1:40

LEAN CONCRETE

1:30 FALL

65 DIA P.V.C. WEEPHOLES AT

1.5m C/C STAGGERED.

HANDPITCHED HARDCORE ALONG THE

REINFORCED CONCRETE

LEAN CONCRETE

HARDCORE BLINDED WITH SAND

(PILING AND FOUNDATION DETAILS TO BE DESIGNED BY QP.)

1:40

1:30 FALL

HANDPITCHED HARDCORE ALONG THE

WHOLE LENGTH OF THE DRAIN.

ROLLED &

CLOSE-TURFED

LEAN CONCRETE

1:1

1:30 FALL

MASS CONCRETE

BENCHING

1:30 FALL

MASS CONCRETE

BENCHING

1:1

BOX CULVERT

PVC WEEPHOLES AT

1.5m C/C STAGGERED

R.C. SLAB

HANDPITCHED

REINFORCED CONCRETE

(PILING AND FOUNDATION DETAILS TO BE DESIGNED BY QP.) (PILING AND FOUNDATION DETAILS TO BE DESIGNED BY QP.)

U-DRAIN

HARDCORE BLINDED WITH SAND

PRECAST UNIT JOINT STANDARD EXPANSION JOINT

TRAPEZOIDAL DRAIN

MASS CONCRETE

BENCHING

HARDCORE

ALONG THE WHOLE LENGTH

OF THE DRAIN

WHOLE LENGTH OF THE DRAIN.

100

300

1:40

100

50

1:40

R.C. SLAB

GEOTEXTILE COMPLYING

WITH TABLE SHOWN IN

DRAWING NO . 3

GEOTEXTILE COMPLYING

WITH TABLE SHOWN IN

DRAWING NO . 3

CONSIDERED. A LIVE LOAD SURCHARGE OF 10 kN/m ON THE BANKS SHALL BE TAKEN INTO ACCOUNT.

FOR DRAINS THAT ARE ADJACENT TO ROADS AND ARE AFFECTED BY VEHICULAR LOADING, A LIVE LOAD

SURCHARGE OF 20 kN/m SHALL BE TAKEN INTO CONSIDERATION IN THE DESIGN OF DRAINS.

WIDTH (SEE TABLE)

WIDTH (SEE TABLE)WIDTH (SEE TABLE)

GAP TO BE FILLED

UP WITH CEMENT MORTAR (1: 3)

20

100 50

25

EQ

EQ

THICKNESS OF

BASE OR WALL

13 THK. APPROVED JOINT FILLER

13 x 50 APPROVED SELF

EXPANDING CORK

JOINT-SEALER

BOTTOM WIDTH OF D.W.F. DEPTH OF D.W.F.

0.3m 0.125m

0.6m

0.9m

1.2m

1.8m

2.1m

0.150m

0.150m

0.200m

0.250m

0.300m

TOP WIDTH OF DRAIN

65 DIA

1:1

MILD STEEL AND HIGH TENSILE STEEL

IN THE DESIGN OF U-DRAINS,11

NOTES:

2

UPHEAVE MUST BE CONSIDERED.

SHALL BE GRADE 25 OR HIGHER GRADES.

1

2

3

4

5

6

122

ALL PRECAST AND REINFORCED CONCRETE SHALL BE GRADE 30 OR HIGHER GRADES.

ALL MASS CONCRETE

ALL LEAN CONCRETE SHALL BE GRADE 15.

(WATER FACE) AND 50mm (EARTH FACE)

EXPANSION JOINTS SHALL BE PROVIDED AT MAX. 35m INTERVALS

8 MINIMUM REINFORCED CONCRETE SLAB THICKNESS SHALL BE 150mm.

THE WALLS OF U-DRAINS

AT THE BASE AND WALLS

APPROVED JOINT FILLER AND CAULKED

OF ALL CAST-IN-SITU DRAINS. SUCH JOINTS SHALL HAVE A GAP OF 13mm PACKED WITH AN

ALL GAPS SHALL BE FILLED WITH 1:3 MIX CEMENT MORTAR.

ALL PRECAST UNITS SHALL BE LAID CLOSE. THE MAXIMUM ALLOWABLE GAP IS 50mm.

ALL REINFORCEMENTS SHALL NOT BE CARRIED THROUGH AN EXPANSION JOINT.

WITH AN APPROVED SELF EXPANDING CORK JOINT-SEALER.

REINFORCEMENTS SHALL CONFORM TO SS2

7 FABRIC MESH REINFORCEMENTS SHALL CONFORM TO SS2

2

IN THE DESIGN OF TRAPEZOIDAL DRAINS, STABILITY OF THE SLOPE AND UPHEAVE MUST BE

SHALL BE DESIGNED TO WITHSTAND A LIVE LOAD SURCHARGE OF 10 kN/m ON THE BANKS.

MAIN REINFORCEMENTS SHALL HAVE MINIMUM CLEAR COVERS OF 70mm.9

THE CONSTRUCTED DRAINS SHALL NOT CAUSE PONDING AT THE EMBANKMENTS OF U-DRAINS10

13

14

15 ALL DIMENSIONS ARE IN MILLIMETRES UNLESS OTHERWISE STATED.

> 3.0m TO 4.5m

> 4.5m TO 6.0m

> 6.0m TO 9.0m

> 9.0m TO 12.0m

> 12.0m

< 3.0m

BOX CULVERTS SHALL BE DESIGNED TO WITHSTAND BRIDGE LOADING IN ACCORDANCE

WITH LAND TRANSPORT AUTHORITY’s STANDARDS.

& TRAPEZOIDAL DRAINS AND AT THE TOP SLAB OF BOX CULVERT.

Details of the structural, geotechnical and foundation systems are to be designed by Qualified Persons.

This drawing shows schematically the drainage channels and minimum structural requirements.

U-SHAPED & TRAPEZOIDAL DRAINS AND BOX CULVERTDRAWING NO. 1

TABLE

SECTION A-A

SECTION B-B

PLAN VIEW

NOTES

DETAILS OF NON-SKID ALUMINIUM RUNG

ISOMETRIC VIEW

HARDCORE THROUGHOUT

LENGTH OF WALL

50 LEAN CONC.

150 HARDCORE

THIS PIECE TO

BE PRECAST600

150x150 SPLAY

65 DIA. PVC PIPE WEEPHOLE

AT 2m C/C STAGGERED

300

(PILING AND FOUNDATION DETAILS TO BE DESIGNED BY QP)

GEOTEXTILE COMPLYING

WITH TABLE SHOWN IN

DRAWING NO . 3

TYPE C3

CHANNEL1: 40

50

25

10

00

(N

.T.S

.)

25

GRADE 25 CONC.

BENCHING

SEE TABLE

25 DIA. ALUMINIUM

RUNGS AT 300 INTERVAL

CAST IN SITU WALL OF DRAIN

SEE DETAILS OF

REBATED JOINT

50 25

65

20

1200 1200 1200 1200

1st PIECE INTERMEDIATE PIECES

60

01

50

65

TOP OF DRAIN TO FLUSH WITH FOOTPATH / GROUND LEVEL

600 750 900 1050 1200

1200 1200 1200 1200

15

0W

IDT

H1

50

SEE DETAILS OF

REBATED JOINT

B B

AA

GAP TO BE FILLED

UP WITH CEMENT MORTAR (1: 3)

65

20

65

100 50

25

300

90

230

75

75

25 DIA. ROD

RIBBED

RUNG

300

23

0RIBBED

RUNG

(CLOSED-UP VIEW OF RUNG)

PLAN VIEW

DETAILS OF REBATED JOINT

WIDTH OF DRAIN

LAST PIECE

300 COMPACTED HARDCORE

FALSE BOTTOM

CLEAR COVER TO REINFORCEMENT : 40mm.

GRADE 30 CONCRETE IS TO BE USED.

LENGTH OF PRECAST PIECE TO BE 1200mm ON STRAIGHT AND

500mm ON CURVES.

WIDTH / DEPTH RATIO OF DRAIN SHOULD NOT BE MORE THAN 1 : 2.

NON-SKID ALUMINIUM RUNGS ARE TO BE PROVIDED FOR ROADSIDE

DRAINS WITH DEPTH EQUAL TO OR EXCEEDING 0.9m.

THE TOP SLAB OF THE ROADSIDE DRAIN SHALL BE CONSTRUCTED

SUCH THAT PONDING AT THE TOP SLAB WILL NOT OCCUR.

ALL DIMENSIONS ARE IN MILLIMETRES UNLESS OTHERWISE STATED

1.

2.

3.

4.

5.

6.

7

This drawing shows schematically the drainage channels and minimum structural requirements.

Details of the structural, geotechnical and foundation systems are to be designed by Qualified Persons.

STANDARD ROADSIDE DRAINSDRAWING NO. 2

COMPACTED ACCESS 1000

100

1: 40

1: 3

1: 3

SYNTHETIC GEOTECHNICAL FABRIC MEMBRANE

DRAIN WALL

COPE OF

DRAIN

DRAINAGE RESERVE

B785

ACCESS WIDER THAN 1.8m

FABRIC

REINFORCEMENT

NOTE: ALL DIMENSIONS ARE IN MILLIMETRES UNLESS OTHERWISE STATED.

1:1

200 THK. APPROVED

GRANULAR EARTH OR

APPROVED GRANULAR

SPALL BLINDED WITH

UNWASHED SAND OR

GRANITE DUST, ROLLED

AND COMPACTED IN 2

LAYERS WITH 10

TONNE ROLLER

200 THK. HARDCORE TO BE ROLLED

AND COMPACTED IN 2 LAYERS WITH

10 TONNE ROLLER OR WELL COMPACTED

APPROVED SYNTHETIC

FABRIC MEMBRANE

13 THK. GAP EXPANSION

JOINT SEE DETAIL ’A’

100 THK. GRADE 25 CONC. ROUGH FINISH

(13 GAP EXPANSION JOINT TO

BE PROVIDED AT 35m INTERVALS)

50 THK. LEAN CONCRETE

THE FIBRE USED TO MANUFACTURE THE FABRIC SHALL CONSIST OF

EITHER POLYPROPYLENE, POLYETHYLENE, POLYESTER, OR A COMBINATION

50

NOTE:

A. WHERE THE GEOTEXTILES SERVE A SEPARATION OR REINFORCEMENT FUNCTION,

CLASS A GEOTEXTILES SHALL BE USED

B. WHERE THE GEOTEXTILES SERVE A FILTRATION FUNCTION, CLASS B GEOTEXTILES

SHALL BE USED.

COPE OF

DRAIN

1: 3

1: 3

DRAIN WALL

ACCESS UP TO 1.8m WIDE

1:40

DRAINAGE RESERVE

B785

FABRIC

REINFORCEMENT

100

1:1

200 THK. HARDCORE TO BE ROLLED

AND COMPACTED IN 2 LAYERS WITH

10 TONNE ROLLER OR WELL COMPACTED

100 THK. GRADE 25 CONC. ROUGH FINISH

(13 GAP EXPANSION JOINT TO

BE PROVIDED AT 35m INTERVALS)

13 THK. GAP EXPANSION

JOINT SEE DETAIL ’A’

50 THK. LEAN CONCRETE

50

DETAIL ’A’

DRAIN WALL

13 THK. APPROVED

SEALING COMPOUND

13 THK. APPROVED

JOINT FILLER

13mm THICK GAP EXPANSION JOINT

50

PHYSICAL PROPERTIES OF GEOTEXTILES

PHYSICAL PROPERTY CLASS OF GEOTEXTILE

CLASS A CLASS B

SPECIFICATION

125 530 60 180 1.10 2.0X10

50 270 55 80 0.50 2.7X10

2

2

-2 -2

MINIMUM UNITUNIT WEIGHT, g/m MINIMUM GRAB TENSILE STRENGTH , N MINIMUM ELONGATIONTO BREAK, % MINIMUM TRAPEZOIDALTEAR STRENGTH , N MINIMUM MULLENBURST STRENGTH, N/mm WATER PERMEABILITY,cm/sec

ASTM D3376 ASTM D1682 ASTM D1682 ASTM D1117 ASTM D774

MANUFACTURER’S

TEST REPORT TO

BE SUBMITTED

OF THE AFORESAID MATERIALS. THE FABRICS SHALL HAVE THE PHYSICAL

PROPERTIES COMPLYING WITH THE TABLE BELOW :

CLOSE TURFING

WITH 50 THK. TOP SOIL

Details of the structural, geotechnical and foundation systems are to be designed by Qualified Persons.

This drawing shows schematically the drainage facilities and minimum structural requirements.

MAINTENANCE ACCESS FOR DRAINAGE RESERVESDRAWING NO. 3

6 THK. M.S. PLATE

WELDED TO TOP OF G.S. PIPE

WELDED CENTRALLY ON 300x300x12 THK.

M.S. PLATE

450x450x300 CONC. FOOTING

(CONCRETE 20)

20 DIA. BOLT SECURED IN ANCHOR

WITH BUILT-IN EXPANSION PLUG

AND INTERNAL THREADS

(’HILTI’ HKD FLUSH ANCHOR-HKD M20)

OR EQUIVALENT

750

450

30

0

300

30

0

20

0

X

X

G.L. G.L.

SECTION X-X

PLAN VIEW

300x300x12 THK. M.S.

STEEL PLATE WELDED

TO G.S. PIPE

’HILTI’ HKD FLUSH

ANCHOR-HKD M20

150 DIA.

300

300

30

0

450450

ISOMETRIC VIEW

G.S. PIPE (MEDIUM DUTY)

DETACHABLE BOLLARD

AA

6mm DIA. STIRRUPS (5 NOS)

4 R10

GROUND LEVEL GROUND LEVEL

TO BE PAINTED IN WHITE

CONCRETE PIPE

CAST-IN-SITU

R6 STIRRUP

4 R10

TO BE PAINTED IN PEACOCK BLUE

PAINT NO.0115 (BODELAC 3000

OR OTHER APPROVED EQUIVALENT)

150mm DIA. PRECAST

450 SQ

65

0

60

0

65

0

ELEVATIONSECTION A - A

DETAILS OF DRAINAGE RESERVE CONCRETE MARKER

C C

SECTION C - C

150 DIA.

150 DIA. 150 DIA.

450 SQ.

60

0

40

04

00

100 DIA (NOMINAL BORE)

FIXED STEEL POST

FILLED WITH CONCRETE

75 x 75 x 8 THK. STEEL PLATE

FIRMLY WELDED TO STEEL POST

13 DIA. GALVANISED

STEEL CHAIN

GRADE 20 MASS CONCRETE

2.0m FOR 2.7m AND 3.0m MAINTENANCE ACCESS

3.5m FOR 4.5m MAINTENANCE ACCESS

4.5m FOR 6.0m MAINTENANCE ACCESS

STEEL POSTS AND CHAINS

FOR MAINTENANCE ACCESS

150 NOMINAL DIA.G.S. PIPE (MEDIUM DUTY)

GRADE 25 CONCRETE

GRADE 25 CONCRETE

GRADE 25 CONCRETE

60

0 F

OR

RU

RA

L A

RE

A

100 F

OR

UR

BA

N A

RE

A

30

0 / 0

100 FOR RURAL AREA

50 FOR URBAN AREA

10

0

BRASS PADLOCK

GROUND LEVEL 100

100 FOR RURAL AREA

50 FOR URBAN AREA

NOTES

1. ALL DIMENSIONS SHOWN ARE IN MILLIMETRES UNLESS OTHERWISE STATED.

MATERIALS

b)

ALL GALVANISING TO BE HOT DIPPED

GALVANISED STEEL PIPES TO BE PREPARED

a) ONE COAT OF APPROVED WASH PRIMER

b) ONE COAT OF APPROVED ZINC CHROMATE PAINT

c) ONE UNDERCOAT OF APPROVED OIL BASED PAINT

d) TWO TOP COATS OF APPROVED OIL BASED PAINT

ALL STEEL RODS, FLAT & SQUARE TO BE

a)

b)

CONFORMING TO S.S.17

GALVANISED COATING CONFORMING TO S.S.117

AND PAINTED AS FOLLOWS:

PREPARED AND PAINTED AS FOLLOWS:

BEFORE ERECTION CLEAN WITH WIRE BRUSH TO REMOVE ALL RUST & MILL SCALE

AND PAINT ONE COAT OF APPROVED PRIMING PAINT

a)

c)

2.

3.

4.

30

0 /

10

0

ALL STEEL USED TO BE MILD STEEL CONFORMING TO B.S.4360

ALL G.S. PIPES OR EQUIVALENT TO BE LIGHT TUBES

450 SQ

50

50

50 50

10

00

150 DIA.

12

THREE COATS OF APPROVED

OIL BASED PAINT TO BE

PAINTED ON BOLLARDS.

STEEL BASED PLATE BOLTS

AND NUTS TO BE COATED

WITH BITUMINOUS PAINT.

25

0

(BL

UE

)

25

0

(WH

ITE

)

250

(BL

UE

)

NOTES

1.

2.

AFTER ERECTION PAINT ONE UNDERCOAT OF APPROVED OIL BASED PAINT AND

TWO TOP COATS OF APPROVED OIL BASED PAINT

This drawing shows schematically the drainage facilities and minimum structural requirements.

Details of the structural, geotechnical and foundation systems are to be designed by Qualified Persons.

DRAINAGE RESERVE MARKER, BOLLARD AND POSTS & CHAINSDRAWING NO. 4

Notes:

1 ALL DIMENSIONS SHOWN ARE IN MILLIMETRES UNLESS OTHERWISE STATED.

2 MINIMUM GRADE 35 CONCRETE TO BE USED FOR THE PRECAST SECTION OF DROP-INLET CHAMBER.

3 LTA APPROVED ANTI-SKID COATING SHALL BE APPLIED ON TOP OF THE EXPOSED 6mm THICK CHEQUER PLATE.

4 TOP SECTION OF 6mm THK. CHEQUER PLATE SHALL BE EXTENDED AND FLUSH TO PRECASTER REQUIREMENT.

5 ALL WELD TO BE FULL STRENGTH BUTT WELD UNLESS OTHERWISE STATED.

6 FULL STRENGTH FILLET WELD SHALL BE USED. MINIMUM FILLET WELD THICKNESS SHALL BE 3mm OR THROAT SIZE OF 2.1mm.

7 DRILLED HOLE ON CHEQUER PLATE SHALL BE 2mm LARGER THAN THE DIAMETER OF REBAR TO ALLOW INSERTION OF REBAR.

8 DRILLED HOLE ON CHEQUER PLATE SHALL HAVE A MINIMUM DISTANCE OF 35mm FROM TOP EDGE AND 40mm FROM SIDE EDGE OF CHEQUER PLATE.

9 THE BEND-IN CHEQUER PLATE ON BOTH SIDES SHALL HAVE A MINIMUM BEND-IN DISTANCE OF 100mm.

10 THE BEND-IN 6mm CHEQUER PLATE SHALL HAVE A MIN. DISTANCE OF 35mm FROM BOTTOM EDGE OF T16.

11 10 NOS. OF VERTICAL T10 GALVANISED STEEL BAR SHALL HAVE A MINIMUM RECESS OF 5mm TO 20mm MEASURING FROM OUTER FACE OF KERB.

12 A SECTION OF UPVC PIPE SHALL BE CUT (MEASURE FROM TOP OF PIPE: 100mm (HEIGHT), 70mm (WIDTH).

13 GRATINGS AND FRAMES ARE TO BE GALVANISED BY HOT-DIP GALVANISING PROCESS IN ACCORDANCE WITH ISO 1461:2009.

14 THE COMPLETE ASSEMBLY EXCEPT FISH TAIL ARE TO BE GALVANISED BY HOT-DIP GALVANISING PROCESS IN ACCORDANCE WITH ISO 1461:2009.

15 FISH TAIL TO BE WELDED TO M.S. ANGLE AND PLACED AT ALL CORNERS OF THE FRAME.

16 THE HINGE MUST BE LOCATED SUCH THAT GRATING WILL BE CLOSED IN THE DIRECTION OF TRAFFIC FLOW.

17 250mm DIA. UPVC PIPE (INTERNAL DIAMETER) SHALL CONFORM TO SS 141 WITHOUT JOINTING (MINIMUM WALL THICKNESS 9.7mm).

18 INLET CHAMBER SHALL NOT BE INSTALLED WITHIN THE WIDTH OF WALKWAY.

19 75mm UPVC PIPE IN THE DROP INLET CHAMBER SHALL BE SEALED AFTER LAYING THE FINAL ASPHALTIC WEARING COURSE.

20 EXTENT OF CONCRETE HAUNCH SHALL BE 150mm FROM THE POINT OF JOINT ON BOTH SIDES FOR JOINTED UPVC PIPE.

21 WSFR MEANS WELDED STEEL REINFORCEMENT MANUFACTURED TO SINGAPORE STANDARD SS32.

22 ALL UPVC PIPES SHALL CONFORM TO SS272. ALL DIAMETER OF UPVC PIPE SPECIFIED SHALL BE OF NOMINAL SIZE.

23 6mm THICK CHEQUER PLATE TO EXTENT TO MATCH HALF THE CIRCULAR SHAPE OF UPVC PIPE AS PER PRECASTER REQUIREMENT.

24 BOLT ASSEMBLY SERVE TO FASTEN THE VERTICAL GRATING TO THE MILD STEEL PLATE.

25 BOLT ASSEMBLY SHALL BE WITHIN 6mm THICK CHEQUER PLATES.

26 GAP BETWEEN DIA. 250mm UPVC (HEAVY DUTY) PIPE AND EXTENDED 6mm THK. SIDE CHEQUER PLATE SHALL BE SEALED OFF WITH CEMENT MORTAR

AFTER INSTALLATION OF DIA. 250mm UPVC (HEAVY DUTY) PIPE.

27 DROP-INLET CHAMBER SHALL NOT BE INSTALLED WITHIN THE WIDTH OF WALKWAY.

28 THE KERB AND DROP-INLET CHAMBER SHALL BE CAST IN ONE OPERATION.

PLAN OF M.S. RAILING (TYPE C)

70

50

26

m.s. hollow section

DETAIL AT ‘W’

welded to m.s. angle plate

’C’ channel embedded thru’ p.c. pier

angle plate to be fully welded to m.s.

35

50

60

R=15

R=15

160 x 160 precast R.C. pier at

10 dia. m.s. dowel to be fully

60 x 100 x 10 thk. x 35 m.s.

50 x 25 x 6 thk. x 260 m.s.

6 thk. fillet weld all round

50 x 26 x 3.2 thk.

2400c/c with ganolithic finish

hollow section and ’C’ channel

embeded thru’ p.c. pier

50 x 25 x 6 thk. x

70

m.s. hollow section

DETAIL AT ‘V’

tolerance

hole

angle plate to be fully welded to m.s.

100

welded to m.s. angle plate

hollow section and ’C’ channel

25

60

60 x 100 x 10 thk. x 35 m.s.

50 x 26 x 3.2 thk.

6 thk. fillet weld all round

10 dia. m.s. dowel to be fully

260 m.s. ’C’ channel

2

2

8. ALL PRECAST CONCRETE SHALL BE GRADE 30.

6. MAIN REINFORCEMENTS SHALL HAVE A CLEAR COVER OF 50mm FROM THE BASE

OF EARTH FACE AND A CLEAR COVER OF 70mm FROM THE BASE OF WATER FACE.

2. ALL MASS CONCRETE SHALL BE GRADE 25.

3. ALL REINFORCED CONCRETE SHALL BE GRADE 40.

4. ALL LEAN CONCRETE SHALL BE GRADE 15.

5. MILD STEEL AND HIGH TENSILE STEEL REINFORCEMENTS SHALL CONFORM TO S.S.2.

7. FABRIC MESH REINFORCEMENTS SHALL CONFORM TO S.S. 32.

9. ALL GALVANISING TO BE HOT DIPPED GALVANISED COATING CONFORMING TO S.S.117.

10. SPECIFIED CHARACTERISTIC STRENGTH OF HIGH YIELD STEET BAR (T) IS 460 N/mm .

11. SPECIFIED CHARACTERISTIC STRENGTH OF PLAIN ROUND MILD STEEL BAR (R) IS 250 N/mm .

NOTES

1. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS OTHERWISE STATED.

10 35

150 150

80

0160

26

26

26

26

160

25 25

25

11

0

25

160

25 25

70

20

70

hollow section at both ends

‘V’

30

40

angle plate to be full welded to m.s.

hollow section and ’C’ channel

’C’ channel embedded thru’ p.c. pier

10

308

49

0

2400

11

61

16

150

26

116

26

110

12

110

12

110

12

110

26

150

26

116

26

110

12

110

12

110

12

110

26250

160 x 160 precast R.C. pier at

60 x 100 x 10 thk. x 35 m.s.

50 x 26 x 3.2 thk. m.s. hollow section

12 sq. m.s. bars welded to m.s.

300 x 300 x 450 mass conc. footing

50 x 25 x 6 thk. x 260 m.s.

2400c/c with ganolithic finish

ELEVATION AT ‘Z’

300

250

20

0

45

0950

160

25

25

160

25 25

150

50

26

26

70 EXISTING CONCRETE

RIVER WALL

100

10

26

26

25

25

160

25 25

100

10

4R6 ring

hollow section at both ends

6R6 ring at 225 c/c

4R13

m.s. hollow section

concrete footing

35

SECTION X - X SECTION Y - Y

3510

2020

4040 30 30

1010

49

0308

11

61

16

12 sq. m.s. bars welded to m.s.

160x160 precast R.C. pierat 2400c/c with

300 x 300 x 450 mass

200 thk.

crusher run base

50 thk. lean concrete

250 thk. sub-base material

ganolithic finish

50 x 26 x 3.2 thk.

75 thk. Asphatic

base course

70

160

70

70 160 70

existing concrete river wall

with ganolithic surface finishes

Y

Y

‘W’ X X

Z

hollow section at both ends

2400

150 26 116 26 110 12 110 12 110 11012 26

35

35

3535

1502611612 110 2612 11012 11011026

160 x 160 precast R.C. pier

12 sq. m.s. bars welded to m.s.

300 x 300 x 450 mass concrete footing

50 x 26 x 3.2 thk. m.s. hollow section

NOTE :

ALL STEEL MEMBERS FOR RAILING

SHALL BE GALVANISED & PAINTED

TO PAINTING SPECIFICATIONS AS

OUTLINED IN NOTE NO.5 OF

DRAWING NO. 6

APPROVED SPECIAL RAILINGSDRAWING NO. 7A

250 150 1000 1000 1000

200

800

10

0

11

00

75

10

0900

50

50

55

10 WIDE GROOVE

10 WIDE GROOVE

76 DIA. GI PIPE RAILING

38 X 25 SHS (3 THK)

PART ELEVATION OF RAILING

A A

75 DIA. GI PIPE RAILING

150 150 150

250250 5000

1000 1000 1000 1000 1000

1100

ISOMETRIC VIEW

R5= 5 PANELS OF RAILING

BOLLARD

150

2505000

1000 1000 1000 1000 1000

R5= 5 PANELS OF RAILING

BOLLARD

200

1100

100

200

10

800

2R10 LINKS

250

R10-1

50

R10

SECTION B-B

B B

BOLLARD

38 X 25 SHS (3 THK)

38 X 25 SHS (3 THK)

145

145

800

c

250 DIA. CONCRETE BOLLARD

CONCRETE BASE

SECTION PLAN A-A

38 X 25 SHS (THK)

PROPOSED GRADE 30 CONCRETE

FOOTING WITH ONE LAYER OF FABRIC

REINFORCEMENT B10

450

PROPOSED GRADE 30 CONCRETE

FOOTING WITH ONE LAYER OF FABRIC

REINFORCEMENT B10

250

450

50

0

2

2

NOTES :

IS 15mm. ALL GAPS SHALL BE FILLED WITH 1 : 3 MIX CEMENT MORTAR.

9. ALL PRECAST CONCRETE SHALL BE GRADE 30.

6. MAIN REINFORCEMENTS SHALL HAVE A CLEAR COVER OF 50mm FROM THE BASE

OF EARTH FACE AND A CLEAR COVER OF 70mm FROM THE BASE OF WATER FACE.

SCHEMATIC ELEVATION OF RAILING

2. ALL MASS CONCRETE SHALL BE GRADE 25.

3. ALL REINFORCED CONCRETE SHALL BE GRADE 40.

4. ALL LEAN CONCRETE SHALL BE GRADE 15.

5. MILD STEEL AND HIGH TENSILE STEEL REINFORCEMENTS SHALL CONFORM TO S.S.2.

7. FABRIC MESH REINFORCEMENTS SHALL CONFORM TO S.S. 32.

8. ALL PRECAST UNITS SHALL BE LAID CLOSE. THE MAXIMUM ALLOWABLE GAP

10. ALL GALVANISING TO BE HOT DIPPED GALVANISED COATING CONFORMING TO S.S.117.

1 1. SPECIFIED CHARACTERISTIC STRENGTH OF HIGH YIELD STEET BAR (T) IS 460 N/mm .

12. SPECIFIED CHARACTERISTIC STRENGTH OF PLAIN ROUND MILD STEEL BAR

(R) IS 250 N/mm .

TO 38 X 25 SHS

250 DIA. CONCRETE

BOLLARD WITH

GRANOLITHIC FINISH

TO ENGR’S DETAIL

R.C. DETAIL OF CONCRETE BOLLARD

FOR RAILING

16

21

62

400

25 X 6 GI FLAT BAR

100

75

50

38 X 25 SHS (3 THK)

38 X 25 SHS (3 THK)

38 X 25 SHS (3 THK)FULLY WELDED TO

75

50

20 ELEVATION C

ELEVATION C

1. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS OTHERWISE STATED.

50 X 6

GI FLAT BAR

25 X 6 GI FLAT WELDED

150 X 150 X 10 THK GI PLATE ENCASED IN CONCRETE FOOTING

35

0

75 X 6 THK GI FLAT BAR

150 x 150 x 10 GI PLATE FULLY WELDED

TO 50 x 6 FLAT BAR AND 75 x 6 THK

GI FLAT BAR

GROUND100

( 3 THK )

6 THK GI FLAT

30 X 25 VERTICAL SHS (3 THK)

BAR

38

38

75 X 6 THK GI FLAT BAR

25 X 6 FLAT BAR

6 THK

13.ALL STEEL MEMBERS FOR RAILING SHALL BE GALVANISED & PAINTED to

PAINTING SPECIFICATIONS AS OUTLINED IN NOTE NO.5 OF DRAWING NO. 6

APPROVED SPECIAL RAILINGSDRAWING NO. 7B

Notes:

1 ALL DIMENSIONS ARE IN MILLIMETRES UNLESS OTHERWISE STATED.

2 ALL CONCRETE TO BE MINIMUM GRADE 20 UNLESS OTHERWISE STATED.

3 THE STRUCTURAL DETAILS OF THE REINFORCED CONCRETE PAVEMENT SHALL BE DESIGNED TO WITHSTAND PEDESTRIAN LOADINGS IN

ACCORDANCE WITH LAND TRANSPORT AUTHORITY'S REQUIREMENTS

4 SLOT-OUTLETS ARE TO BE PROVIDED FOR A MINIMUM DISTANCE OF 3 TIMES THE SIDE CARRIAGEWAY WIDTH OVER THE "BLIND" EDGE OF THE

T-JUNCTION WHERE THE T-JUNCTION IS LOCATED AT A LOWER LEVEL THAN THE CONNECTING SIDE CARRIAGEWAY ALTERNATIVELY, DROP-

INLET CHAMBERS ARE TO BE PROVIDED AT INTERVALS OF 3.0m OVER A MINIMUM DISTANCE OF 3 TIMES THE SIDE CARRIAGEWAY WIDTH.