(24.00m span & 7.00m carriageway) on … deck girder bridge ... the bridge abutment is designed...

RC DECK GIRDER BRIDGE(24.00m SPAN & 7.00m CARRIAGEWAY)

ON GOMPHU - PANGBANG HIGHWAY, ZHEMGANG BHUTAN

SEPTEMBER 2013

DRAWING LIST

COVER PAGE

DRAWING NO.DESCRIPTION

LIST OF DRAWINGS

GENERAL NOTES (BRIDGE SUPERSTRUCTURE)

SNO.

01

02

03

04

05

06

07

08

09

S24 - C7 - 01

BRIDGE DECK END JOINT

REBAR CODES & SHAPE DETAILS

PLAN, SECTION & ELEVATION OF DECK

REINFORCEMENT DETAILS OF DECK SLAB

REINFORCEMENT DETAILS OF MAIN GIRDER

DECK DRAINAGE DETAIL

10

STD - 02

STD - 03

STD - 04

STD - 05

STD - 06

S24 - C7 - 07

REINFORCEMENT DETAILS OF CROSS GIRDER & KERB BEAM

DETAIL OF BRIDGE BEARING

11

MISCELLANEOUS DETAILS

12

13

14

15

1617

18

SECTIONAL ELEVATION OF THE BRIDGE

19 S24 - C7 - 18

S24 - C7 - 08

S24 - C7 - 09

S24 - C7 - 10

S24 - C7 - 11

REBAR SCHEDULE

S24 - C7 - 12

REBAR SCHEDULE

S24 - C7 - 13

GENERAL NOTES FOR BRIDGE ABUTMENT

S24 - C7 - 14

GENERAL PLAN OF THE BRIDGE (01)

S24 - C7 - 15

GENERAL PLAN OF THE BRIDGE (02)

S24 - C7 - 16

GENERAL ELEVATION OF THE BRIDGE

S24 - C7 - 17

LEFT ABUTMENT DRAWING (01)

DRAWING NO.DESCRIPTION

LIST OF DRAWINGS


SNO.

20

21

22

23

24

25

26

27


LEFT RETURN WALL DRAWING (01)

LEFT RETURN WALL DRAWING (02)

BRIDGE BEARING PLAN ON THE ABUTMENT DETAILS

RIGHT ABUTMENT DRAWING (01)


28


29

APPROACH SLAB DETAILS30

31

32

33

3435

S24 - C7 - 19

S24 - C7 - 20

S24 - C7 - 21

S24 - C7 - 22

S24 - C7 - 23

S24 - C7 - 24

S24 - C7 - 25

S24 - C7 - 26

S24 - C7 - 27

RIGHT ABUTMENT DRAWING (02) S24 - C7 - 28

S24 - C7 - 29

DETAILS OF KERB BEAM AT APPROACH S24 - C7 - 30

SEISMIC ARRESTOR BLOCK DETAILS S24 - C7 - 31

RAILING DETAILS S24 - C7 - 32

36

37

38

REBAR SCHEDULE S24 - C7 - 33





SHEET CONTENTS :

ROYAL GOVERNMENT OF BHUTANMinistry of Works & Human settlement

Department of Roads, Bridge DivisionThimphu, Bhutan

DRAWING LIST

REVISION DATE DRAWING NO.

SCALE:

FIRST ISSUE

NAME & SIGNATURE

(as Sheet A3 size)

NTS

DESIGN

DRAWN

CHECKED

APPROVED

S24-C7-01RC DECK GIRDER BRIDGE (24m SPAN & 7.00m CARRIAGEWAY)

On Gomphu - Panbang Highway, Zhemgang

Sept., 2013

M.N.LAMICHANEY (CE)

NGAWANG THINLEY (ENGINEER)

KARMA WANGDI (EE)


GENERAL NOTES FOR ABUTMENT CONSTRUCTION

A. GENERAL

1. THE NOTES IN THIS DRAWING SHALL BE READ IN CONJUNCTION WITH ALL RELEVANT DRAWING PERTAINING TO THE BRIDGE.

2. UNLESS OTHERWISE SPECIFIED, ALL DIMENSIONS IN MILLIMETER (mm) AND ALL LEVELS ARE IN METER (m). DIMENSIONS ARE NOT TO BE SCALED AND ONLY WRITTEN DIMENSION ARE TO BE FOLLOWED.

3. THE CONTRACTOR SHALL VERIFY ALL CHAINAGE, REDUCED LEVELS, COORDINATES AND DIMENSIONS BEFORE START OF THE WORK. INCASE OF ANY DISCREPANCY, THE MATTER SHALL BE BROUGHT TO NOTICE OF THE ENGINEER.

4. THE BRIDGE ABUTMENT IS DESIGNED AS PER IRC - 21 & IS 456 USING MIDAS CIVIL.

B. CONCRETEUNLESS OTHERWISE SPECIFICALLY MENTIONED IN THE DRAWINGS OR DIRECTEDBY THE ENGINEER, CONCRETE GRADE SHALL BE AS PER THE RELATED SECTIONOF CONTRACT DOCUMENT PARTLY REPRODUCED AS BELOW:

APPLICATION LOCATION SPECIFIED COMPRESSIVE CUBE STRENGTH IN (28 DAYS) IN MPa

REINFORCED CONCRETE (RCC)ABUTMENT M25

PLAIN CEMENT CONCRETE (PCC)(WHEREEVER REQUIRED) M10

SEISMIC ARRESTOR BLOCK &APPROACH SLAB M30

C. REINFORCEMENT

1. ALL REINFORCEMENT SHALL BE OF HIGH YIELD STRENGTH DEFORMED BARS (MIN fy 500 MPa).

2. SCHEDULING OF BAR IS DONE IN ACCORDANCE WITH ISO 4066:2000.

3. MINIMUM LAP LENGTH OF REINFORCEMENT SHALL BE CONFORM TO AASHTO/2007 AS SHOWN BELOW:

4. IN THIS DRAWING, SPLICE LENGTH OF " CLASS C" FOR REINFORCEMENT BAR WAS ADOPTED.

5. CLEAR CONCRETE COVER TO REINFORCING STEEL SHALL BE MAINTAINED AS FOLLOWS UNLESS OTHERWISE SHOWN IN THE DRAWINGS OR DIRECTED BY ENGINEER.

* ABUTMENT WALL (ALL SIDES) = 50 MM * RETURN WALL (ALL SIDES) = 40 MM * RAILING POST (ALL SIDES) = 25 MM * KERB ON THE APPROACH SLAB = 25 MM

6. SPECIFICALLY MADE COVER BLOCKS OF SAME STRENGTH AS THAT OF CONCRETE SHALL BE ONLY USED.

D. WATERWATER TO BE USED IN THE CONCRETING AND CURING SHALL BEPORTABLE WATER.

E. SUPERVISIONCONSTRUCTION WORK MUST BE SUPERVISED BY A COMPETENTSUPERVISION ENGINEER.

BAR DIA mm

10 300412127321692618114420138422178725224728292732

374538957121114951809233729313828

DEV.LENGTH, mm

SPLICE LENGTH, mm

CLASS A CLASS B CLASS C3003175637138801064137417242252

2203175637138801064137417242252

3. MINIMUM LAP LENGTH OF REINFORCEMENT SHALL BE CONFORM TO AASHTO/2007 AS SHOWN BELOW:

SHEET CONTENTS :



GENERAL NOTES


SCALE:

FIRST ISSUE

NAME & SIGNATURE

(as Sheet A3 size)

NTS

DESIGN

DRAWN

CHECKED

APPROVED M.N.LAMICHANEY (CE)





Sept., 2013

KARMA WANGDI (EE)

FLOW DIRECTON

STN1100.00

R13000

GO

MPH

U S

IDE

PA

NB

AN

G S

IDE

BR

IDG

E S

PA

N =

24.

00 M

ETE

RS

GENERAL PLAN

SHEET CONTENTS :



GENERAL PLANOF THE BRIDGE (01)


SCALE:

FIRST ISSUE

NAME & SIGNATURE

(as Sheet A3 size)

1 : 300

DESIGN

DRAWN

CHECKED






Sept., 2013

KARMA WANGDI (EE)

FLOW DIRECTON

STN1100.00

R13000

GO

MPH

U S

IDE

PA

NB

AN

G S

IDE

BR

IDG

E S

PA

N =

24.

00 M

ETE

RS

GENERAL PLAN

SHEET CONTENTS :



GENERAL PLANOF THE BRIDGE (02)


SCALE:

FIRST ISSUE

NAME & SIGNATURE

(as Sheet A3 size)

1:175

DESIGN

DRAWN

CHECKED






Sept., 2013

KARMA WANGDI (EE)

LWL=95.432

HFL=97.297

SOLID ROCK ROCK

LOOSE SOIL

RL=95.9665 (FB)

RL=96.9665 (FT)

RL=100.9565 (AT-RS) 1% LONGITUDINAL SLOPE

RL=103.081 (FRL) RL=103.321 (FRL)

RL=101.207(AT-BS)RL=101.1965 (AT-RS)

RL=100.1965 (FB)

BOULDERPROTECTION

RIGHT BANK

LEFT BANK

GENERAL ELEVATION

RL=100.967(AT-BS)

BRIDGE SPAN = 24.00 METERS

GOMPHU SIDEPANBANG SIDE

LEGEND:

* FRL : FINISHED ROAD LEVEL* AT-RS : ABUTMENT TOP - RIVER SIDE* AT-BS : ABUTMENT TOP - BACKFILL SIDE* FT : FOOTING TOP* FB : FOOTING BASE* LWL : LOWEST WATER LEVEL* HFL : HIGHEST FLOOD LEVEL

SHEET CONTENTS :



GENERAL ELEVATIONOF THE BRIDGE


SCALE:

FIRST ISSUE

NAME & SIGNATURE

(as Sheet A3 size)

1:100

DESIGN

DRAWN

CHECKED






Sept., 2013

KARMA WANGDI (EE)

LWL=95.432

HFL=97.297

SOLID ROCK ROCK

LOOSE SOIL

1% LONGITUDINAL SLOPE

RL=103.081 (FRL) RL=103.321 (FRL)

BOULDERPROTECTION

RIGHT BANK

LEFT BANK

BRIDGE SPAN = 24.00 METERS

SECTIONAL ELEVATION

GOMPHU SIDEPANBANG SIDE

RL=95.9665 (FB)

RL=96.9665 (FT)

RL=100.9565 (AT-RS)RL=101.207(AT-BS)RL=101.1965 (AT-RS)

RL=100.1965 (FB)

RL=100.967(AT-BS)

LEGEND:

* FRL : FINISHED ROAD LEVEL* AT-RS : ABUTMENT TOP - RIVER SIDE* AT-BS : ABUTMENT TOP - BACKFILL SIDE* FT : FOOTING TOP* FB : FOOTING BASE* LWL : LOWEST WATER LEVEL* HFL : HIGHEST FLOOD LEVEL

SHEET CONTENTS :



SECTIONAL ELEVATIONOF THE BRIDGE


SCALE:

FIRST ISSUE

NAME & SIGNATURE

(as Sheet A3 size)

1:100

DESIGN

DRAWN

CHECKED






Sept., 2013

KARMA WANGDI (EE)

AB

UTM

EN

T W

ALL

RETURN WALL

RETURN WALL

HAUNCH

FOOTING PLAN

1.5% SLOPE

C L

CL OF ABUTMENT WALL

OF

AB

UTM

EN

T W

ALL

ALO

NG

TH

E W

IDTH

(AB

UTM

EN

T W

ALL

)(F

OO

TIN

G S

LAB

)(D

IRT

WA

LL)

A

A

CONSTRUCTION JOINT

DETAIL

"A"

DETAIL

"B"

WEEP HOLE 11CMØ (HDPE pipe)SLOPE 1 IN 20

SIDEELEVATION

DETAIL "A"SCALE 1:15

1.5% SLOPE

DETAIL "B"

SCALE 1:20

TABLE 1: CONCRETE SCHEDULE FOR LEFT ABUTMENTTYPE

RCC ABUTMENTRCC RETURN WALL

NO12

SIZEABUTMENT

RETURN WALL

VOLUME48.626.70

MATERIALM25M25

MANUFACTURERCAST IN PLACE CONCRETECAST IN PLACE CONCRETE

RCC DIRT WALL 1 DIRT WALL 7.09 M25 CAST IN PLACE CONCRETE

NOTES

GENERAL

1. ALL THE DIMENSIONS ARE IN MILLIMETER UNLESS OTHERWISE MENTIONED.2. DO NOT SCALE THIS DRAWING. USE GIVEN DIMENSION ONLY

MATERIAL

1. 28 DAYS CONCRETE STRENGTH IN CUBE, fck = 25MPa.2. YIELD STRENGTH OF STEEL, fy = 500MPa (GRADE Fe500, IS 1786)

SHEET CONTENTS :



LEFT ABUTMENTDRAWING - 01


SCALE:

FIRST ISSUE

NAME & SIGNATURE

(as Sheet A3 size)

1 : 40

DESIGN

DRAWN

CHECKED






Sept., 2013

KARMA WANGDI (EE)

WEEP HOLE 11CMØ (HDPE pipe)SLOPE 1 IN 20

CONSTRUCTION JOINT

B

B

(FO

OTI

NG

SLA

B)

(AB

UTM

EN

T W

ALL

)

(TO

TAL

HE

IGH

T O

F A

BU

TME

NT)

(DIR

T W

ALL

)

CL OF ABUTMENT WALL ALONG THE LENGTH

FRONT ELEVATION VIEW "A - A"

1.5% SLOPE

C LO

F A

BU

TME

NT

WA

LLA

LON

G T

HE

WID

TH

(DIR

T W

ALL

)

SECTION "B - B"

CONSTRUCTION JOINT

WEEP HOLE11CMØ (HDPE pipe)

SLOPE 1 IN 20

BEARING SEAT10 CM THICK

BEARING

PC

C (8

0 C

M T

HIC

K)

M

M

FILTER MATERIAL50 CM THICK

RETURN WALL

WEARING COURSE5 CM THICK

APPROACH SLAB



NO12

SIZEABUTMENT

RETURN WALL

VOLUME48.626.70

MATERIALM25M25



NOTES

GENERAL

1. ALL THE DIMENSIONS ARE IN MILLIMETER UNLESS OTHERWISE MENTIONED.2. DO NOT SCALE THIS DRAWING. USE GIVEN DIMENSION ONLY

MATERIAL

1. 28 DAYS CONCRETE STRENGTH IN CUBE, fck = 25MPa.2. YIELD STRENGTH OF STEEL, fy = 500MPa (GRADE Fe500, IS 1786)

SHEET CONTENTS :





SCALE:

FIRST ISSUE

NAME & SIGNATURE

(as Sheet A3 size)

1:40

DESIGN

DRAWN

CHECKED






Sept., 2013

KARMA WANGDI (EE)

52-08-T16-150-BACK

70-09-T12-110- VALL.

32-11-T12-110-BACK

36-12-T12-110-VALL.

E

E

REINF. DETAIL OF ABT. WALL FRONT VIEW

VALLEY SIDE BAR

BACKFILL SIDE BAR

F F

12 09

08 11

SECTION "F - F"

ABUTMENT WALLRETURN WALL

FOOTING SLAB

SCALE 1:50

NOTES

GENERAL

1. ALL THE DIMENSIONS ARE IN MILLIMETER UNLESS OTHERWISE MENTIONED.

2. DO NOT SCALE THIS DRAWINGS. USE GIVEN DIMENSIONS ONLY.

3. DURING THE CONSTRUCTION, THE CONTRACTOR MUST CHECK THE DIMENSIONS, LEVELS AND MEASUREMENTS. DISCREPANCY IF ANY TO BE REPORTED TO THE ENGINEER BEFORE EXECUTION.

MATERIALS

1. CONCRETE 28 DAYS STRENGTH IN CUBE, fck = 25 MPa.

2. YIELD STRENGTH OF STEEL, fy = 500 MPa (GRADE Fe 500, IS 1786).

3. DETAILS OF STEEL IS MENTIONED IN THE DRAWING AND ITS QUANTITY IN THE BAR BENDING SCHEDULE.

COVERING

ABUTMENT (ALL SIDES) = 50 MMBAR MARK

52-08-T 16-150-BACKNOS. OF

BAR

BAR MARK

TYPE OF REBAR

SPACING

DIA. OF REBAR

LOCATION /REMARK

T - HIGH YIELD DEFORMED BARY - DEFORMED MS BARR - ROUND MS BAR



NO12

SIZEABUTMENT

RETURN WALL

VOLUME48.626.70

MATERIALM25M25



SHEET CONTENTS :





SCALE:

FIRST ISSUE

NAME & SIGNATURE

(as Sheet A3 size)

1:40

DESIGN

DRAWN

CHECKED






Sept., 2013

KARMA WANGDI (EE)

52-1-T16-150-BOTT.

20-2-T12-150-BOTT.

4-3-T12-FACE

8-4-T20-1000-CHAIR

4-5-T12-FACE4-5-T12-FACE

52-6-T16-150-TOP

20-7-T12-150-TOP

52-8-T16-150-BACK70-9-T12-110-VALL.

4-10-T12-FACE32-11-T12-110-BACK

36-12-T12-110-VALL.

52-13-T16-150-TOP

4-14-T12-EQ-TOP

3-15-T12-EQ-BACK

1-16-T12-TOP

9-17-T12-1000-SPACER

9-17-T12-1000-SPACER

9-17-T12-1000-SPACER

48-22-T12-150-DWR

52-23-T12-150-DWR

11-24-T12-200-DWR

4-25-T12-DWR

165-18-T25-500-RA(BOTH DIRECTIONS)

G G

REINF. DETAI "SECTION "E - E"

DETAIL

"D"

11-24a-T12-200-DWR

6-19-T12-100

7-20

-T12

-100

DETAIL "D"SCALE 1:10

2X2=4-22a-T12-150 (DWR)

23

25

24

24a

16

15 13

20

14

19

08

09

10

11

12

DRAWING 'A'SCALE 1:25NOTES

GENERAL




MATERIALS




COVERING

ABUTMENT (ALL SIDES) = 50 MM

1. BAR 22a SHOULD CONTINUE INTO TO KERB BEAM ABOVE BUT THE THE REINFORCEMENT FOR DIRT WALL IN BETWEEN KERB WILL REMAIN AS BAR No. 22.

2. BAR No. 22a WILL BE ONLY THERE UNDER THE AREA WHERE KERB BEAM OCCUPY ON THE DIRT WALL TOP.

NOTE ON DRAWING 'A'

BAR MARK

52-01-T 16-150-BOTTNOS. OF

BAR

BAR MARK

TYPE OF REBAR

SPACING

DIA. OF REBAR

LOCATION / REMARK


*** EQ - EQUAL DISTANCE*** RA - ROCK ANCHORAGE*** VALL. - VALLEY*** DWR - DIRT WALL REINFORCEMENT*** BOTT. - BOTTOM

LEGEND:

SHEET CONTENTS :





SCALE:

FIRST ISSUE

NAME & SIGNATURE

(as Sheet A3 size)

1:40

DESIGN

DRAWN

CHECKED






Sept., 2013

KARMA WANGDI (EE)

FOOTING REINF. LAYOUT VIEW "G - G"

52-1

-T16

-150

-BO

TT.

52-6

-T16

-150

-TO

P

20-2

-T12

-150

-BO

TT.

20-7

-T12

-150

-TO

P

165-

22-T

25-5

00-R

A

ROCK ANCHORAGE PLAN BOTT. BAR

TOP BAR

DIA

ME

TER

OF

AN

CH

OR

SH

OU

LD B

E A

T LE

AS

T 40

MM

HAUNCH(150X150)

27-21-T12-150

HAUNCH REINF. (Abutment & return wallSCALE 1:25

INNER EDGE OFABUTMENT WALL

OUTER EDGE OFDIRT WALL

HAUNCH(150X150)

14-26-T12-150

HAUNCH REINF.(Dirt wall and return wall)SCALE 1:25

BAR MARK

52-01-T 16-150-BOTTNOS. OF

BAR

BAR MARK

TYPE OF REBAR

SPACING

DIA. OF REBAR

LOCATION / REMARK


*** BOTT. - BOTTOM*** RA - ROCK ANCHORAGE

LEGEND:

SHEET CONTENTS :





SCALE:

FIRST ISSUE

NAME & SIGNATURE

(as Sheet A3 size)

1:40

DESIGN

DRAWN

CHECKED






Sept., 2013

KARMA WANGDI (EE)

1.5% SLOPE

C LO

F A

BU

TME

NT

WA

LLA

LON

G T

HE

WID

TH

12-1-T16-150-BACK

12-2-T12-150-VALL.

27-03-T12-150-BACK (ABT)

27-04-T12-150-VALL.(ABT)

15-3a-T12-150-BACK (DW)

15-4a-T12-150-VALL.(DW)

N

N

REINF. DETAIL OF RETURN WALL SIDE VIEW

VALLEY SIDE BAR

BACKFILL SIDE BAR

O O

P P

0402

03 01

4a02

013a

SECTION "P - P"

SECTION "O - O"

FRONT FACE OF DIRT WALL

BACK FACE OF DIRT WALL

FRONT FACE OF DIRT WALL

BACK FACE OF DIRT WALL

NOTES

GENERAL




MATERIALS




COVERING


BAR MARK

12-01-T 16-150-BACKNOS. OF

BAR

BAR MARK

TYPE OF REBAR

SPACING

DIA. OF REBAR

LOCATION /REMARK

*** VALL. - VALLEY*** DW - DIRT WALL*** ABT - ABUTMENT

LEGEND:


SHEET CONTENTS :



LEFT RETURN WALLDRAWING - 01


SCALE:

FIRST ISSUE

NAME & SIGNATURE

(as Sheet A3 size)

1:40

DESIGN

DRAWN

CHECKED






Sept., 2013

KARMA WANGDI (EE)

RETURN WALL

FILTER MATERIAL50 CM THICK

APPROACH SLAB

CONSTRUCTION JOINT

AB

UTM

EN

T W

ALL

APPROACH SLAB

PC

C (8

0 C

M T

HIC

K)

SECTION "M - M" SECTION "N - N"

WEARING COURSE 5 CM THICK

01

02

03

044a

3a

10-05-T12-150-TOP

3-06-T12-1000(SPACER)

3-06-T12-1000(SPACER)

3-06-T12-1000(SPACER)

3-06-T12-1000(SPACER)

3-06-T12-1000(SPACER)

NOTES

GENERAL




MATERIALS




COVERING


BAR MARK

12-01-T 16-150-BACKNOS. OF

BAR

BAR MARK

TYPE OF REBAR

SPACING

DIA. OF REBAR

LOCATION /REMARK


SHEET CONTENTS :



LEFT RETURN WALLDRAWING - 02


SCALE:

FIRST ISSUE

NAME & SIGNATURE

(as Sheet A3 size)

1:40

DESIGN

DRAWN

CHECKED






Sept., 2013

KARMA WANGDI (EE)

1.5% SLOPE

1.5% SLOPE

1.5% SLOPE

1.5% SLOPE

1.5% SLOPE

DETAIL

"C"


RUBBERBEARING

GIRDER OUTLINE

CLOF BEARING

DIRT WALL

ABUTMENT

NEAUROPRENERUBBER PAD

2 CM THICK

SEISMICARRESTOR BLOCK

PLAN OF BEARING ON ABUTMENT

XX

YY


GIRDER OUTLINE

BEARING

NEAUROPRENERUBBER PAD

2 CM THICK

SEISMICARRESTOR BLOCK

DETAIL "C"SCALE 1:15

CL OF BEARING

1.5% SLOPE


BEARING

SECTION "X - X"

1.5% SLOPE

SECTION "Y - Y"SCALE 1:30

PLAN

SIDE ELEVATION

BACK VIEW

FRONT VIEW

DETAILS OF BEARING SEATSCALE 1:10

SHEET CONTENTS :



BEARING PLAN ONABUTMENT


SCALE:

FIRST ISSUE

NAME & SIGNATURE

(as Sheet A3 size)

1:40

DESIGN

DRAWN

CHECKED






Sept., 2013

KARMA WANGDI (EE)

1.5% SLOPE

1

1

CONSTRUCTION JOINT

FOOTING SLAB

PLANSIDE ELEVATION

FRONT ELEVATION : (VIEW "1 - 1"

BEARING

BEARING SEAT

NOTES

GENERAL




MATERIALS




COVERINGABUTMENT (ALL SIDES) = 50 MM

TABLE 2: CONCRETE SCHEDULE FOR RIGHT ABUTMENTTYPE

RCC ABUTMENTNO1

SIZEABUTMENT

VOLUME8.44

MATERIALM25

MANUFACTURERCAST IN PLACE CONCRETE

RCC DIRT WALL 1 DIRT WALL 7.09 M25 CAST IN PLACE CONCRETEBEARING SEAT 2 BEARING SEAT 0.35 M25 CAST IN PLACE CONCRETE

SHEET CONTENTS :



RIGHT ABUTMENTDRAWING - 01


SCALE:

FIRST ISSUE

NAME & SIGNATURE

(as Sheet A3 size)

1:40

DESIGN

DRAWN

CHECKED






Sept., 2013

KARMA WANGDI (EE)

ROCK ANCHORAGE PLAN

FOOTING REINF. PLAN

47-1

2-T2

5-50

0-R

AD

IAM

ETE

R O

F A

NC

HO

R H

OLE

SH

OU

LD B

E A

T LE

AS

T 46

MM 52

-01-

T16-

150-

BO

TT.

52-0

5-T1

6-15

0-TO

P

8-02

-T12

-150

-BO

TT.

4-06

-T12

-EQ

-TO

P DETAIL

"2"

52-01-T16-150-BOTT.

8-02-T12-150-BOTT.

4-03-T12-FACE

4-04-T12-FACE

5-4a-T12-FACE

52-05-T16-150-TOP

5-06-T12-EQ-TOP

48-10-T12-150-DW

11-11-T12-200-DW

52-12-T12-150-DW4-13-T12-DW

47-07-T25-500-RA(BOTH DIRECTIONS)

REINF. DETAILSCALE 1:25

11-11a-T12-200-DW

6-08-T12-100

7-09-T12-100

DETAIL "2"SCALE 1:15

BOTT. BAR

TOP BAR

NOTES

GENERAL




MATERIALS




COVERINGABUTMENT (ALL SIDES) = 50 MM

BAR MARK

52-01-T 16-150-BOTT.NOS. OF

BAR

BAR MARK

TYPE OF REBAR

SPACING

DIA. OF REBAR

LOCATION /REMARK

09

10

11

2x2=4-10a-T12-150(DWR)

11a

DRAWING 'A'SCALE 1:25


SHEET CONTENTS :



RIGHT ABUTMENTDRAWING - 02


SCALE:

FIRST ISSUE

NAME & SIGNATURE

(as Sheet A3 size)

1:40

DESIGN

DRAWN

CHECKED






Sept., 2013

KARMA WANGDI (EE)

47-0

1-T1

2-15

0-B

OTT

.

47-0

3-T1

2-15

0-TO

P

10-0

2-T1

2-15

0-B

OTT

.10

-04-

T12-

150-

TOP

PLAN

REINF. PLAN

33 44

22 Ø 100 SPRING COIL

5 @

50

= 25

0Ø 100

22 Ø 100 SPRING COIL

APPROACH SLAB

8 CM THICK PCC

WEARING COURSE 5 CM THICK

SECTION "3 - 3"

100 MM DIA. SPRING COIL

MADE FROM 12 MM DIA BAR 20 MM DIA. ROD

SCALE 1:20

BAR MARK

47-01-T 12-150-BOTT.NOS. OF

BAR

BAR MARK

TYPE OF REBAR

SPACING

DIA. OF REBAR

LOCATION /REMARK

T - HIGH YIELD DEFORMED BARY - DEFORMED MS BARR - ROUND MS BAR8 CM THICK PCC

SECTION "4 - 4"

01 02

0304

SCALE 1:20

TABLE 3: CONCRETE SCHEDULE FOR APPROACH SLABTYPE

APPROACH SLABNO2

SIZE7000 X 1375

VOLUME5.775

MATERIALM30


NOTES

MATERIALS




COVERING

APPROACH SLAB (ALL SIDES) = 40 MM

GENERAL


2. DO NOT SCALE THE DRAWINGS. USE GIVEN DIMENSIONS ONLY.

BOTT. BAR

TOP BAR

SHEET CONTENTS :



APPROACH SLABDETAILS


SCALE:

FIRST ISSUE

NAME & SIGNATURE

(as Sheet A3 size)

1:40

DESIGN

DRAWN

CHECKED






Sept., 2013

KARMA WANGDI (EE)

APPROACH SLAB

KERB BEAM

KERB BEAM

DETAILS OF KERB BEAM ON DIRT WALL TO END OF RETURN WALL

ELEVATIONSECTION

R

R

KERB BEAM

RE

TUR

N W

ALLA

BU

TME

NT

WA

LL

SECTION "R - R"

SECTIONROUGHENED

FOR KERBCONSTRUCTION

R80

(ROAD SIDE)

(VALLEY SIDE)

KERB BEAM REINFORCEMENT

13-01-T12-150(STIRRUP)

3-02-T16-EQ-TOP

3-03-T16-EQ-BOTT.

8 CM THICK PCC

5 CM THICK WEARING COURSE

13-0

1-T1

2-15

0-S

TIR

RU

P

3-02-T16-EQ-TOP

3-03-T16-EQ-BOTT.

KERB BEAM REINFORCEMENT

18a

2020

a

RETURN WALL

01

023b

4b

TABLE 4: CONCRETE SCHEDULE FOR KERB BEAM AT APPROACHTYPE

RCC KERB BEAMNO4

SIZE300 X 350

VOLUME0.744

MATERIALM30


NOTES

MATERIALS




COVERING

ALL SIDES = 25 MM

GENERAL


2. DO NOT SCALE THE DRAWINGS. USE GIVEN DIMENSIONS ONLY.

BAR MARK

3-03-T 16-EQ-BOTT.NOS. OF

BAR

BAR MARK

TYPE OF REBAR

SPACING

DIA. OF REBAR

LOCATION /REMARK

*** EQ - EQUAL DISTANCE


SHEET CONTENTS :



KERB BEAMAT APPROACH


SCALE:

FIRST ISSUE

NAME & SIGNATURE

(as Sheet A3 size)

1:40

DESIGN

DRAWN

CHECKED






Sept., 2013

KARMA WANGDI (EE)

1.5% SLOPE

2-01

-T20

-EQ

7-03-T16-150-STIRRUP7-03-T16-150-STIRRUP

5-02

-T20

-150

2-01-T20-EQ

7-03-T16-150-STIRRUP

5-02-T20-150

PLAN

SIDE ELEVATION

FRONT ELEVATION

REINFORCEMENT DETAILS OF SEISMIC ARRESTOR BLOCK

BAR MARK

5-05-T 20-150NOS. OF

BAR

BAR MARK

TYPE OF REBAR

5-02

-T20

-150

2-01

-T20

-EQ

03 (S

TIR

RU

P)03

(STI

RR

UP

)

03 (S

TIR

RU

P)

03 (S

TIR

RU

P)

8 8

SECTION "8 - 8"

TABLE 5: CONCRETE SCHEDULE FOR SEISMIC ARRESTOR BLOCK (SAB)TYPE

SABNO4

SIZE700 X 500

VOLUME1.407

MATERIALM30


NOTES

MATERIALS




COVERING

ALL SIDES = 40 MM

GENERAL


2. DO NOT SCALE THE DRAWING. USE GIVEN DIMENSIONS ONLY.

BAR MARK

5-05-T 20-150NOS. OF

BAR

BAR MARK

TYPE OF REBAR

SPACING

DIA. OF REBAR


SHEET CONTENTS :



SEISMIC ARRESTOR BLOCK DETAILS


SCALE:

FIRST ISSUE

NAME & SIGNATURE

(as Sheet A3 size)

1:40

DESIGN

DRAWN

CHECKED






Sept., 2013

KARMA WANGDI (EE)

RAIL POST(200X200)

RAIL(75 Ø GI PIPE)

BHUTANESEARCHITECTURE(RAIL POST HEAD)

RAIL

RAIL

KERB BEAM TOP

DECK SLAB TOP

5

5

ELEVATION OF RAILING

GIRDER

CROSS GIRDER

SECTION 5-5SCALE=1:30

2.5 % CROSS SLOPESPOUTDRAIN

RAIL

RAIL POST

RAIL

01

02

0304

RAILING POST REINF. DETAILS6

6

GIRDER

CROSS GIRDERSECTION 6-6SCALE=1:30

2X2=4-(01)-T16

6-(02)-T10-150

2X2=4-(03)-T10

2X2=4-(04)-T12

02 - KB

01 - KB

03 - KB

01 - DS 02 - DS

03 - DS04 - DS

01

02

0304

01

02

0304

01

02

0304

7 7

BAR MARK

6-02-T 10-150NOS. OF

BAR

BAR MARK

TYPE OF REBAR

SPACING

DIA. OF REBAR

6-(02)-T10-150(STIRRUPS)

2-(01)-T16

2-(01)-T16

SECTION " 7 - 7"SCALE 1 : 10


NOTES

MATERIALS




COVERING

ALL SIDES = 25 MM

GENERAL


2. DO NOT SCALE THE DRAWING. USE GIVEN DIMENSIONS ONLY.

*** 01 - KB : BAR NO. 01 OF KERB BEAM

*** 01 - DS : BAR NO. 01 OF DECK SLAB

TABLE 6: CONCRETE SCHEDULE FOR RAIL POSTTYPE

RCC RAIL POSTNO50

SIZE200 X 200

VOLUME2.16

MATERIALM30


SHEET CONTENTS :



RAILINGS DETAILS


SCALE:

FIRST ISSUE

NAME & SIGNATURE

(as Sheet A3 size)

1:40

DESIGN

DRAWN

CHECKED






Sept., 2013

KARMA WANGDI (EE)

SHEET CONTENTS :



REINF. LIST & REINF.SUMMARY OF LEFT

ABUTMENT


SCALE:

FIRST ISSUE

NAME & SIGNATURE

(as Sheet A3 size)

NTS

DESIGN

DRAWN

CHECKED




S24-C7-33

Vertical bar in backfill side ofabutment

Vertical bar in valley side ofabutment

Vertical face reinforcement in theabutment

Horizontal bar in backfill sideof abutment

Horizontal bar in valley sideof abutment

Top bar of abutment in longitudinaldirection

Top bar of abutment in transversedirection



Spacer bar in the abutment

Rock anchorage bar in thefooting slab

Reinf. of bearing seat in longitudinaldirectionReinf. of bearing seat in transversedirection

Haunch reinforcement betweenreturn wall and abutment

TOTAL WEIGHT: ALL DIAMETERS

DIAMETER (IN MM) WEIGHT (KG/M)10 0.617

12 0.88816 1.578

20 2.46625 3.853

1. ALL THE DIMENSIONS ARE IN MILLIMETER UNLESS OTHERWISE SPECIFIED.

2. DO NOT SCALE THE DRAWINGS. USE THE GIVEN DIMENSIONS ONLY.


1. CONCRETE 28 DAYS STRENGTH IN CUBE FOR ABUTMENT WALL, DIRT WALL AND RETURN WALL, fck = 25 MPa.

2. CONCRETE 28 DAYS STRENGTH IN CUBE FOR GIRDERS, DECK SLAB, KERB BEAM, APPROACH SLAB, RAIL POST AND SEISMIC ARRESTOR BLOCK, fck = 30 MPa.


4. DETAILS OF STEEL IS MENTIONED IN THE DRAWINGS AND ITS QUANTITY IN THE BAR BENDING SCHEDULE.

1. ABUTMENT WALL (ALL SIDES) = 50 MM

2. DIRT WALL (ALL SIDES) = 50 MM

3. RETURN WALL (ALL SIDES) = 40 MM

4. APPROACH SLAB (ALL SIDES) = 40 MM

5. SEISMIC ARRESTOR BLOCK (ALL SIDES) = 40 MM

6. KERB BEAM ON APPROACH (ALL SIDES) = 25 MM

7. RAIL POST (ALL SIDES) = 25 MM

CLEAR CONCRETE COVER FOR OTHER SUPERSTRUCTURESARE GIVEN IN THEIR RESPECTIVE DRAWINGS.


RC DECK GIRDER BRIDGE (24m SPAN & 7.00m CARRIAGEWAY)


Sept., 2013

KARMA WANGDI (EE)

SHEET CONTENTS :



REINF. LIST & REINF.SUMMARY OF LEFT DIRT

WALL ANDLEFT RETURN WALL


SCALE:

FIRST ISSUE

NAME & SIGNATURE

(as Sheet A3 size)

NTS

DESIGN

DRAWN

CHECKED




S24-C7-34

Dirt wall reinforcement (Chair type)

Dirt wall reinforcement in the areaunder the kerb beam on thereturn wall (Chair type)


Horizontal bar in backfill sideof dirt wall

Horizontal bar in valley sideof dirt wall

Horizontal bar in backfill sideof dirt wall

Haunch reinforcement betweendirt wall and return wall


Vertical bar in backfill side return wall

Vertical bar in valley side return wall

Horizontal bar in backfill side return wall

Horizontal bar in backfill side return wall

Horizontal bar in valley side return wall

Horizontal bar in valley side return wall

Top bar in transverse direction ofreturn wall

Spacer bar in the return wall



12 0.88816 1.578

20 2.46625 3.853



















Sept., 2013

KARMA WANGDI (EE)

SHEET CONTENTS :



REINF. LIST & REINF.SUMMARY OF RIGHT

ABUTMENT ANDRIGHT DIRT WALL


SCALE:

FIRST ISSUE

NAME & SIGNATURE

(as Sheet A3 size)

NTS

DESIGN

DRAWN

CHECKED




S24-C7-35

Bottom bar in longitudinal direction


Dirt wall reinforcement (U - Shaped)


Bottom bar in transverse direction

Face bar in longitudinal direction

Face bar in transverse direction

Face bar in transverse direction

Top bar in longitudinal direction

Top bar in transverse direction

Rock anchorage bar in footing slab

Rinf. of bearing seat in longitudinaldirection

Rinf. of bearing seat in transversedirection

Dirt wall reinforcement (U - Shaped)

Horizontal bar in backfill side ofdirt wall

Horizontal bar in valley side ofdirt wall


Horizontal bar in backfill side ofdirt wall


12 0.88816 1.578

20 2.46625 3.853



















Sept., 2013

KARMA WANGDI (EE)

SHEET CONTENTS :



REINF. LIST & REINF.SUMMARY OF AS, KB

AND SAB


SCALE:

FIRST ISSUE

NAME & SIGNATURE

(as Sheet A3 size)

NTS

DESIGN

DRAWN

CHECKED




S24-C7-36

Bottom bar in longitudinal direction


Bottom bar in transverse direction

Top bar in longitudinal direction

Top bar in transverse direction

Straight bar between approachslab & dirt wall

Spring coil as connection betweenapproach slab & dirt wall

Kerb beam stirrups


Kerb beam top bar

Kerb beam bottom bar

Seismic arrestor block reinforcement(U - Shaped), along longitudinaldirection


Seismic arrestor block reinforcement(U - Shaped), along transversedirection

Seismic arrestor block stirrups


12 0.88816 1.578

20 2.46625 3.853



















Sept., 2013

KARMA WANGDI (EE)

SHEET CONTENTS :



REINF. LIST & REINF.SUMMARY OF

RAIL POST


SCALE:

FIRST ISSUE

NAME & SIGNATURE

(as Sheet A3 size)

NTS

DESIGN

DRAWN

CHECKED




S24-C7-37

Vertical bar in the rail post


Rail post stirrups

Reinforcement in the rail post head

Straight bar in the rail post


12 0.88816 1.578

20 2.46625 3.853



















Sept., 2013

KARMA WANGDI (EE)

SHEET CONTENTS : REVISION DATE DRAWING NO.

SCALE:

FIRST ISSUE

NAME & SIGNATURE

DRAWN: DESIGN:

APPROVED BY :

(as Sheet A3 size)



ZORIG-DPM JV.P.O. Box No. 797

Room No. 09Thimphu Central Building.

Thimphu, Bhutan

STANDARDIZATION OFBRIDGE DESIGNS

GENERAL NOTES FORRCC CONSTRUCTION

STD-02NTS

S. HOSSAIN S. SIDDIQUE

24m SPAN RCC GIRDER(7.00m CARRIAGEWAY)

Sept., 2013

C. REINFORCEMENT1. ALL REINFORCING STEEL SHALL BE OF HIGH YIELD STRENGTH

DEFORMED BARS (MIN fy = 500 MPa) CONFORMING TO IS 17862. BENDING OF REINFORCEMENT BARS SHALL BE AS PER ARTICLE 5.10.2

OF AASHTO / 2007.3. LAPS IN REINFORCEMENT BARS IN TENSION ZONE SHALL BE AVOIDED AS

FAR AS POSSIBLE. LAPS MAY BE PROVIDED, IF UNAVOIDABLE. HOWEVER,IN SUCH CASES:

(A) NOT MORE THAN 50 % OF REINFORCEMENT BARS SHALL BELAPPED AT ANY ONE SECTION.

(B) FOR CLOSELY SPACED BARS LAPPING MAY BE AVOIDED BYPROVIDING SUITABLE TYPE OF MECHANICAL ANCHORAGE (WITH PRIOR APPROVAL).

(C) SPLICES SHALL BE STAGGERED AT LEAST 600 mm.

(D) ALL SPLICES SHALL BE CLASS B SPLICES.

(E) MINIMUM LAP LENGTH OF REINFORCEMENT SHALL CONFORM TO ARTICLE 5.11.2 AND 5.11.5 OF AASHTO / 2007SPECIFIED LENGTH OF THE LAP SPLICE SHALL BE

4. CLEAR CONCRETE COVER TO REINFORCING STEEL SHALL BE MAINTAINED AS FOLLOWS UNLESS OTHERWISE SHOWN IN THE DRAWINGS OR DIRECTED BY THE ENGINEER.

A. REINFORCED CONCRETE STRUCTURES(ARTICLE 5.12.3-1 OF AASHTO LRFD / 2007)

● CONCRETE DECK SLAB-TOP REINFORCEMENT - 50 mm-BOTTOM REINFORCEMENT - 25 mm

● BEAM, ALL FACES - 40 mm

5. SPECIALLY MADE COVER BLOCKS OF SAME STRENGTH AS THATOF CONCRETE SHALL ONLY BE USED.

6. WELDING OF REINFORCEMENT BARS SHALL NOT BE PERMITTED,UNLESS APPROVED BY THE ENGINEER.

7. SUPPORTING CHAIRS OF REQUIRED DIAMETER FOR MAIN REINFORCEMENT SHALL BE PROVIDED AT SUITABLE INTERVALSAS PER DIRECTION OF THE ENGINEER.

8. FULL COVER SHALL BE MAINTAINED AT GROOVES AND OTHERWISE ARCHITECTURAL FINISHES TO THE CONCRETE SURFACES.

D. WATERWATER TO BE USED IN CONCRETING AND CURING SHALL BE POTABLEWATER TO BE TESTED AS PER AASHTO T26-79.

E. MATERIAL SPECIFICATIONMATERIAL SPECIFICATIONS AND WORKMANSHIP SHALL BE IN ACCORDANCEWITH THE TECHNICAL SPECIFICATION AS SPELT OUT IN THE CONTRACTDOCUMENT.

F. WORKMANSHIP / DETAILING1. ALL SHARP EDGES OF CONCRETE SHALL BE CHAMFERED

(10mm x 10mm). OR AS PER DIRECTED BY THE ENGINEER

2. FORM WORK DETAILS SHALL BE SUBMITTED BY THE CONTRACTOR FOR THE APPROVAL AND SHALL BE TESTED IN ACCORDANCE WITH THE SPECIFICATION.

3. CONSTRUCTION JOINT : THE LOCATIONS AND PROVISION OF CONSTRUCTION JOINTS SHALL BE APPROVED BY THEENGINEER-IN-CHARGE. THE CONCRETING OPERATION SHALLBE CARRIED CONTINUOUSLY UP TO THE CONSTRUCTION JOINT.

B. CONCRETE;UNLESS OTHERWISE SPECIFICALLY MENTIONED IN THE DRAWING OR DIRECTEDBY THE ENGINEER, CONCRETE GRADE SHALL BE AS PER RELATED SECTION OFCONTRACT DOCUMENT PARTLY REPRODUCED BELOW:

APPLICATION LOCATION SPECIFIED COMPRESSIVE STRENGTH IN CUBE (28 DAYS) IN MPa

REINFORCED CONCRETE (RCC)GIRDER, CROSS GIRDER, RAILING,KERB, DECK SLAB, etc. M30

ALL OTHER RCC WORKS M30

PCC FOR LEVELING/BLINDING CONCRETEAND CONCRETE BLOCKS M10

*** UNLESS OTHERWISE MENTIONED IN THE SPECIFICATION, THE TRIALMIX DESIGN STRENGTH SHALL BE 33.0 MPa.

A. GENERAL1. THE NOTES IN THIS DRAWING SHALL BE READ IN CONJUNCTION WITH ALL

RELEVANT DRAWINGS PERTAINING TO THE BRIDGE.

2. UNLESS OTHERWISE SPECIFIED, ALL DIMENSIONS ARE IN MILLIMETER (mm) AND ALL LEVELS ARE IN m. DIMENSIONS ARE NOT TO BE SCALED AND ONLY WRITTEN DIMENSIONS ARE TO BE FOLLOWED.

3. THE CONTRACTOR SHALL VERIFY ALL CHAINAGES, REDUCED LEVELS, COORDINATES AND DIMENSIONS BEFORE START OF THE WORK. IN CASEOF ANY DISCREPANCY, THE MATTER SHALL BE BROUGHT TO THE NOTICE OF THE ENGINEER.

4. BRIDGES/CULVERTS ARE DESIGNED AS PER AASHTO LRFD BRIDGE DESIGN SPECIFICATION 2007

● VEHICULAR LIVE LOAD : IRC 6 : 2000 STANDARD LOAD

G. SUPERVISION1. THE CONSTRUCTION WORK MUST BE SUPERVISED BY A

COMPETENT SUPERVISION ENGINEER.

GENERAL NOTES FOR RCC CONSTRUCTION (BRIDGE SUPERSTRUCTURE)

1

23

7.00

5.503.50

SN CARRIAGEWIDTH (m)

LOAD CAPACITY

SINGLE LANE CLASS 70 R (WHEELED) OR DOUBLELANE CLASS A WHICHEVER IS CRITICAL.

DOUBLE LANE CLASS ASINGLE LANE CLASS A

NO. OFLANE

2

21

● SUPER STRUCTURE - SINGLE SPAN SIMPLE SUPPORTED RCC GIRDER

10 30012 41216 732

20 114422 138425 178728 2241

18 926

32 2927

BAR DIA,mm LAP SPLICE,mm

H. ABBREVIATIONS

B -BOTTOMBF -BOTH FACESBP -BEARING PAD

CL / ℄ -CENTER LINECH -CHAINAGE

EF -EACH FACE / EARTH FACEEGL -EXISTING GROUND LEVELEQ -EQUAL

FDN -FOUNDATIONFRL -FINISHED ROAD LEVEL

HFL -HIGH FLOOD LEVELH / h -HEIGHT

KB -KERB BEAM / EDGE BEAMKPA -KILO PASCAL

L / L -LENGTHLBL -LOWEST BED LEVELLV -LENGTH VARIES

M -METERMM -MILLIMETERMPA / MPA -MEGA PASCAL

NF -NEAR FACE

PCC -PLAIN CEMENT CONCRETE

RCC -REINFORCED CEMENT CONCRETERINF -REINFORCEMENTRL -REDUCED LEVEL

SF -SUPER ELEVATION

T -TOPTHK / TH -THICK

V -VARIES / VARIABLE

W -WIDTH

X -CROSSXG -CROSS GIRDER

1

GIRDER

50mm WEARINGCOURSE

DRAIN SPOUT

RAIL POST

CROSS GIRDER

SECTION 1-1SCALE 1 : 40

SEE DETAIL 'B'

KERB BEAM

DECK SLAB

2.5 % CROSSSLOPE

11

DETAIL 'A'SCALE 1:5

KERB BEAM

8-8mm ØBOLTS

3 NOS. M.S. FLAT BAR(5X25) IN EQUAL SPACE

RAIL POST

SLO

PE

SLOPE

SLOPE

SLOPE

SLO

PE

SLO

PE

SLO

PE

SLO

PE

SLO

PE

RAILING

20X20X6 MSANGLE FRAME

SLO

PE

SLO

PE

SLO

PE

SLO

PE

5X25 FLAT BARWELDED WITHMS ANGLE

20X25X6MS ANGLE

8mm ØGI BOLT

130X130X6MS PLATEWELDEDWITH PIPE

DETAIL 'C'

WELD TYPE

100mm Ø STEEL PIPE

KERB BEAM

3-5X25 MS FLAT BARIN EQUAL SPACE

100mm Ø PVCDRAIN PIPE

SOFFIT OF DECK

DETAIL 'B'SCALE 1:10

SEE DETAIL 'C'100mm Ø PVC BEND

2.5

% C

RO

SS

SLO

PE

℄ OF BRIDGE

DRAIN SPOUT KERB BEAMRAILING

SEE DETAIL 'A'

DECK PLAN(SHOWING DECK DRAINAGE AND RAILING)SCALE 1 : 100

2.5

% C

RO

SS

SLO

PE

NOTES

A. GENERAL1. ALL DIMENSIONS ARE IN MILLIMETER UNLESS

OTHERWISE MENTIONED2. DO NOT SCALE THIS DRAWING. USE GIVEN

DIMENSIONS ONLY DURING CONSTRUCTIONOF THE WORK, THE CONTRACTOR MUST

CHECK THE DIMENSIONS, LEVELS AND MEASUREMENT. DISCREPANCIES IF ANY TOBE REPORTED TO THE ENGINEER BEFORE EXECUTION

2. DRAINAGE ASSEMBLE MAY BE MMANUFACTUREDAT SITE OR PURCHASED FROM APPROVEDMANUFACTURER AS PER DIRECTION OF ENGINEER.

B. MATERIAL1. STEEL : IS 226 / IS 808 GRADE 250


SCALE:

FIRST ISSUE

NAME & SIGNATURE

DRAWN: DESIGN:

APPROVED BY :

(as Sheet A3 size)





Thimphu, Bhutan


DECK DRAINAGEDETAIL

STD-03AS SHOWN



Sept., 2013

L

W

h

TRANSVERSE AXISOF BRIDGE

LONG AXIS OFBRIDGE

ELASTOMERIC BEARING

SEE DETAIL 'A'

STEEL PLATEELASTOMER

DETAIL 'A'(TYPICAL)

BEARING

AS P

ER G

RAD

E

BACK WALL

OF BEARINGCL

DECK END JOINT

GIRDER

DECK TOP

XX

TRAFFICDIRECTION

PLAN OF BEARING(PLAN OVER ABUTMENT)

BEARINGSEAT

BEARINGPAD

GIRDEROUT LINE

SECTION X-XPLACEMENT OF BEARING

ABUTMENT WALL BACK WALL

BEARING CONCRETE SEAT(HORIZONTAL TOP)

ADDITIONAL CONCRETETO MAKE GIRDERBOTTOM HORIZONTAL

DRAIN

CROSS GIRDER

OF

BE

AR

ING

C L

1:10

ABUTMENT WALL

1.5% SLOPE

ELASTOMERIC BEARING

UNLESS OTHERWISE MENTIONED IN THETECHNICAL SPECIFICATION, THE PROPERTIESAND TEST REQUIREMENTS OF THE ELASTOMERICBEARING SHALL BE AS FOLLOWS :

MATERIAL PROPERTIES :a. Shear modulus of ELASTOMER shall be in the

range of 0.9~1.0 mPab. Min. yield strength of reinforcing steel shall be,

fy = 240 mPa.

TESTS ON ELASTOMERIC BEARINGS

A. Test of Elastomer

A.1. Physical properties

a. Hardness test- ASTM D 2240b. Tensile strength test-ASTM D 412c. Ultimate Elongation Tes - ASTM D 412.

A.2. Heat Resistance : a. Change in Durometer hardness

b. Change in tensile strengthc. Change in ultimate elongation

A.3. Compression Set :22 hours @ 212°F Maximum % - ASTMD 395 Method B

a.4. Shear Modulus Test on Materials fromBearing - ASTM D 4014

B. Test on Laminate/Elastomer Combination

Vulcanized Bond Test - ASTM D429 Method B

C. Geometric Dimensionsa. Overall heightb. Overall horizontal dimensionsc. Thickness of individual layers of elastomer

d. Parallelism with opposite facee. Edge cover of embedded laminates,

thickness of top and bottom cover.

D. Short Duration Compression Test Design Maximim Load per Bearing :

[ SEE DRAWING 'MISCELLANEOUS DETAILS' - 12 ]

NOTES

A. GENERAL

1. ALL DIMENSIONS ARE IN MILLIMETER UNLESSOTHERWISE MENTIONED.

2. DO NOT SCALE THIS DRAWING. USE GIVEN DIMENSIONS ONLY.

3. DURING CONSTRUCTION OF THE WORK, THECONTRACTOR MUST CHECK THE DIMENSIONS,LEVELS AND MEASUREMENT. DISCREPANCIESIF ANY TO BE REPORTED TO THE ENGINEERBEFORE EXECUTION.

ASTM D573(70 hours at 212° F )


SCALE:

FIRST ISSUE

NAME & SIGNATURE

DRAWN: DESIGN:

APPROVED BY :

(as Sheet A3 size)





Thimphu, Bhutan


DETAILS OFBRIDGE BEARING

STD-04NTS



Sept., 2013

100X100X10ANGLE

4

PLAN OF MS ANGLESCALE 1:10

T16 @ 300mm C/C.WELDED TO ANGLE

12mm Ø PIN@ 300mm C/C.WELDED TOANGLE

2

2

4

1

WING WALL

WING WALL

RUBBER SEAL

GIRDER

GIRDER

KERB BEAM

KERB BEAM

GRID

GRID1

PLAN OF DECK END JOINTOVER ABUTMENTSCALE=1:40

BACK WALL CROSS GIRDER

12mm Ø PIN WELDEDWITH MS ANGLE

MS ANGLE100X100X10

CL OF BRIDGE BEARING

T16 @ 300mm C/C.

50mm WC OVER

RUBBER SEAL100X100X10 MS ANGLE

BACK WALLOF ABUTMENT

DECK SLAB

SECTION 1-1(DECK END JOINT OVER ABUTMENT)

APPROACH SLAB

CROSS GIRDER

GIRDER

DECK

DOWEL BARCONNECTED ATTHESE POINTS

@ 300mm C/C.

(PLACED WITH EPOXYBONDING MATERIAL)

12mm Ø PIN

SECTION 2-2

T16 @ 300mm C/C.WELDED TO ANGLE

(100X100X10)MS ANGLE

(100X100X10)MS ANGLE

5 5

30X30mmHOLE

3

3

RUBBER

30X30mm HOLE

SECTION 3-3SCALE 1:5

PLAN OF RUBBERSCALE 1:5

SECTION4-4SCALE 1:2

5

MS ANGLE

STEEL PLATE30X4 mm WELDEDTO ANGLE.

12mm Ø PINWELDED TOANGLE @300mm C/C

5


SCALE:

FIRST ISSUE

NAME & SIGNATURE

DRAWN: DESIGN:

APPROVED BY :

(as Sheet A3 size)





Thimphu, Bhutan


BRIDGE DECKEND JOINTS

STD-05AS SHOWN



Sept., 2013

NOTES

A. GENERAL

1. ALL DIMENSIONS ARE IN MILLIMETERUNLESS OTHERWISE MENTIONED.

2. DO NOT SCALE THIS DRAWING. USEGIVEN DIMENSIONS ONLY.

3. DURING CONSTRUCTION OF THE WORK,THE CONTRACTOR MUST CHECK THEDIMENSIONS, LEVELS AND MEASUREMENT.DISCREPANCIES IF ANY TO BE REPORTEDTO THE ENGINEER BEFORE EXECUTION.

B. SUGGESTED INSTALLATION PROCEDURE

1. WELD THE CONNECTOR BAR AND THE PINSWITH THE ANGLE. THE ASSEMBLY MAY BEMADE 1200mm PIECE OR AS AGREED BY THEENGINEER.

2. PLACE THE ASSEMBLY IN THE GIRDER / DECKAND FIX IN POSITION.

3. CAST THE GIRDER AND DECK.

4. GEOMETRY OF THE ABUTMENT AS GIVENIS TENTATIVE.

5. THE ASSEMBLY OF THE DECK END JOINTMAY BE MADE AT SITE.

SHAPE CODE

SHPAE

00

a

11

b

Total Length :a

a

Total Length :

r

a

bd

c51

Total Length :2(a+b)+16d

21

b

a c

Total Length :a+b+c-r-2d

SHAPE CODE AS PER ISO 4066 : 2000

LEGEND :

r = BENDING RADIUS AS PER TABLE 4d = DIAMETER OF BARa/b/c/d = AS SHOWN

a+b - ½ r-d

DETAILED LENGTH HOOK LENGTHUNBEND HOOK LENGTH

OFFSET LENGTH

HOOK EXTENSION

BEND DIAMETER

DETAILED LENGTHUNBEND HOOK LENGTH

BEND DIAMETER

HO

OK

LE

NG

TH

HO

OK

EX

TEN

.

12BNED + BAR


BEND DIAMETER

12 BEND + BAR

OFFSET LENGTH

HOOK EXTN.

HOOK LENGTH


BEND DIAMETER

12 BEND + BAR

HOOK EXTENSION

HOOK LENGTH

OFF

SE

T LE

NG

THB

AR

DIA

BA

R D

IAB

AR

DIA

BA

R D

IA45° HOOK

90° HOOK

135° HOOK

180° HOOK

REBAR HOOK SPECIFICATION REBAR DESIGNATION DIA, mm

AREA, mm2

UNIT WT., kg/m REBAR TYPE

T10 10 79 0.617 IS : 1786 GRADE Fe 500T12 12 113 0.888T16 16 201 1.578T20 20 314 2.466T25 25 491 3.853T28 28 616 4.834T32 32 804 6.313

IS : 1786 GRADE Fe 500IS : 1786 GRADE Fe 500IS : 1786 GRADE Fe 500IS : 1786 GRADE Fe 500IS : 1786 GRADE Fe 500

TABLE 3 : STANDARD RE-BAR PROPERTIES(UNIT WT. 0.00785 kg / mm² /m)

IS : 1786 GRADE Fe 500

1(ART. 5.10 AASHTO LRFD 2007)

TIE/STIRRUPS OTHER 900 1350 900 1800

T10 40 60 60 75 120 65T12 48 72 72 75 144 65T16 64 96 96 96 192 65T20 - 120 240 120 240 80T25 - 150 300 150 300 100T28 - 168 168 336 112T32 - 256 192 384 128

1 ALL REINFORCEMENT SHALL BE COLD BEND

REBAR DESIGNATION

BENDING DIAMETER

TIE/STIRRUPS

STANDARD HOOK EXTENSION, mm

OTHER

TABLE 4 : STANDARD HOOK AND BEND REQUIREMENT

NOTES:

A. GENERALALL DIMENSIONS ARE IN MILLIMETER UNLESSOTHERWISE MENTIONED

B. SHAPE CODE & BAR SHAPETHE STANDARD SHAPE CODES AND ITS METHODOF MEASUREMENT HAVE BEEN PREPARED ASPER EUROPEAN STANDARD BS EN ISO 4006 : 2000.


SCALE:

FIRST ISSUE

NAME & SIGNATURE

DRAWN: DESIGN:

APPROVED BY :

(as Sheet A3 size)





Thimphu, Bhutan


REBAR CODES&

SHAPE DETAILS

STD-06AS SHOWN



Sept., 2013

TYPE OF REBAR DIA OF REBAR

SPACING

LOCATION/REMARKS

BAR MARK

NOS. OF BAR

BAR MARK

20 - 05 - T 20 - 150 - EF


1

GIRDER

2.5 % X-SLOPE

50 WEARING

200 DECK SLABCOURSE

DRAIN SPOUT

RAILING

CROSS GIRDER

DETAIL '1'SCALE 1 : 40

DETAIL2

DETAIL1

1 2 43

GIRDER

CROSS GIRDER

DRAINPIPE

2.5 % X-SLOPE

℄ OF BRIDGE


2.5 % X-SLOPE

CR

OS

S G

IRD

ER

(300

X17

00)

A B D

1

2

3

4

A B D

GIRDER

CROSS GIRDER CROSS GIRDER (XG) CROSS GIRDER

DECK SLAB

KERB BEAM (KB)50mm WEARING COURSE RAILING

2

1 1

C

CROSS GIRDER

C

RAILLING2

2.5

% X

-SLO

PE

2.5

% X

-SLO

PE

GIRDER (500X1900)

KERB BEAM (350X350)

KERB BEAM (350X350)

RAILLING

GIRDER (500X1900)

GIRDER (500X1900)

GIRDER (500X1900)

CR

OS

S G

IRD

ER

(300

X17

00)

CR

OS

S G

IRD

ER

(300

X17

00)

CR

OS

S G

IRD

ER

(300

X17

00)

DECK OUT LINE

℄ OF BRIDGE

DRAIN SPOUT

DRAIN SPOUT

DECK PLANSCALE 1 : 100


BRICK DECK END JOINT(SEE STD-06)

DETAIL '2'NTS

SOFFITOF DECK


SCALE:

FIRST ISSUE

NAME & SIGNATURE

DRAWN: DESIGN:

APPROVED BY :

(as Sheet A3 size)





Thimphu, Bhutan


PLAN, SECTION ANDELEVATION OF DECK

S24-C7-11AS SHOWN



Sept., 2013

NOTES :

A. GENERAL1. ALL DIMENSIONS ARE IN MILLIMETER UNLESS OTHERWISE

MENTIONED.2. DO NOT SCALE THIS DRAWING. USE GIVEN DIMENSIONS ONLY.3. DURING CONSTRUCTION OF THE WORK, THE CONTRACTOR MUST

CHECK THE DIMENSIONS, LEVELS AND MEASUREMENT. DISCREPANCIES IF ANY TO BE REPORTED TO THE ENGINEER BEFORE EXECUTION

B. MATERIAL4. CONCRETE 28 DAYS STRENGTH IN CCUBE,f'c = 30MPa. UNLESS

OTHERWISE MENTIONED IN THE SPECIFICATION, THE TRIAL MIX DESIGN STRENGTH SHALL BE 38.25 MPa

5. YIELD STRENGTH OF STEEL, fy = 500 MPa (GRADE Fe500, IS 1786)

REFERENCE DRAWINGS1. GENERAL NOTES FOR RCC CONSTRUCTION STD-022. DECK DRAINAGE DETAIL STD-03

A B D

1

2

3

4

1

C1

91-01-T12-250-BOTT.90-1a-T12-250-BOTT.

91-03-T12-250-TOP

90-3b-T16-250- EXT.TOP

90-3b-T16-250- EXT.TOP

90-3a-T12-250- EXT.TOP

REINFORCEMENT PLAN OF DECK SLABSCALE 1:100

LAP IN ALTERNATE POSITION FOR NEXT BAR

30-02-T12-200-BOTT.30-04-T12-200-TOP

1 2 4303+3b04

01+1a

02

LAP IN ALTERNATE POSITION

GIRDER

0304


REINF. DETAILS OF THE DECK SECTIONSCALE 1 : 40

SECTION 1-1

0101

03 03+3a 03+3a 03+3b03

SEE DETAIL 'A'

MAIN GIRDER REINF.(SEE, S20-C7-13)

1a1a

1

GIRDER

1a

GIRDER REINF.DECK TOP

033b04

01

DETAIL 'A'SCALE 1:20

SECTION ROUGHED FORKERB CONSTRUCTION

KERB BEAM REINF.(SEE, S20-C7-14)

NOTES

A. GENERAL1. ALL DIMENSIONS ARE IN MILLIMETER

UNLESS OTHERWISE MENTIONED.



B. MATERIAL1. CONCRETE 28 DAYS STRENGTH IN CUBE,

f'ck = 30.0 MPa. [UNLESS OTHERWISEMENTIONED IN THE SPECIFICATION,THETRIAL MIX DESIGN STRENGTH SHALL BE38.25.0 MPa]

2. YIELD STRENGTH OF STEEL, fy = 500 MPa(GRADE Fe 500, IS 1786)

C. COVERINGa. TOP OF DECK = 50mm

b. BOTTOM OF DECK = 25mmc. SIDE OF DECK = 40mm


SPACINGBAR MARK

BAR MARK

20 - 05 - T 20 - 150 - EF


INDICATES BAR CUT POINT

LOCATION /REMARKS

NOS.OF BAR


SCALE:

FIRST ISSUE

NAME & SIGNATURE

DRAWN: DESIGN:

APPROVED BY :

(as Sheet A3 size)





Thimphu, Bhutan


D:\DH16Data\BHUTAN\1_Zoeig-DPM JV\Bhutan_1.JPG

REINFORCEMENTDETAILS OF DECK SLAB

S24-C7-12AS SHOWN



Sept., 2013

REFERENCE DRAWINGS1. GENERAL NOTES FOR RCC CONSTRUCTION STD-022. REBAR CODES & SHAPE DETAILS STD-063. PLAN, SECTION ELEVATION OF DECK S24-C7-114. MISCELLANEOUS DETAILS S24-C7-155. REBAR SCHEDULE S24-C7-16

10


2-12-T20-EQ-TOP

4-16-T32-EQ-BOTT.

10 11

16

12 12

2X5-13-T16-190- FACE BAR



4-15-T32-EQ-BOTT.

** SEPERATOR BETWEEN THE LAYERS Ø 25 @ 1000 C/C ALONG THE LENGTH

4-17-T32-EQ-BOTT. 17 17

11

16

12

1517

2-14-T25-EQ-BOTT.


13 13 13

SEE S24-C7-12 FORDECK REINF. DETAIL

DA B

12

LONG SECTION OF THE GIRDERSCALE 1:70

1

1

2

2

10

15 13

C


10 11

4

4



141617

3

3LAP IN ALTERNATE POSITION

16

TYPICAL PLAN OF A LAP


SPACINGBAR MARK

BAR MARK

20 - 05 - T 20 - 150 - EF



LOCATION /REMARKS

NOS.OF BAR


SCALE:

FIRST ISSUE

NAME & SIGNATURE

DRAWN: DESIGN:

APPROVED BY :

(as Sheet A3 size)





Thimphu, Bhutan


REINFORCEMENTDETAILS OF

MAIN GIRDER

S24-C7-13AS SHOWN



Sept., 2013

NOTES



2. DO NOT SCALE THIS DRAWING. USE GIVENDIMENSIONS ONLY.

3. DURING CONSTRUCTION OF THE WORK,THE CONTRACTOR MUST CHECK THEDIMENSIONS, LEVELS AND MEASUREMENT.DISCREPANCIES IF ANYTO BE REPORTED TO THE ENGINEERBEFORE EXECUTION.

B. MATERIAL1. CONCRETE 28 DAYS STRENGTH IN CUBE, f'c

= 30.0 MPa. [UNLESS OTHERWISEMENTIONED IN THE SPECIFICATION,THETRIAL MIX DESIGNSTRENGTH SHALL BE 38.25 MPa]

2. YIELD STRENGTH OF STEEL, fy = 500 MPa(GRADE Fe500, IS 1786)

C. COVERINGa. MAIN GIRDER ALL SIDE = 40mm

REFERENCE DRAWINGS1. GENERAL NOTES FOR RCC CONSTRUCTION STD-022. REBAR CODES & SHAPE DETAILS STD-063. PLAN, SECTION ELEVATION OF DECK S24-C7-114. REBAR SCHEDULE S24-C7-17

1DETAIL

1 2 3 4

SEE, S24-C7-12SLAB REINF.

KERB BEAM REINF.

MAIN GIRDER REINF.

3 -05 -T20-EQ-TOP

4-06 -T16-EQ-BOTT.8-04-T10-190-STR

04

2X2=4-07-T12-EQ-EF

SEE, S24-C7-10

KERB BEAM REINF.

CROSS GIRDER REINF. DETAILSSCALE 1: 30

RAILING

04

RAILING

FOR RAILINGREINF.(SEE S24-C7-32)

150-01-T12-150-STR.

3-02-T16-EQ-TOP

3 -03 -T16-EQ-BOTT.

04

07

06

DETAIL '1'SCALE 1: 30

1

NOTES

A. GENERAL1. ALL DIMENSIONS ARE IN MILLIMETER UNLESS

OTHERWISE MENTIONED.

2. DO NOT SCALE THIS DRAWING. USE GIVENDIMENSIONS ONLY.

3. DURING CONSTRUCTION OF THE WORK, THECONTRACTOR MUST CHECK THE DIMENSIONS,LEVELS AND MEASUREMENT. DISCREPANCIESIF ANY TO BE REPORTED TO THE ENGINEERBEFORE EXECUTION.

B. MATERIAL1. CONCRETE 28 DAYS STRENGTH IN CUBE, f'c = 30.0 MPa. [UNLESS OTHERWISE MENTIONED

IN THE SPECIFICATION,THE TRIAL MIX DESIGNSTRENGTH SHALL BE 38.25 MPa]

2. YIELD STRENGTH OF STEEL, fy = 500 MPa(GRADE Fe500, IS 1786)

C. COVERINGa. ALL SIDE = 40mm

D. CONSTRUCTION1. KEEP CROSS GIRDER BAR FOLDED INSIDE

SHUTTERING DURING CONSTRUCTION OFMAIN GIEDER


SCALE:

FIRST ISSUE

NAME & SIGNATURE

DRAWN: DESIGN:

APPROVED BY :

(as Sheet A3 size)





Thimphu, Bhutan


REINFORCEMENTDETAILS OF CROSS

GIRDER AND KERB BEAM

S24-C7-14AS SHOWN



Sept., 2013


SPACINGBAR MARK

BAR MARK

20 - 05 - T 20 - 150 - EF



LOCATION /REMARKS

NOS.OF BAR

REFERENCE DRAWINGS1. GENERAL NOTES FOR RCC CONSTRUCTION STD-022. REBAR CODES & SHAPE DETAILS STD-063. PLAN, SECTION ELEVATION OF DECK S24-C7-114. REBAR SCHEDULE S24-C7-16

HIGH POINT OF CAMBER ℄SEE DETAIL 'A'

CONSTRUCTION JOINTWITH SHEAR KEY

TYPICAL CONSTRUCTION JOINT IN DECK[LOCATION OF CONSTRUCTION JOINT SHALL BE DECIDED ASPER ENGINEER'S DECISION]

DECK TOP

℄DECK TOP

25X30 DEEP COLDAPPLIED POLYSULPHATEJOINT SEALER

DETAIL 'A'

1 2 43 1 2 43

SCAFFOLDINGGIRDER

SEQ : 1 GIRDER CASTING

CONSTRUCTION SEQUANCE :

SCAFFOLDING

SEQ : 2 CROSS GIRDER & DECK CASTING

1 2 43

SEQ : 3 KERB BEAM & RAILING CASTING

ABUTMENTǒ SCAFFOLDING REMOVEDǒ BRIDGE SUPPORTED ON

ABUTMENT

1 2 3

SEQ : 4 WEARING COURSE CASTINGREADY FOR TRAFFIC

SHUTTERARRANGEMENT

4 3 2

Y


SCALE:

FIRST ISSUE

NAME & SIGNATURE

DRAWN: DESIGN:

APPROVED BY :

(as Sheet A3 size)





Thimphu, Bhutan


MISCELLANEOUSDETAILS

S24-C7-15AS SHOWN



Sept., 2013

TABLE 3 : ¹

1

2 Upward camber in millimeter

LENGTHIN m

CAMBER ²IN mm

UPWARD CAMBER TO BEPROVIDED IN THE GIRDERDURING CONSTRUCTION

Camber Provided Consideringǒ Girder Self Weight.ǒ Deck Weight

0 01 42 73 94 125 146 167 188 199 20

10 2111 2212 2213 2214 2115 2016 1917 1818 1619 1420 1221 922 723 424 0


SCALE:

FIRST ISSUE

NAME & SIGNATURE

DRAWN: DESIGN:

APPROVED BY :

(as Sheet A3 size)





Thimphu, Bhutan


REBAR SCHEDULE S24-C7-16NTS



Sept., 2013


SPACINGBAR MARK

BAR MARK

20 - 05 - T 20 - 150 - EF



LOCATION /REMARKS

NOS.OF BAR

NOTES






f'c = 30.0 MPa. [UNLESS OTHERWISEMENTIONED IN THE SPECIFICATION,THETRIAL MIX DESIGN STRENGTH SHALL BE38.25 MPa]


C. COVERING

DECK:a. TOP OF DECK = 50mm b. BOTTOM OF DECK = 25mm c. SIDE OF DECK = 40mm

KERB BEAM:a. ALL SIDE = 40mm

CROSS GIRDER:a. ALL SIDE = 40mm

MAIN GIRDER:a. ALL SIDE = 40mm

RAILING:a. RAILING POST ALL SIDE = 40mm b. RAIL ALL SIDE = 25mm

REFERENCE DRAWINGS1. GENERAL NOTES FOR RCC CONSTRUCTION STD-022. REBAR CODES & SHAPE DETAILS STD-063. REINF. DETAILS OF DECK SLAB S24-C7-124. REINF. DETAILS OF CROSS GIRDER AND KERB BEAM S24-C7-14


SCALE:

FIRST ISSUE

NAME & SIGNATURE

DRAWN: DESIGN:

APPROVED BY :

(as Sheet A3 size)





Thimphu, Bhutan


REBAR SCHEDULE S24-C7-17NTS



Sept., 2013


SPACINGBAR MARK

BAR MARK

20 - 05 - T 20 - 150 - EF



LOCATION /REMARKS

NOS.OF BAR

NOTES






f'c = 30.0 MPa. [UNLESS OTHERWISEMENTIONED IN THE SPECIFICATION,THETRIAL MIX DESIGN STRENGTH SHALL BE38.25 MPa]


C. COVERING

DECK:a. TOP OF DECK = 50mm b. BOTTOM OF DECK = 25mm c. SIDE OF DECK = 40mm

KERB BEAM:a. ALL SIDE = 40mm

CROSS GIRDER:a. ALL SIDE = 40mm

MAIN GIRDER:a. ALL SIDE = 40mm

RAILING:a. RAILING POST ALL SIDE = 40mm b. RAIL ALL SIDE = 25mm

REFERENCE DRAWINGS1. GENERAL NOTES FOR RCC CONSTRUCTION STD-022. REBAR CODES & SHAPE DETAILS STD-063. REINF. DETAILS OF MAIN GIRDER S24-C7-13

(24.00m span & 7.00m carriageway) on … deck girder bridge ... the bridge abutment is designed...

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