads. The durability, cost effectiveness and low maintenance of precast concrete, have made it the dominant structural material for short to medium span bridges.

Armtec girders are manufactured under controlled factory conditions. While prestressed beams are designed for single-span applications, some girders can be post-tensioned to form continuous spans.

_

CALGARY, AB - MCKNIGHT FLYOVER AT 36TH STREET

CALGARY, AB - FOOTHILLS CONNECTOR AT 16TH AVENUE

_BRIDGE GIRDERS

3

ConcreteThe high level of prestressing will normally require the use of high strength concrete. The span capability diagrams were developed using a 28-day concrete strength of ƒ'c=70MPa. The unit weight of concrete was assumed to be 2,450kg/m³. The concrete may contain silica fume with air entrainment of 5% to 8%.

The modulus of elasticity of concrete was calculated using the formula:

The minimum release strength assumed was 45MPa. Where there are two dashed lines in the charts, they represent limits for 45MPa and 50MPa release strength. any point on a chart above the 45MPa line indicates a situation where the release strength has to be higher than 45MPa due to handling stress limitations. This situation would require special mix designs which may increase the cost.

The concrete deck 28-day strength was assumed to be 45MPa.



_

NU GIRDERS

EDMONTON, AB - SOUTH LRT OVER WHITEMUD DRIVE

MATERIAL PROPERTIES

_BRIDGE GIRDERS

4

Lane Loada uniformly distributed load of 9kN/m, that is 3.0m wide as a lane load, superimposed with a Cl 800 truck, with each axle reduced to 80%

Truck Loada Cl 800 truck load, including a 25% dynamic load allowance

Dead LoadsDead loads considered to act on the untopped section are:

•Girder self weight•75mm thick haunch•225mm thick deck•Cross bracing (0.5kN/m per girder)

Superimposed Dead LoadsDead loads considered to act on the topped section are:

•90mm thick asphalt•Railing and curbs

(13kN/m total load per bridge)

Lanesa lane width of 3.3m, and the width of the bridge was calculated as:

•(# of lanes x lane Width) + 2 x 0.5m•Multi-lane reduction factor

(CaN/CSa-S6, Clause 3.8.4.2)

Prestress Lossesassumed average values of prestress losses:

•Initial losses = 8%•Final losses = 20%

Allowable Stresses

SERvICE

•Tension stresses at the bottom of the section at midspan are limited to

0.4 ƒ 'c•Compressive stress is not limited at

service, although the ratio c:dp is limited to 0.5

RElEaSE aND HaNDlING

•Tension stresses are limited to 0.5 ƒ 'ci (CaN/CSa-S6, Clause 8.8.4.6)

•Compressive stresses are limited to 0.6ƒ 'ci

SPAN CAPABILITY

DESIGN CRITERIA

Prestressing StrandThe prestressing strand is 15mm in diameter, uncoated, seven-wire, low relaxation strand, and meets the requirements of aSTM a416, with an area of 140mm².

The initial jacking force is 75% Apƒpu = 195kN

Girders with a Span to Depth Ratio >20 typically use up to an additional four 15mm strands in the top flange to control the lateral stability of the girder at handling and transportation. End stresses were not checked for all span conditions indicated in the charts. Stresses may be controlled by debonding and/or deflecting selected strands at the ends of the girders.

Post-TensioningNU Girders may be post-tensioned to form continuous beams. Reference should be made to CaN/CSa-S6.

For long span post-tensioned bridges, oiled strand (using approved corrosion inhibiting oil) may lead to decreased friction coefficients. Contact a local representative for more information about armtec’s experience constructing bridge beams with oiled post-tensioning strand.

The span capability charts were developed in accordance with the CaN/CSa-S6 Canadian Highway Bridge Design Code. Simple spans were assumed for all loads Calculations were done for interior girders.

_BRIDGE GIRDERS

5

DIMENSIONS AND SECTION PROPERTIES

2,800 x 185*

2,400 x 185*

1,260mm

185mm

1,010mm135m

m14

0m

m2,

415

mm

45m

m6

5mm

2,8

00

mm

1,260mm

185mm

1,010mm135m

m14

0m

m2,

015

mm

45m

m6

5mm

2,4

00

mm

A

Ix

Iy

yb

V/S

bw

w

γ

= 801.11 X 103mm2

= 814.84 X 109mm4

= 29.40 X 109mm4

= 1,297.6mm

= 88mm

= 185mm

= 18.86kN/m

= 2,450kg/m3

A

Ix

Iy

yb

V/S

bw

w

γ

= 727.11 X 103mm²

= 554.86 X 109mm4

= 29.19 X 109mm4

= 1,106mm

= 87mm

= 185mm

= 17.12kN/m

= 2,450kg/m³

NOTE

* (Girder depth) x (Web width)

** Based on 0.4 ƒ 'c allowable tension at midspan

*** Concrete release strength

_

32

36

40

44

48

52

56

60

64

68

72

40 45 50 55 60 65

Nu

mb

er o

f 15

mm

Dia

met

er S

tran

ds

Simple Span (m)

Span Capability Diagram**

Girder spacing (m)

1.26

1.5

2.03.03.5 2.5

32

36

40

44

48

52

56

60

64

68

72

40 45 50 55

Simple Span (m)


1.26

1.5

2.0

3.03.5

f 'ci*** = 45MPa

f 'ci*** = 50MPa

2.5Girder spacing (m)

Nu

mb

er o

f 15

mm

Dia

met

er S

tran

ds

_BRIDGE GIRDERS

6

20

24

28

32

36

40

44

48

52

56

60

25 30 35 40 45

Nu

mb

er o

f 15

mm

Dia

met

er S

tran

ds

Simple Span (m)


Girder spacing (m)

1.26

1.52.02.53.5

f'ci*** = 45 MPa

f'ci*** = 50 MPa

3.0

28

32

36

40

44

48

52

56

60

64

68

30 35 40 45 50

Nu

mb

er o

f 15

mm

Dia

met

er S

tran

ds

Simple Span (m)


Girder spacing (m)

1.26

1.5

2.0

2.53.5

f'ci*** = 45 MPa

f'ci*** = 50 MPa

3.0


2,000 x 185*

1,600 x 185*

1,260mm

185mm

1,010mm135m

m14

0m

m1,6

15m

m4

5mm

65m

m

2,0

00

mm

1,260mm

185mm

1,010mm135m

m14

0m

m1,2

15m

m4

5mm

65m

m

1,60

0m

m

A

Ix

Iy

yb

V/S

bw

w

γ

A

Ix

Iy

yb

V/S

bw

w

γ

= 579.11 X 103mm2

= 203.42 X 109mm4

= 28.77 X 109mm4

= 729.4mm

= 86mm

= 185mm

= 13.63kN/m

= 2,450kg/m3

= 653.11 X 103mm2

= 352.92 X 109mm4

= 28.98 X 109mm4

= 916.4mm

= 86mm

= 185mm

= 15.38kN/m

= 2,400kg/m3

NOTE




_BRIDGE GIRDERS

7

16

20

24

28

32

36

40

44

48

52

20 25 30 35 40

Nu

mb

er o

f 15

mm

Dia

met

er S

tran

ds

Simple Span (m)


Girder spacing (m)

1.26

1.52.02.53.0

f'ci*** = 45 MPa

f'ci*** = 50 MPa

3.5

1,200 x 185*

1,260mm

185mm

1,010mm135m

m14

0m

m8

15m

m4

5mm

65m

m

1,20

0m

m

A

Ix

Iy

yb

V/S

bw

w

γ

= 505.11 X 103mm2

= 99.28 X 109mm4

= 28.56 X 109mm4

= 546.2mm

= 85mm

= 185mm

= 11.89kN/m

= 2,450kg/m3

NOTE




_BRIDGE GIRDERS

8

CROSS-SECTION DETAIL

Reinforcing with Post-Tensioning near Midspan

SCALE: SCALE 1:15

��

SCALE: SCALE 1:15

��SCALE: SCALE 1:15

MW03

MW02

MW01

��

MES

H SP

ACIN

G =

75, 1

00, 1

50, 2

00, O

R 30

0M

D45,

MD6

5, O

R M

D103

1710

43 152 305 152 406(8)-MD45, MD65, OR MD103

152 305 152 43

195

920

80Ø PIN

603

SP.

@ 5

0=1

50

807 SP. @ 50

= 350 150 807 SP. @ 50

= 350

25 COV

35COV

15M EPOXY, BLACK, STAINLESS STEEL ORMMFX STIRRUP

(2)-10M CONT.EA. FACE

4 SP

.@

50

=600

45

280 150 200 200 150 280 (4)-15.2Ømm TOP STRANDS

(46)-15.2mmØ STRAIGHT STRAND MAX.

(26)

-15.2

mm

Ø

DEFL

ECTE

D ST

RAND

35 COV.

OUTWARD BENDFOR EPOXY BAR ONLY


85

2525

78 I.D./81 O.D. MAX.DUCT TYP.(MAX. 12 STRAND TENDON)

MES

H LA

P

1170

25 102 712(6)-MD45, MD65, OR MD103

102 25102102

MES

H SP

ACIN

G =

75, 1

00, 1

50, 2

00, O

R 30

0M

D45,

MD6

5, O

R M

D103

150

102102

445445

(2)-MD45

60Ø PIN

MD45MD65 ORMD103 x 890 LG.

MES

H SP

ACIN

G =

75, 1

00, 1

50, 2

00, O

R 30

0M

D45,

MD6

5, O

R M

D103

POST-TENSIONEDGIRDER OPTION

PRES

TRES

SED

ONL

YGI

RDER

OPT

ION

105 3 SP. @ 200 = 600 105

1010 (+0,-2)

150

PL. 22 x650 x1010C/W (20)-19Ø x125 LG. H.A.S. (10)-19Ø x75 LG. H.A.S.

20 x20 CHAMFERTYP.

220

20

100 100

650

100

4 SP

. @ 10

0 =

400

GUSSET PL 16mm THICKc/w 23Ø x 50 LG. SLOTc/w WEB PLATE 20MM THICK

3/4"Ø BOLT (VARIES)C/W (2)-STD. WASHERS(1)-STD. HEX. NUT(2)-PL. WASHERS 8 x50 x50

L. 102 x102 x7.9 (VARIES)c/w 23 x50 LG. SLOTTED HOLESTYP.

PL 16mm THICK

3/4"Ø TYLOOP INSERT (VARIES)EXTERIOR GIRDER

3/4Ø BOLT c/w (1)NUT(2)-WASHERS(2)-PL. WASHERS8 x 50 x 50

MW02

MW03

MW01

SCALE: SCALE 1:15

��

SCALE: SCALE 1:15


MW03

MW02

MW01

��

MES

H SP

ACIN

G =

75, 1

00, 1

50, 2

00, O

R 30

0M

D45,

MD6

5, O

R M

D103

1710

43 152 305 152 406(8)-MD45, MD65, OR MD103

152 305 152 43

195

920

80Ø PIN

603

SP.

@ 5

0=1

50

807 SP. @ 50

= 350 150 807 SP. @ 50

= 350

25 COV

35COV



4 SP

.@

50

=600

45280 150 200 200 150 280 (4)-15.2Ømm

TOP STRANDS


(26)

-15.2

mm

Ø

DEFL

ECTE

D ST

RAND

35 COV.



85

2525


MES

H LA

P

1170

25 102 712(6)-MD45, MD65, OR MD103

102 25102102

MES

H SP

ACIN

G =

75, 1

00, 1

50, 2

00, O

R 30

0M

D45,

MD6

5, O

R M

D103

150

102102

445445

(2)-MD45

60Ø PIN


MES

H SP

ACIN

G =

75, 1

00, 1

50, 2

00, O

R 30

0M

D45,

MD6

5, O

R M

D103


PRES

TRES

SED

ONL

YGI

RDER

OPT

ION

105 3 SP. @ 200 = 600 105

1010 (+0,-2)

150


20 x20 CHAMFERTYP.

220

20

100 100

650

100

4 SP

. @ 10

0 =

400




PL 16mm THICK



MW01

SCALE: SCALE 1:15

��

SCALE: SCALE 1:15


MW03

MW02

MW01

��

MES

H SP

ACIN

G =

75, 1

00, 1

50, 2

00, O

R 30

0M

D45,

MD6

5, O

R M

D103

1710

43 152 305 152 406(8)-MD45, MD65, OR MD103

152 305 152 43

195

920

80Ø PIN

603

SP.

@ 5

0=1

50

807 SP. @ 50

= 350 150 807 SP. @ 50

= 350

25 COV

35COV



4 SP

.@

50

=600

45

280 150 200 200 150 280 (4)-15.2Ømm TOP STRANDS


(26)

-15.2

mm

Ø

DEFL

ECTE

D ST

RAND

35 COV.



85

2525


MES

H LA

P

1170

25 102 712(6)-MD45, MD65, OR MD103

102 25102102

MES

H SP

ACIN

G =

75, 1

00, 1

50, 2

00, O

R 30

0M

D45,

MD6

5, O

R M

D103

150

102102

445445

(2)-MD45

60Ø PIN


MES

H SP

ACIN

G =

75, 1

00, 1

50, 2

00, O

R 30

0M

D45,

MD6

5, O

R M

D103


PRES

TRES

SED

ONL

YGI

RDER

OPT

ION

105 3 SP. @ 200 = 600 105

1010 (+0,-2)

150


20 x20 CHAMFERTYP.

220

20

100 100

650

100

4 SP

. @ 10

0 =

400




PL 16mm THICK



MW02

SCALE: SCALE 1:15

��

SCALE: SCALE 1:15


MW03

MW02

MW01

��

MES

H SP

ACIN

G =

75, 1

00, 1

50, 2

00, O

R 30

0M

D45,

MD6

5, O

R M

D103

1710

43 152 305 152 406(8)-MD45, MD65, OR MD103

152 305 152 43

195

920

80Ø PIN

603

SP.

@ 5

0=1

50

807 SP. @ 50

= 350 150 807 SP. @ 50

= 350

25 COV

35COV



4 SP

.@

50

=600

45

280 150 200 200 150 280 (4)-15.2Ømm TOP STRANDS


(26)

-15.2

mm

Ø

DEFL

ECTE

D ST

RAND

35 COV.



85

2525


MES

H LA

P

1170

25 102 712(6)-MD45, MD65, OR MD103

102 25102102

MES

H SP

ACIN

G =

75, 1

00, 1

50, 2

00, O

R 30

0M

D45,

MD6

5, O

R M

D103

150

102102

445445

(2)-MD45

60Ø PIN


MES

H SP

ACIN

G =

75, 1

00, 1

50, 2

00, O

R 30

0M

D45,

MD6

5, O

R M

D103


PRES

TRES

SED

ONL

YGI

RDER

OPT

ION

105 3 SP. @ 200 = 600 105

1010 (+0,-2)

150


20 x20 CHAMFERTYP.

220

20

100 100

650

100

4 SP

. @ 10

0 =

400




PL 16mm THICK



MW03

_BRIDGE GIRDERS

9

BRACING DETAIL

Typical Steel Diaphragm

SCALE: SCALE 1:15

��

SCALE: SCALE 1:15


MW03

MW02

MW01

��

MES

H SP

ACIN

G =

75, 1

00, 1

50, 2

00, O

R 30

0M

D45,

MD6

5, O

R M

D103

1710

43 152 305 152 406(8)-MD45, MD65, OR MD103

152 305 152 43

195

920

80Ø PIN

603

SP.

@ 5

0=1

50

807 SP. @ 50

= 350 150 807 SP. @ 50

= 350

25 COV

35COV



4 SP

.@

50

=600

45

280 150 200 200 150 280 (4)-15.2Ømm TOP STRANDS


(26)

-15.2

mm

Ø

DEFL

ECTE

D ST

RAND

35 COV.



85

2525


MES

H LA

P

1170

25 102 712(6)-MD45, MD65, OR MD103

102 25102102

MES

H SP

ACIN

G =

75, 1

00, 1

50, 2

00, O

R 30

0M

D45,

MD6

5, O

R M

D103

150

102102

445445

(2)-MD45

60Ø PIN


MES

H SP

ACIN

G =

75, 1

00, 1

50, 2

00, O

R 30

0M

D45,

MD6

5, O

R M

D103


PRES

TRES

SED

ONL

YGI

RDER

OPT

ION

105 3 SP. @ 200 = 600 105

1010 (+0,-2)

150


20 x20 CHAMFERTYP.

220

20

100 100

650

100

4 SP

. @ 10

0 =

400




PL 16mm THICK



_BRIDGE GIRDERS

10

1010 (+0,-2)

105 105100 1003 SP. @ 200 = 600

60

5

100

150

4 S

P. @

10

0 =

40

0

202

20

20 x 20 CHAMFERTYP.

PL. 22 x 650 x1010C/W (20) - 19Ø x 125 L.G. H.A.S. (10) - 19Ø x 75 L.G. H.A.S.

POST-TENSIONING DUCT SPLICE

HOLES FOR DIAPHRAGM REBAR

CAST IN PLACEDIAPHRAGM

TEMPORARY SUPPORT

VENT TUBE

BEARING DETAIL 2SLIDING BEARING @ PIER

BEARING DETAIL

Typical NU Shoe Plate

BEARING DETAIL 1FIXED BEARING @ PIER

HOLES FORDIAPHRAGM REBAR

CAST IN PLACEDIAPHRAGM

POST-TENSIONING DUCT SPLICE

SHIM PLATES

PROJECTING STRAND

NEOPRENE PAD

VENT TUBE

Sliding BearingFixed Bearing

_BRIDGE GIRDERS

11

ConcreteThe span capability diagrams were developed using a 28-day minimum concrete strength of ƒ'c = 70MPa. The unit weight of concrete was assumed to be 2,450kg/m³. The concrete contains silica fume with air entrainment of 5% to 8%.


The minimum concrete release strength was assumed to be 45MPa. The concrete deck minimum 28-day strength was assumed to be 35MPa.

Prestressing StrandThe prestressing strand is 15mm in diameter, uncoated, seven-wire, low relaxation strand, meeting the requirements of aSTM a416, Grade 1860, with an area of 140mm2.

Initial jacking force is 75% Apƒpu = 195kN

The height of the prestressing force centre above soffit was assumed to be 85mm.

End stresses were not checked for all span conditions. They may be controlled by debonding selected strands at the ends of the girders.



_

TRAPEZOIDAL GIRDERS

MATERIAL PROPERTIES




•Girder self weight•75mm thick haunch•225mm thick deck•Cross bracing (0.5kN/m per girder)









Allowable Stresses

SERvICE



service, although the ratio c/dp is limited to 0.5




DESIGN CRITERIA


_BRIDGE GIRDERS

12

TRAPEZOIDAL GIRDER LIFTED INTO PLACE

34

38

42

46

50

54

58

62

30.0 32.5 35.0 37.5 40.0 42.5

Nu

mb

er o

f 15

mm

Dia

met

er S

tran

ds

Simple Span (m)


Girder spacing (m)

3.5

4.04.55.05.56.0


2,200*

657mm 657mm1,826mm20

0m

m15

0m

m17

0m

m

2,20

0m

m

220mm1,660mm370mm

150mm

370mm220mm

180mm(min.)

3,140mm

1,680

mm

150mm

A

Ix

yb

V/S

w

γ

= 1,354 X 103mm2

= 810.755 X 109mm4

= 1,129mm

= 101mm

= 32.12kN/m

= 2,450kg/m3

NOTE

* Girder depth

** Based on 0.4 (ƒ ' c) allowable tension at midspan

_

_BRIDGE GIRDERS

13

A

Ix

yb

V/S

w

γ

34

38

42

46

50

54

58

62

30.0 32.5 35.0 37.5 40.0 42.5

Nu

mb

er o

f 15

mm

Dia

met

er S

tran

ds

Simple Span (m)


Girder spacing (m) 3.54.04.55.05.56.0

34

38

42

46

50

54

58

62

30.0 32.5 35.0 37.5 40.0 42.5

Nu

mb

er o

f 15

mm

Dia

met

er S

tran

ds

Simple Span (m)


Girder spacing (m) 3.54.04.55.05.56.0


2,000*

2,050*A

Ix

yb

V/S

w

γ

= 1,265 X 103mm2

= 668.538 X 109mm4

= 1,039mm

= 98mm

= 30.4kN/m

= 2,450kg/m3

= 1,198 X 103mm2

= 600.22 X 109mm4

= 984mm

= 94mm

= 29.54kN/m

= 2,450kg/m3

NOTE

* Girder depth


662mm 662mm1,816mm

200

mm

150

mm

170

mm

2,0

50m

m

250mm1,660mm340mm

150mm

340mm250mm

180mm(min.)

3,140mm

1,530

mm

150mm

1,350mm

662mm 662mm1,816mm

200

mm

150

mm

170

mm

2,0

00

mm

260mm1,660mm330mm

150mm

330mm260mm

180mm(min.)

3,140mm

1,480

mm

150mm

1,350mm

_BRIDGE GIRDERS

14

A

Ix

yb

V/S

w

γ

= 1,130 X 103mm2

= 470.160 X 109mm4

= 894mm

= 94mm

= 26.85kN/m

= 2,450kg/m3

= 1,042X 103mm2

= 366.839 X 109mm4

= 802mm

= 90mm

= 24.78kN/m

= 2,450kg/m3

A

Ix

yb

V/S

w

γ

30

34

38

42

46

50

54

58

62

27.5 30.0 32.5 35.0 37.5 40.0

Nu

mb

er o

f 15

mm

Dia

met

er S

tran

ds

Simple Span (m)


Girder spacing (m) 3.54.04.55.05.56.0

1,800*

NOTE

* Girder depth


_

30

34

38

42

46

50

54

58

62

25.0 27.5 30.0 32.5 35.0 37.5

Nu

mb

er o

f 15

mm

Dia

met

er S

tran

ds

Simple Span (m)


Girder spacing (m)

3.5

4.04.55.05.56.0

1,650*

666mm 666mm1,808mm

200

mm

150

mm

170

mm

1,80

0m

m

300mm1,660mm440mm

150mm

290mm450mm

180mm(min.)

3,140mm

1,280

mm

150mm

668mm 668mm1,804mm

200

mm

170

mm

1,650

mm

450mm1,660mm290mm 290mm450mm

180mm(min.)

3,140mm

1,350mm

1,280

mm


_BRIDGE GIRDERS

15

A

Ix

yb

V/S

w

γ

= 975 X 103mm2

= 318.342 X 109mm4

= 746mm

= 85mm

= 24.78kN/m

= 2,450kg/m3

26

30

34

38

42

46

50

54

58

62

25.0 27.5 30.0 32.5 35.0 37.5

Nu

mb

er o

f 15

mm

Dia

met

er S

tran

ds

Simple Span (m)


Girder spacing (m)

3.5

4.04.55.05.56.0


NOTE

* Girder depth


1,600*

668mm 668mm1,804mm

150

mm

170

mm

1,60

0m

m

450mm1,660mm290mm 290mm450mm

180mm(min.)

3,140mm

1,350mm

1,280

mm

_BRIDGE GIRDERS

16

35COV.

25

185

COV.

185

180

37 CO

V.

35 COV.

MW01

MW02Typical

each side

Typicaleach side

30 SP. @ 50 = 1,500

1,660

8062-15.2Ø strand

3,140

80

MW03

MW04

73 I.D. / 76 O.D. max.

Girder drainsas specified

P.T. Duct typical for12-15.2Ø strand tendon max.

Inspection Hatch

VARIES

755

1706050

15M Stirrup(Epoxy, Black,

MMFX or Stainless Steel)

10M RebarLength of girder

Girder Cross-Section

_BRIDGE GIRDERS

17

TYPICAL INSPECTION AND COVER HATCH DETAILS

PLAN DETAIL

SECTION

HATCH COVER

_BRIDGE GIRDERS

18

TUB MESH DETAIL

MW01 MW02

MW03

MW04

_BRIDGE GIRDERS

19

ConcreteThe span capability diagrams were developed using a 28-day minimum concrete strength of ƒ'c = 70MPa. The unit weight of concrete was assumed to be 2,450kg/m³. The concrete may contain silica fume with air entrainment of 5% to 8%.


The minimum concrete release strength was assumed to be 45MPa. The concrete deck minimum 28-day strength was assumed to be 35MPa.



End stresses were not checked for all span conditions. They may be controlled by debonding selected strands at the ends of the girders or by deflected strand.



SINGLE VOID BOX GIRDERS

MATERIAL PROPERTIES




•Girder self weight•125mm thick deck









Allowable Stresses

SERvICE



service, although the ratio c:dp is limited to 0.5




DESIGN CRITERIA


13

17

21

25

29

33

37

41

45

20.0 22.5 25.0 27.5 30.0 32.5 35.0 37.5 40.0

Nu

mb

er o

f 15

mm

Dia

met

er S

tran

ds

Simple Span (m)

Span Capability Diagram*

Girder Depth (mm) 1,3001,2001,1001,000900

f 'ci** = 45MPa

800

30

34

38

42

46

50

54

58

62

66

32.5 35.0 37.5 40.0 42.5 45.0 47.5

Nu

mb

er o

f 15

mm

Dia

met

er S

tran

ds

Simple Span (m)


Girder Depth (mm)

1300S

1200S1100S

f 'ci** = 45MPa

f 'ci** = 50MPa

_BRIDGE GIRDERS

20


Section Depth

Self Weight Area I x 109 Yb V/S bw

mm kN/m mm² mm4 mm mm mm

800 10.05 426,690 36.62 393 107 256

900 10.65 452,290 49.31 443 108 256

1,000 11.25 477,890 64.25 492 109 256

1,100 11.85 503,490 81.59 542 110 256

1,200 12.46 529,090 101.44 591 111 256

1,300 13.06 554,690 123.94 641 112 255

Section Depth

Self Weight Area I x 109 Yb V/S bw

mm kN/m mm² mm4 mm mm mm

1,100S 12.96 550,590 88.21 508 120 256

1,200S 13.57 576,190 109.88 555 121 256

1,300S 14.17 601,790 134.43 603 121 256

Single Void Box Girder

Single Void Special Box Girder

1,206

WEB (NOMINAL)

100x100 CHAMFER

1,190

100

DE

PT

H

115

125

WEB (NOMINAL)

100x100 CHAMFER

1,206

1,190

100

165

DE

PT

H

125

1,206

WEB (NOMINAL)

100x100 CHAMFER

1,190

100

DE

PT

H

115

125

WEB (NOMINAL)

100x100 CHAMFER

1,206

1,190

100

165

DE

PT

H

125

• Maximum 21 bottom strands in one row, 60mm from soffit

• Maximum 24 draped strands, 12 per web, with centroid at 335mm from soffit

NOTE

* Based on 0.4 (ƒ ' c) allowable tension at midspan

** Concrete release strength

_

NOTE

* Based on 0.4 (ƒ ' c) allowable tension at midspan

** Concrete release strength

_• Maximum 42 bottom strands in two rows, spaced

at 50mm, in one row 60mm from soffit• Maximum 24 draped strands, 12 per web, with

centroid at 335mm from soffit

_BRIDGE GIRDERS

21

ConcreteThe 28-day minimum concrete strength is ƒ'c = 35MPa. The unit weight of concrete was assumed to be 2,450kg/m³. The concrete contains silica fume with air entrainment of 5% to 8%.


The minimum concrete release strength was assumed to be 27MPa.

Prestressing StrandThe prestressing strand is 15mm in diameter, uncoated, seven-wire, low relaxation strand, meeting the requirements of aSTM a416 , Grade 1860, with an area of 140mm2.


CAN/CSA S6-06



Load Factors•1.2D + 1.5D (surfacing) + 1.7l


•80mm thick asphalt


•Road bridges•Pedestrian bridges•Pipeline crossings•agricultural crossings

_

SASKATCHEWAN BOX GIRDERS

MATERIAL PROPERTIES DESIGN SPECIFICATIONS

DIMENSIONS AND SECTION PROPERTIES*

PRECAST SECTION PROPERTIES AND SPAN RANGE**

Section Depth

Self Weight* Area Ixx x 109 Sb x 106 Yb Span Range (m)

mm kN/m mm² mm4 mm3 mm 8 9 10 11 12 13 14 15 16 17 18

535 9.75 397,388 13.5 49.3 273

635 10.69 435,988 21.3 65.5 325

710 11.27 459,438 29.6 82.6 359

Height Bottom Top Web

535 115 125 153

635 115 150 153

710 140 140 108

NOTE

* Based on a concrete density of 2,450 kg/m3

** Section properties are of the section including all holes

Girder Section Curb Section

1,216

1,190

HE

IGH

T

TO

PB

OT

TO

M

80WEB WEB

1,216

1,190

HE

IGH

T

TO

PB

OT

TO

M

80WEB WEB

160

180

560

15

12560

300

_BRIDGE GIRDERS

22

ConcreteThe 28-day minimum concrete strength is ƒ'c = 50MPa. The unit weight of concrete was assumed to be 2,450kg/m³. The concrete contains silica fume with air entrainment of 5% to 8%.


The minimum concrete release strength was assumed to be 30MPa.



CAN/CSA S6-06




•Girder self weight•125mm or 150mm thick deck





_

SLC GIRDERS




SectionSelf

Weight* Area Ixx x 109 Yb

Number of 15mm StrandSpan Range (m)

mm kN/m mm² mm4 mm 8 10 12 14 16 18 20

SlC 510 10.27 436,329 12.46 259 10 14 16 20 26 - -

SlC 510 CURB 16.56 703,767 55.68 442 10 14 16 20 24 - -

SlC 700 13.05 554,547 30.96 340 - - - 18 24 28 32

SlC 700 CURB 19.34 821,984 98.70 531 - - - 16 22 26 30

SLC 510 Girder Section SLC 700 Girder Section

510

245

265

Ø279

1190 1190

TYP.

222 373 373 222

700

370

330

295 600 295

SLC 510 Curb Section SLC 700 Curb Section

510

435

700

435

11901190

55545

415

20

40

55545

415

20

40

Ø435TYP.


510

245

265

Ø279

1190 1190

TYP.

222 373 373 222

700

370

330

295 600 295


510

435

700

435

11901190

55545

415

20

40

55545

415

20

40

Ø435TYP.


510

245

265

Ø279

1190 1190

TYP.

222 373 373 222

700

370

330

295 600 295


510

435

700

435

11901190

55545

415

20

40

55545

415

20

40

Ø435TYP.

NOTE

* Based on a concrete density of 2,450kg/m3


_

_BRIDGE GIRDERS

23

ConcreteThe 28-day minimum concrete strength is ƒ'c = 50MPa for all spans except the 14.0m span, and 70MPa for the 14.0m span only. The unit weight of concrete was assumed to be 2,450kg/m³. The concrete contains silica fume with air entrainment of 5% to 8%.


The minimum concrete release strength was assumed to be 35MPa for all spans except the 14.0m span, and 40MPa for the 14.0m span only.



CAN/CSA S6-06




•Girder self weight





_

SL AND SLW GIRDERS




SectionSelf

Weight A Ixx x 109 Yb

No. of 15mm StrandSpan Range (m)

kN/m* mm² mm4 mm 6 8 10 12 14

Sl 510 10.27 436,329 12.46 259 12 14 16 20 28

SlW 510 Interior 10.77 457,735 12.40 254 12 14 16 22 30

SlW 510 Exterior 13.78 585,597 20.37 298 12 14 16 20 28

NOTE

* Based on a concrete density of 2,450kg/m3


_

SLW 510 Interior Girder Section SLW 510 Exterior Girder Section

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Armtec / Products and Services / Bridge Materials / Bridge Girders / Technical Guide | 2012-11

PROD-C01-G03_TG-2012-11-E

REGIONAL SPECIFICATIONS AB / MB / SK

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