1
2
2
.
7
6
3
1
2
2
.
7
3
8
1
2
2
.
7
1
5
1
2
2
.
6
5
3
1
2
2
.
6
9
3
1
2
2
.
6
7
2
1
2
2
.
6
1
3
1
2
2
.
6
3
2
1
2
2
.
6
0
4
1
2
2
.
5
9
6
1
2
2
.
5
8
1
1
2
2
.
5
6
9
1
2
2
.
5
6
1
1
2
2
.
5
5
4
1
2
2
.
5
4
9
1
2
2
.
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
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
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
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