FRANSCHHOEK PAARL 191 Final BAR/Appendix B8... · 2017-10-31 · analyses with prokon 2-d plane frame and grillage. 3.2 design parameters 3.2.1 young’s modulus concrete (30 mpa)

Page 1

1

2

2

.

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6

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9

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.

5

4

5

1

2

2

.

5

4

3

4500

1200

4500

1200

4500

4500

1000

1000

PAARL

5000

APP. SLAB

FRANSCHHOEK

5000

APP. SLAB

10890

30000

OVERALL DECK LENGTH

620

89408940

620

9250 11510 9250

Km

375.940

km

385.185

km

390.940

km

396.695

km

405.940

GROUND LINE

ABUTMENT A PIER 1 PIER 2 ABUTMENT B

TY6 BEAMS

60 PREMIX

60 PREMIX

Ø750mm

CFA PILES

Ø750mm

CFA PILES

7400

LIMITS OF RESTRICTED AREA

1235 1235

7400

LIMITS OF RESTRICTED AREA

4625 4624

10790

LIMITS OF RESTRICTED AREA

10790

LIMITS OF RESTRICTED AREA

km

400.000

75mm BLINDING

LAYER

75mm BLINDING

LAYER

km

390.000

750

1

1

7

.

3

9

3

1

1

6

.

1

9

3

1

1

7

.

3

0

9

1

1

6

.

1

0

9

1

1

7

.

2

0

3

1

1

6

.

2

0

3

1

1

6

.

9

8

3

1

1

5

.

9

8

3

0.000

2.000

3.000

5.000

7.950

12.850

15.850

17.000

19.500

1

1

8

.

7

7

7

0.000

3.000

4.000

15.500

17.300

18.500

19.000

20.000

23.000

1

1

8

.

1

3

2

0.000

1.950

6.500

10.850

11.850

13.000

14.950

15.870

19.550

1

1

9

.

0

2

3

BH 13

BH 14

BH 15

DESIGN FLOOD

LEVEL 119.380

R.M.F

LEVEL 120.410

1

2

2

.

0

0

m

1

1

7

.

5

0

m

VA

NW

YK

S R

IV

ER

1

2

2

.

0

0

m

1

1

7

.

5

0

m

1

2

2

.

0

0

m

1

1

7

.

5

0

m

L1.7

R1.9

L1.9

R1.10

L1.8

R1.11

4

0

8

BH14

BH13

BH15

BH12

TP26

SW

0/7

SW 410

1,00

122,64

122,64

SW 410

1,06

121,55

122,64

Ø375

ECC

PAARL

FRANSCHHOEK

CADASTRAL

PROPOSED CULVERT

2000

3700

3700

2000

1800

13200

3

7

3

9

8

4

4

X

4

2

4

5

Y

3

7

3

9

8

8

5

X

4

2

5

8

Y

3

7

3

9

8

7

4

X

4

2

0

0

Y

34

0

36

0

38

0

42

0

44

0

40

0

FENCE

CADASTRAL

BUILDINGS

STAKE LINE

FENCE

NEW ROAD RESERVE

NEW ROAD RESERVE

MR191

HM-HS3132.121

1:2

1:2

1:2

1:2

POINT OF INTERSECTION

DECK SKEW : 13.3°

COORDINATES

Y = 4 227.871 m

X = 3 739 865.370 m

ROAD KM = 0.390 940 km

LEFT TIE POINT

121.652

RIGHT TIE POINT

121.681

GUARDRAIL

GUARDRAIL

2 %

1

:

2

4

5

6

7

8

9

10

11

1

:

2

60 PREMIX

1

2

3

2000

S

1800

SW

2000

S

3700

LANE

3700

LANE

2 %

600 600

14400

P

A

A

R

L

F

R

A

N

S

C

H

H

O

E

K

ABUTMENT A

ABUTMENT B

PIER 1

PIER 2

3

0

0

0

0

O

V

E

R

A

L

L

D

E

C

K

L

E

N

G

T

H

LEFT EDGE PARAPET UNITS

RIGHT EDGE PARAPET UNITS

Ø750mm

CFA PILES

Ø750mm

CFA PILES

Ø750mm

CFA PILES

Ø750mm

CFA PILES

SIDEWALK

ENDBLOCK BASE

ENDBLOCK BASE

APPROACH SLAB

TY6 BEAMS

PRELIMINARY

WHATSOEVER CAUSE OR HOWEVER ARISING

LIABILITY OF ANY KIND FROM

ONLY AND DOES NOT ATTRACT LEGAL

ADMINISTRATIVE REVIEW PURPOSES

THIS APPROVAL IS FOR PROCEDURAL AND

APPROVED

DATE

CONSULTING ENGINEERS

DATE

PROVINCIAL ROADS ENGINEER

WCPA INDEX No.

WCPA STRUCTURES PLAN No.

SCALE

CONSULTANT'S PLAN No.

CONTRACT No.

P.R.E.'s FILE No.

FOR CONSTRUCTION

FOR TENDER PURPOSES

FOR APPROVAL

FOR INFORMATION ONLY

CHECKED BY:

DESIGNED BY:ADDITIONS AND AMENDMENTS

CHECKED BY:

DRAWN BY:

DATE

APPROVED

No.

PRECONS. ENG.

BELLVILLE 7535

TEL:(021) 912 3000

P.O.Box 398

FAX:(021) 912 3222

e-mail: [email protected]

2

1

3

4

5

6

UPGRADING OF MAIN ROAD 191

(km 0,0 to km 9,57)

GENERAL ARRANGEMENT

VAN WYKS RIVER BRIDGE AT km 0.390 940

13/5/1/2/1-749.2

C749.2

MR191-VW RIVER-02

AS SHOWN

A90/872

W BIJKER JR

W BIJKER

D V.D BERG

W BIJKER

Proposed Van Wyks River Bridge (8.2m/10.6m/8.2m Water Width Spans with 2 x 0.6m Piers)Description Unit CLASS 3

Catchment Area km² 35.2

Hydrological flood calculation method used: - Rational 3 Method

20 year flood peak (Q20) m³/s 54

Design flood recurrence interval for capacity and deck soffit

freeboard criteria requirements

yrs 15

Design flood QT for capacity and deck soffit freeboard criteria

requirements

m³/s 49

Design flood Q2T for shoulder break point overtopping

criteria requirements

m³/s 61

Regional Maximum Flood (RMF) m³/s 387 (Historical Bridge capacity <

160 m³/s - Railway embankment

blocks runoff)

HECRAS REACH NUMBER 205

INVERT LEVEL AT HECRAS REACH 117.7

Regional Maximum Flood (RMF) level (without bridge) m.a.s.l 120.248

Regional Maximum Flood (RMF) level (with bridge) m.a.s.l 120.41

Average slope of stream bed at structure m/m 0.0047

Natural design flood level (without bridge) with QT m.a.s.l 119.201

* Highest flood level to date m.a.s.l N/A

Date of highest flood level yr N/A

Natural design flow depth (without bridge) with QT m 1.501

Natural design flow velocity (without bridge) with QT m/s 0.924

Backwater caused by bridge m 0.179

Design high flood level for QT m.a.s.l 119.38

Minimum bridge upstream soffit level m.a.s.l 121.64

Design high flood level for Q2T m.a.s.l 119.48

Design flow velocity through bridge for QT m/s 1.37

Required freeboard to deck

soffit (F = 0.78 log (QT) – 1.26) with min of 0.30m

m 0.30

Available (existing) freeboard to deck soffit m 2.26

Freeboard excess m 1.96

Shoulder breakpoint (SBP) level m.a.s.l 122.44

Shoulder breakpoint (SBP) excess m 2.96

Freeboard dictated by bridge width Y/N y

Design flood levels influenced by dams Y/N n

SCALE 1:

LONGITUDINAL SECTION ON C OF ROAD

100

L

PAVEMENT DESIGN

1) 150mm BASE (G2) COMPACTED TO 88% OF BULK RELATIVE DENSITY.

2) 125mm STABILISED NATURAL GRAVEL UPPER SUBBASE (C4) COMPACTED TO

98% OF MODIFIED AASHTO DENSITY.

3) 125mm STABILISED NATURAL GRAVEL LOWER SUBBASE (C4) COMPACTED TO

98% OF MODIFIED AASHTO DENSITY.

4) 150mm UPPER SELECTED LAYER (G7) COMPACTED TO 95% OF

MODIFIED AASHTO DENSITY.

5) 150mm LOWER SELECTED LAYER (G9) COMPACTED TO 95% OF

MODIFIED AASHTO DENSITY (100% FOR SAND).

6) FILL COMPACTED TO 90% OF MOD AASHTO DENSITY. (APPLICABLE DENSITY

(FOR SAND).

7) 20mm CONTINUOSLY FINE GRADE ASPHALT (AC)

8) 100mm BASE(G5) COMPACTED TO 98% OF MOD. AASHTO DENSITY.

9) FILL COMPACTED TO 90% OF MOD AASHTO DENSITY. (APPLICABLE DENSITY

(FOR SAND).

10) 125mm UNSTABILISED NATURAL GRAVEL UPPER SUBBASE (G5) COMPACTED TO

98% OF MODIFIED AASHTO DENSITY.

11) 125mm UNSTABILISED NATURAL GRAVEL UPPER SUBBASE (G5) COMPACTED TO

98% OF MODIFIED AASHTO DENSITY.

SCALE 1:

RURAL CROSS SECTION

100

SCALE 1:

SITE PLAN

200

1 SITE PLAN MR191-VW RIVER-0123

GENERAL ARRANGEMENT 1 OF 2

4GENERAL ARRANGEMENT 2 OF 2

5FOUNDATION LAYOUT

6ABUTMENT A AND B CONCRETE DETAIL

7 PIERS CONCRETE AND REBAR DETAIL8 DECK CONCRETE DETAIL9 DECK REBAR DETAIL

10 BEAM CONCRETE AND REBAR DETAIL11 PARAPET LAYOUT12 LEFT EDGE ENDBLOCK CONCRETE AND REBAR DETAIL13 LEFT EDGE PARRAPET CONCRETE AND REBAR DETAIL14 RIGHT EDGE ENDBLOCK CONCRETE AND REBAR DETAIL15 RIGHT EDGE PARRAPET CONCRETE AND REBAR DETAIL16 ENDBLOCK BASE CONCRETE AND REBAR DETAIL17 STEEL SCHEDULES 1 OF 3

STEEL SCHEDULES 2 OF 3

DRAWING LIST

3D PRESENTATION OF BRIDGE

N.T.S

18

ABUTMENT A AND B REBAR DETAIL

MR191-VW RIVER-02MR191-VW RIVER-03MR191-VW RIVER-04MR191-VW RIVER-05MR191-VW RIVER-06MR191-VW RIVER-07MR191-VW RIVER-08MR191-VW RIVER-09MR191-VW RIVER-10MR191-VW RIVER-11MR191-VW RIVER-12MR191-VW RIVER-13MR191-VW RIVER-14MR191-VW RIVER-15MR191-VW RIVER-16MR191-VW RIVER-17MR191-VW RIVER-18

Page 2

GUARDRAIL

GUARDRAIL

900011200 9000

29200

OVERALL DECK LENGTH

600

8100

600

10600

600

8100

600

PAARL FRANSCHHOEK

GROUND LINE

GROUND LINE

PIER 1 PIER 2 ABUTMENT BABUTMENT A

1:2

1:2

DESIGN FLOOD

LEVEL 119.380

R.M.F

LEVEL 120.410

LEFT EDGETIE POINT = 121.652

RIGHT EDGE TIE POINT = 121.681

2.%

2000

S

1800

SW

2000

S

3700

LANE

3700

LANE

1320013200

60 PREMIX

2%

DETAIL B

DETAIL A

DETAIL D

DETAIL C

2.%

2000

S

1800

SW

2000

S

3700

LANE

3700

LANE

1320013200

60 PREMIX

2%

770 770 770

20mm HALF-ROUND DRIP

CONTINUOUS FOR FULL

LENGTH.

60 PREMIX

250

1430

RIGHT EDGE

PARRAPET

13200

13625

1060

Ø110 SERVICE

DUCT

750

10

100

150

250160

5585

LEFT EDGE

PARRAPET

SIDEWALK

20mm HALF-ROUND DRIP

CONTINUOUS FOR FULL

LENGTH.

13200

13625

10

65

Ø110 SERVICE

DUCT

10

250

15

65

750

100

150

250 160 7210

17 OFF TY6

BEAMS

LEFT EDGE

PARRAPET

SIDEWALK

13200

13625

10

65

Ø110 SERVICE

DUCT

25

0

15

65

100

20mm HALF-ROUND DRIP

CONTINUOUS FOR FULL

LENGTH.

100

150

250 160 7210

60 PREMIX

17 OFF TY6

BEAMS

20mm HALF-ROUND DRIP

CONTINUOUS FOR FULL

LENGTH.

25

0

RIGHT EDGE

PARRAPET

13200

13625

10

60

Ø110 SERVICE

DUCT

100

14

30

100

150

250160

5585

PRELIMINARY

WHATSOEVER CAUSE OR HOWEVER ARISING

LIABILITY OF ANY KIND FROM

ONLY AND DOES NOT ATTRACT LEGAL

ADMINISTRATIVE REVIEW PURPOSES

THIS APPROVAL IS FOR PROCEDURAL AND

APPROVED

DATE

CONSULTING ENGINEERS

DATE

PROVINCIAL ROADS ENGINEER

WCPA INDEX No.

WCPA STRUCTURES PLAN No.

SCALE

CONSULTANT'S PLAN No.

CONTRACT No.

P.R.E.'s FILE No.

FOR CONSTRUCTION

FOR TENDER PURPOSES

FOR APPROVAL

FOR INFORMATION ONLY

CHECKED BY:

DESIGNED BY:ADDITIONS AND AMENDMENTS

CHECKED BY:

DRAWN BY:

DATE

APPROVED

No.

PRECONS. ENG.

BELLVILLE 7535

TEL:(021) 912 3000

P.O.Box 398

FAX:(021) 912 3222

e-mail: [email protected]

2

1

3

4

5

6

UPGRADING OF MAIN ROAD 191

(km 0,0 to km 9,57)

GENERAL ARRANGEMENT

VAN WYKS RIVER BRIDGE AT km 0.390 940

13/5/1/2/1-749.2

C749.2

MR191-VW RIVER-03

AS SHOWN

A90/873

W BIJKER JR

W BIJKER

D V.D BERG

W BIJKER

SCALE 1:

ELEVATTION ORTHOGONAL TO RAIL

100

SCALE 1:

MAIN SPAN DECK SECTION

50

SCALE 1:

JACK SPAN DECK SECTION

50

GENERAL ARRANGEMENT NOTES

1 DESCRIPTION OF STRUCTURE

THE BRIDGE COMPRISES A THREE SPAN CONTINUOUS NORMALLY REIFORCED

13.30° SKEW DECK. THE DECK COMPRISES BEAMS WITH INFILL IN THE MAINSPAN

AND SOLID JACK SPANS.

ALL FOUNDATIONS ARE ON PILES.

THE BRIDGE WILL BE CONSTRUCTED WHILE RETAINGING USE OF THE RAIL.

CASTING OF CONCRETE AND PLACING OF BEAMS WILL BE DONE DURING

RAIL OCCUPATION.

2 DESIGN CRITERIA

2.1 DESIGN CODES

* TMH7 PARTS 1, 2 (1988) AND 3 (1989) CODE OF PRACTICE FOR THE DESIGN OF

HIGHWAY BRIDGES AND CULVERTS IN SOUTH AFRICA

* THE SOUTH AFRICAN NATIONAL ROADS AGENCY CODE OF PROCEDURE FOR THE

PLANNING AND DESIGN OF HIGHWAY AND ROAD STRUCTURES IN SOUTH AFRICA

(2002)

* THE SOUTH AFRICAN NATIONAL ROADS AGENCY DRAINAGE MANUAL

2.2 LOADING STATEMENT

* SELF WEIGHTS:

REINFORCED CONCRETE 25.2 kN/m³

* SUPERIMPOSED DEAD LOAD

EARTH BACKFILL 20.0 kN/m³

ROAD SURFACING 23.0 kN/m³

* HORIZONTAL EARTH PRESSURE

YIELDING ELEMENTS Ka = 1/3

UNYIELDING ELEMENTS Ko = 1/2

ANGLE OF INTERNAL FRICTION = 30°

WALL FRICTION = 20°

* LIVE LOAD

NA, NB36 AND NC30x5x40

3 STRUCTURAL ANALYSIS AND PARAMETERS

3.1 METHOD OF ANALYSIS

THE STRUCTURE HAS BEEN DESIGNED USING ELASTIC ANALYSIS AND THE LIMIT

STATE APPROACH IN ACCORDANCE WITH TMH7

ANALYSES WITH PROKON 2-D PLANE FRAME AND GRILLAGE.

3.2 DESIGN PARAMETERS

3.2.1 YOUNG’S MODULUS

CONCRETE (30 MPa) 28 GPa

REINFORCING BARS 200 GPa

3.2.2 STRAIN LOADING

SHRINKAGE 0.150 mm/m

CREEP: 48 x 10

-6

m/m/MPa

TEMPERATURE RANGE 22°C

THERMAL EXP. COEEF. 0.012 mm/m/°C

3.2.3 PRESTRESSING

STRAND TYPE 12.7mm DIA SUPERSTRAND LOW RELAXATION

CABLE COMPOSITION 20 CABLES 12 STRANDS

STEEL RELAXATION 1.2% OF JACKED FORCE

FRICTION FACTORS:

FRICTION m= 0.25

WOBBLE k = 0.0025/m

WEDGE SLIP d = 10 mm

REVERSE FRICTION q = 1.25

4 MATERIALS

4.1 FOUNDING

* PIERS AND ABUTMENTS WILL BE FOUNDED ON CFA TYPE PILES FOUNDED AT ABOUT 18m BELOW

PILE CAP LEVEL.

4.2 CONCRETE CLASS AND COVER

SCREED LAYERS 15 MPa/19mm

ABUTMENTS AND PIERS W30 MPa/19mm WITH 50mm COVER

DECK W30 MPa/19mm WITH 50mm COVER ON SIDES

40mm COVER ON REST

PARAPETS W40 MPa/19mm WITH 40mm COVER

4.3 REINFORCEMENT

SHALL COMPLY WITH SABS 920 SPECIFICATION

MILD STEEL R (fy = 250 MPa)

HIGH TENSILE STEEL Y (fy = 450 MPa)

4.4 BEARINGS

REINFORCED RUBBER BEARINGS.

PIER 1 AND 3 450x600x4(18)

ABUTMENTS 300x400X4(18)

4.5 MOVEMENT JOINTS

CLAW AND GLAND TYPE JOINT 80mm MOVEMENT

CAPASITY

5 CONSTRUCTION REQUIREMENTS

5.1 ARRISES

ALL VISIBLE CORNERS TO BE CHAMFERED:

PARAPETS AND END BLOCKS 20 x 20 mm

ALL OTHER EXPOSED CORNERS 20 x 20 mm

5.2 CONCRETE SURFACE FINISHES

FORMED SURFACES:

UNEXPOSED F1

EXPOSED F2

PARAPETS F3

UNFORMED SURFACES:

DECK TOP U1

EXPOSED U2

BEARING PLINTHS U2

SCALE 1:

DETAIL D

20SCALE 1:

DETAIL C

20

SCALE 1:

DETAIL A

20

SCALE 1:

DETAIL B

20

Page 3

SW

0/7

1800

2000

3700

3700

2000

1

2

3

.

0

0

m

THE FARM No. 832

REM. 832/38

33123

PRB2

TRANSFORMER

MH

MH

1

1

k

V

450m

m

[ P

C

REM 832/47

1

2

6

.

0

0

m

1

2

5

.

5

0

m

1

2

3

.5

0

m

1

2

3

.

0

0

m

1

2

3

.

5

0

m

1

2

2

.

5

0

m

1

2

5

.

0

0

m

1

2

2

.

5

0

m

1

2

2

.

5

0

m

1

2

2

.

5

0

m

L1.2

R1.7

L1.5

R1.12

L1.11

L1.12

L1.13

R1.13

R1.16

R1.17

VA

NW

YK

S R

IV

ER

6

0

0

EXISTING ENTRANCE GATE

TO BE DEMOLISHED

RIP EXISTING ROAD

R1.15

R1.18

R1.19

T0/3

E0/5

R1.20

200

Y : 4278.379

X : 3740034.792

50

0

3

0

0

1

2

3

.5

0

m

1

2

3

.

0

0

m

1

2

2

.

5

0

m

1

2

2

.

5

0

m

1

2

2

.

5

0

m

1

2

2

.

5

0

m

E0/4

1

2

3

.5

0

m

1

2

3

.

0

0

m

1

2

2

.

5

0

m

1

2

2

.

5

0

m

1

2

2

.

5

0

m

1

2

2

.

5

0

m

L1.7

R1.9

L1.9

R1.10

L1.10

L1.3

R1.6

L1.4

R1.8

L1.6

L1.8

R1.11

PROPOSED VANWYKS

RIVER CULVERTS

2 / 3000 x 1800

BH14

BH13BH15

BH12

BH20

TP21

BH22

BH24

TP23

BH25

TP26

SW 305

1,00

123,70

124,17

SW

0/4

SW

0/5

SW 410

1,00

122,64

122,64

SW 410

1,06

121,55

122,64

SW

0/8

SW

0/9

L1.14

ECC ECC

ECC

DFA

0/2

FENCE

M

1

1

9

1

FRANSCHHOEK

PROPOSED CULVERT

3

7

3

9

8

7

4

X

4

2

0

0

Y

34

0

36

0

38

0

42

0

44

0

40

0

CADASTRAL

BUILDINGS

NEW ROAD RESERVE

MR191

HM-HS3132.121

1:2 FILL

SLOPE

FENCE

NEW 1,8m VIBRACRETE WALL

P

A

A

R

L

3

7

3

9

9

0

7

X

4

2

7

6

Y

3

7

3

9

8

3

1

X

4

2

5

6

Y

3

7

4

0

0

6

6

X

4

2

3

6

Y

POINT OF INTERSECTION

DECK SKEW : 13.3°

COORDINATES

Y = 4 227.871 m

X = 3 739 865.370 m

ROAD KM = 0.390 940 km

PSS1

122.355

F

R

A

N

S

C

H

H

O

E

K

3,7m RIGHT

3,7m LEFT

LE

VE

LS

VERTICAL CURVES

GRADES %

ON CENTRELINE

GROUND LEVELS

KILOMETER DISTANCE

HORIZONTAL ALIGNMENT16° 36' 01.575"320° 09' 43.965"

0,5

80

0,5

60

0,5

40

0,5

20

0,4

80

0,4

60

0,4

40

0,4

20

0,3

80

0,3

60

0,3

40

0,3

20

0,2

80

0,2

60

0,2

40

0,2

20

0,1

80

0,1

60

0,1

40

0,1

20

0,0

80

0,0

60

0,0

40

0,0

20

0,6

00

0,5

00

0,4

00

0,3

00

0,2

00

0,1

00

0,0

00

24,033

24,010

23,616

22,974

22,818

22,521

22,325

21,526

21,135

19,889

18,105

18,461

18,842

19,169

18,638

18,766

18,510

19,678

20,710

21,448

22,003

23,142

24,487

24,359

25,141

26,067

27,208

28,287

29,296

29,871

31,387

24,561

24,214

23,914

23,662

23,384

23,116

22,899

22,781

22,671

22,562

22,541

22,696

23,027

23,534

24,144

24,929

25,964

27,176

28,389

29,432

30,303

31,003

31,531

31,963

32,223

32,237

32,102

31,946

31,789

31,633

31,476

24,339

23,992

23,692

23,440

23,235

23,079

22,964

22,855

22,745

22,636

22,615

22,770

23,101

23,608

24,292

25,151

26,186

27,398

28,611

29,654

30,525

31,225

31,753

32,111

32,297

32,311

32,176

32,020

31,863

31,707

31,550

24,117

23,770

23,470

23,218

23,087

23,005

22,890

22,781

22,671

22,562

22,541

22,696

23,037

23,646

24,440

25,373

26,408

27,620

28,833

29,876

30,747

31,447

31,975

32,259

32,334

32,247

32,102

31,946

31,789

31,633

31,476

+ 0,55 %- 6,50 %+ 0,78 %

K=22,7L=160,0K=23,4L=170,0

e=6,0 %

q=056-26-17

T=96,6 m

R=180,0 m

L=177,3 m

CURVE 1 RIGHT

EC

C 0,335

BC

C 0,158

e=6,0 %

q=026-43-41

T=47,5 m

R=200,0 m

L=93,3 m

CURVE 2 LEFT

BC

C 0,520

SUPER

ELEVATION %

LEFT

RIGHT

+ 6.0 %

- 2.0 %

- 6.0 %

- 2.0 %

- 6.0 %

- 2.0 %

+ 6.0 %

PAARL

AC

CE

SS

R

OA

D (6

04

0)

MR

19

1 =

K

m 0

.2

04

0

39

AC

CE

SS

R

OA

D =

K

m 0

.1

42

7

55

PI=

12

2,2

00

km

0

,3

40

130

125

120

km

0

,1

75

PI=

13

2,9

20

FRANSCHHOEK

115

MR191

70 km/h

DESIGN SPEED

PROFILE

SCALE

HOR 1:1000

VERT 1:100

135

ROAD

PROFILE

GROUND

PROFILE

RE

F LIN

E

1.83.7

0.8

3.7

0.6

2.0 2.0

RE

F LIN

E

1.83.7

0.8

3.7

0.6

2.0 2.0

RO

AD

O

VE

R R

AIL

(6

03

9)

MR

19

1 =

K

m 0

.1

67

1

14

RA

IL

=

K

m 1

19

.2

85

VA

N W

YK

S R

IV

ER

B

RID

GE

(6

04

1)

MR

19

1 =

K

m 0

.3

90

9

40

DESIGN FLOOD

LEVEL 119.380

KEY PLAN

SCALE 1 : 50 000

BRIDGE 6041

Km 0.390 940

FR

AN

SC

HO

EK

PA

AR

L

W

O

R

C

E

S

T

E

R

C

A

P

E

T

O

W

N

SCALE 1:

SITE PLAN

500

PRELIMINARY

WHATSOEVER CAUSE OR HOWEVER ARISING

LIABILITY OF ANY KIND FROM

ONLY AND DOES NOT ATTRACT LEGAL

ADMINISTRATIVE REVIEW PURPOSES

THIS APPROVAL IS FOR PROCEDURAL AND

APPROVED

DATE

CONSULTING ENGINEERS

DATE

PROVINCIAL ROADS ENGINEER

WCPA INDEX No.

WCPA STRUCTURES PLAN No.

SCALE

CONSULTANT'S PLAN No.

CONTRACT No.

P.R.E.'s FILE No.

FOR CONSTRUCTION

FOR TENDER PURPOSES

FOR APPROVAL

FOR INFORMATION ONLY

CHECKED BY:

DESIGNED BY:ADDITIONS AND AMENDMENTS

CHECKED BY:

DRAWN BY:

DATE

APPROVED

No.

PRECONS. ENG.

BELLVILLE 7535

TEL:(021) 912 3000

P.O.Box 398

FAX:(021) 912 3222

e-mail: [email protected]

2

1

3

4

5

6

UPGRADING OF MAIN ROAD 191

(km 0,0 to km 9,57)

SITE PLAN

VAN WYKS RIVER BRIDGE AT km 0.390 940

13/5/1/2/1-749.2

C749.2

MR191-VW RIVER-01

AS SHOWN

A90/871

W BIJKER JR

W BIJKER

D V.D BERG

W BIJKER

VERTICAL ALIGNMENT

Page 4

BH6

1

2

2

.

0

0

m

T0/2

R1.6

R1.5

TP19

BH20

BH18

615

598

394

393

832/56

R1.3

R1.4

E0/3

2

0

0

RE-ALIGN EXISTING

GRAVEL ROAD

BH5

TP1

BH4

BUILDING

616

TELKOM LINE

617

POINT OF INTERSECTION

DECK SKEW : 25°

COORDINATES

Y = 4 221.850 m

X = 3 739 683.989 m

ROAD KM = 204.039 km

RAILWAY LINE = 142.755 km

FENCE

TELEPHONE

GATE

FENCE

FENCE

CADASTRAL

CADASTRAL

CADASTRAL

2

0

0

0

3

7

0

0

3

7

0

0

2

0

0

0

6

0

0

1

8

0

0

6

0

0

SW1

B

NE1

SE1

NW1

B

A A

SW2

NW2

NE2

PORTAL A PORTAL B PORTAL A

SE2

4

0

0

0

2

0

5

0

0

0

6000

20

6000

5

0

0

0

2

0

4

0

0

0

3

7

3

9

7

0

9

X

4

2

5

6

Y

3

7

3

9

6

7

9

X

4

1

8

4

Y

3

7

3

9

6

4

0

X

4

2

1

0

Y

1

0

3

9

6%

2000

S

2000

S

3700

LANE

3700

LANE

1440014400

600 600

1800

1

:

2

60 PREMIX

1

2

4

5

6

7

8

9

10

11

2000

665665

1598515985

4105

LANE

4105

LANE

2220

S

2220

S

5.4 %

9000 9000 9000

13

00

1

3

0

.

3

6

3

60 PREMIX

75mm BLINDING

LAYER

20 20

27040

PORTAL A PORTAL B PORTAL A

80

02

65

02

27

02

28

0

80

00

50005000

1

2

1

.

7

5

0

1

2

7

.

3

5

0

1

2

8

.

4

0

0

5600

1

2

1

.

7

5

0

9200

1:2

1:2

1

2

0

.

1

0

0

1

2

0

.

9

0

0

1

2

7

.

3

5

2

1

2

8

.

4

0

0

1

2

8

.

1

0

0

1

2

8

.

1

0

0

1

2

0

.

1

0

0

1

2

0

.

9

0

0

C

C

80

06

20

01

00

0

75mm BLINDING

LAYER

72

00

75

0

1000 2000 5200 2000 1000

11200

1250

500

1250 1250

500

1250

3000 6700 3000

1

2

8

.

1

0

0

4500

CENTER LINE OF ROAD

9000

4500

1

2

8

.

1

0

0

1

2

7

.

3

5

0

1

2

0

.

9

0

0

1

2

1

.

7

5

0

PRELIMINARY

WHATSOEVER CAUSE OR HOWEVER ARISING

LIABILITY OF ANY KIND FROM

ONLY AND DOES NOT ATTRACT LEGAL

ADMINISTRATIVE REVIEW PURPOSES

THIS APPROVAL IS FOR PROCEDURAL AND

APPROVED

DATE

CONSULTING ENGINEERS

DATE

PROVINCIAL ROADS ENGINEER

WCPA INDEX No.

WCPA STRUCTURES PLAN No.

SCALE

CONSULTANT'S PLAN No.

CONTRACT No.

P.R.E.'s FILE No.

FOR CONSTRUCTION

FOR TENDER PURPOSES

FOR APPROVAL

FOR INFORMATION ONLY

CHECKED BY:

DESIGNED BY:ADDITIONS AND AMENDMENTS

CHECKED BY:

DRAWN BY:

DATE

APPROVED

No.

PRECONS. ENG.

BELLVILLE 7535

TEL:(021) 912 3000

P.O.Box 398

FAX:(021) 912 3222

e-mail: [email protected]

2

1

3

4

5

6

SCALE 1:

SECTION A-A

100

SCALE 1:

RURAL CROSS SECTION

100

SCALE 1:

ELEVATTION ORTHOGONAL TO ROAD

100

GENERAL ARRANGEMENT NOTES

1 DESCRIPTION OF STRUCTURE

THE BRIDGE COMPRISES A THREE SPAN CONTINUOUS NORMALLY REIFORCED

13.30° SKEW DECK. THE DECK COMPRISES BEAMS WITH INFILL IN THE MAINSPAN

AND SOLID JACK SPANS.

ALL FOUNDATIONS ARE ON PILES.

THE BRIDGE WILL BE CONSTRUCTED WHILE RETAINGING USE OF THE RAIL.

CASTING OF CONCRETE AND PLACING OF BEAMS WILL BE DONE DURING

RAIL OCCUPATION.

2 DESIGN CRITERIA

2.1 DESIGN CODES

* TMH7 PARTS 1, 2 (1988) AND 3 (1989) CODE OF PRACTICE FOR THE DESIGN OF

HIGHWAY BRIDGES AND CULVERTS IN SOUTH AFRICA

* THE SOUTH AFRICAN NATIONAL ROADS AGENCY CODE OF PROCEDURE FOR THE

PLANNING AND DESIGN OF HIGHWAY AND ROAD STRUCTURES IN SOUTH AFRICA

(2002)

* THE SOUTH AFRICAN NATIONAL ROADS AGENCY DRAINAGE MANUAL

2.2 LOADING STATEMENT

* SELF WEIGHTS:

REINFORCED CONCRETE 25.2 kN/m³

* SUPERIMPOSED DEAD LOAD

EARTH BACKFILL 20.0 kN/m³

ROAD SURFACING 23.0 kN/m³

* HORIZONTAL EARTH PRESSURE

YIELDING ELEMENTS Ka = 1/3

UNYIELDING ELEMENTS Ko = 1/2

ANGLE OF INTERNAL FRICTION = 30°

WALL FRICTION = 20°

* LIVE LOAD

NA, NB36 AND NC30x5x40

3 STRUCTURAL ANALYSIS AND PARAMETERS

3.1 METHOD OF ANALYSIS

THE STRUCTURE HAS BEEN DESIGNED USING ELASTIC ANALYSIS AND THE LIMIT

STATE APPROACH IN ACCORDANCE WITH TMH7

ANALYSES WITH PROKON 2-D PLANE FRAME AND GRILLAGE.

3.2 DESIGN PARAMETERS

3.2.1 YOUNG’S MODULUS

CONCRETE (30 MPa) 28 GPa

REINFORCING BARS 200 GPa

3.2.2 STRAIN LOADING

SHRINKAGE 0.150 mm/m

CREEP: 48 x 10

-6

m/m/MPa

TEMPERATURE RANGE 22°C

THERMAL EXP. COEEF. 0.012 mm/m/°C

3.2.3 PRESTRESSING

STRAND TYPE 12.7mm DIA SUPERSTRAND LOW RELAXATION

CABLE COMPOSITION 20 CABLES 12 STRANDS

STEEL RELAXATION 1.2% OF JACKED FORCE

FRICTION FACTORS:

FRICTION m= 0.25

WOBBLE k = 0.0025/m

WEDGE SLIP d = 10 mm

REVERSE FRICTION q = 1.25

4 MATERIALS

4.1 FOUNDING

* PIERS AND ABUTMENTS WILL BE FOUNDED ON CFA TYPE PILES FOUNDED AT ABOUT 18m BELOW

PILE CAP LEVEL.

4.2 CONCRETE CLASS AND COVER

SCREED LAYERS 15 MPa/19mm

ABUTMENTS AND PIERS W30 MPa/19mm WITH 50mm COVER

DECK W30 MPa/19mm WITH 50mm COVER ON SIDES

40mm COVER ON REST

PARAPETS W40 MPa/19mm WITH 40mm COVER

4.3 REINFORCEMENT

SHALL COMPLY WITH SABS 920 SPECIFICATION

MILD STEEL R (fy = 250 MPa)

HIGH TENSILE STEEL Y (fy = 450 MPa)

4.4 BEARINGS

REINFORCED RUBBER BEARINGS.

PIER 1 AND 3 450x600x4(18)

ABUTMENTS 300x400X4(18)

4.5 MOVEMENT JOINTS

CLAW AND GLAND TYPE JOINT 80mm MOVEMENT

CAPASITY

5 CONSTRUCTION REQUIREMENTS

5.1 ARRISES

ALL VISIBLE CORNERS TO BE CHAMFERED:

PARAPETS AND END BLOCKS 20 x 20 mm

ALL OTHER EXPOSED CORNERS 20 x 20 mm

5.2 CONCRETE SURFACE FINISHES

FORMED SURFACES:

UNEXPOSED F1

EXPOSED F2

PARAPETS F3

UNFORMED SURFACES:

DECK TOP U1

EXPOSED U2

BEARING PLINTHS U2

SCALE 1:

CONTOURED LOCALITY PLAN

200

PAVEMENT DESIGN

1) 150mm BASE (G2) COMPACTED TO 88% OF BULK RELATIVE DENSITY.

2) 125mm STABILISED NATURAL GRAVEL UPPER SUBBASE (C4) COMPACTED TO

98% OF MODIFIED AASHTO DENSITY.

3) 125mm STABILISED NATURAL GRAVEL LOWER SUBBASE (C4) COMPACTED TO

98% OF MODIFIED AASHTO DENSITY.

4) 150mm UPPER SELECTED LAYER (G7) COMPACTED TO 95% OF

MODIFIED AASHTO DENSITY.

5) 150mm LOWER SELECTED LAYER (G9) COMPACTED TO 95% OF

MODIFIED AASHTO DENSITY (100% FOR SAND).

6) FILL COMPACTED TO 90% OF MOD AASHTO DENSITY. (APPLICABLE DENSITY

(FOR SAND).

7) 20mm CONTINUOSLY FINE GRADE ASPHALT (AC)

8) 100mm BASE(G5) COMPACTED TO 98% OF MOD. AASHTO DENSITY.

9) FILL COMPACTED TO 90% OF MOD AASHTO DENSITY. (APPLICABLE DENSITY

(FOR SAND).

10) 125mm UNSTABILISED NATURAL GRAVEL UPPER SUBBASE (G5) COMPACTED TO

98% OF MODIFIED AASHTO DENSITY.

11) 125mm UNSTABILISED NATURAL GRAVEL UPPER SUBBASE (G5) COMPACTED TO

98% OF MODIFIED AASHTO DENSITY.

1 SITE PLAN23

GENERAL ARRANGEMENT

45 WINGWALL NE-SW CONCRETE AND REBAR DETAIL67

DRAWING LIST

BENDING SCHEDUAL

PORTAL REBAR AND CONCRETE DETAIL

SCALE 1:

SECTION C-C

100SCALE 1:

SECTION B-B

100

PAARLFRANSCHHOEK

FOUNDATION LAYOUT

WINGWALL NW-SE CONCRETE AND REBAR DETAIL

UPGRADING OF MAIN ROAD 191

(km 0,0 to km 9,57)

GENERAL ARRANGEMENT

CULVERT AT km 204.039

13/5/1/2/1-749.2

C749.2

MR191-CULVERT-02

AS SHOWN

A90/826

W BIJKER jr

W BIJKER

D KIC

W BIJKER jr

14/10/15 ORIGINAL VERSION W BIJKER

3D VIEW PORTAL A

N.T.S

3D VIEW PORTAL B

N.T.S

P

A

A

R

L

F

R

A

N

S

C

H

H

O

E

K