National Highway Authority - A-014 3D View of...

A-000 Front Page.pdf

A-001 General Notes.pdf

A-002 Diversion Plan.pdf

A-003 Detail of Sections.pdf

A-004 Existing Plan of Bridge NBC & SBC.pdf

A-005 Detail of Sections.pdf

A-006 Plan & Elevation of Bridge North Bond.pdf

A-007 Plan & Elevation of Bridge South Bond.pdf

A-008 Detail of Deck Slab North Bond.pdf

A-009 Detail of Deck Slab South Bond.pdf

A-010 Reinf. Detail of Deck Slab NBC & SBC.pdf

A-011 Notes for Expansion Joints.pdf

A-012 Detail of Indigenouus Expansion Joints.pdf

A-013 Methodology for Installation of Expansion Joints.pdf

A-014 3D View of Expansion Joints.pdf

NATIONAL HIGHWAY AUTHORITYISLAMABAD

Tel: 051-5500441/0333-5104919E-mail:[email protected] URL: www.cmiqbal.comH# 470, Street 17, Chaklala Scheme 3 RawalpindiCivil Engineers & ConsultantsCECON

SEP , 2018

REDECKING OF OLD NARA CANAL BRIDGE AT KM:484-485

NBC & SBC (N-5)

C:\Users\HOME\Desktop\NHA NEW LOGO_edited.jpg

ENGINEER'S ESTIMATE &DRAWINGS

A. GENERAL: 1. THE CONTRACTOR SHOULD STUDY THE DRAWINGS

CAREFULLY BEFORE STARTING OF WORK. MISTAKES, IF ANY, SHOULD BE IMMEDIATELY NOTIFIED TO THE ENGINEER

2. IN CASE OF ANY DIFFERENCE, THESE SPECIFICATIONS WILL SUPERSEDE THE NHA GENERAL SPECIFICATIONS.

3. THE SPECIFICATIONS GIVEN IN THE DRAWINGS SHALL OVER RULE THE GENERAL NOTES.

4. ALL DIMENSIONS ARE IN MILLIMETER UNLESS OTHERWISE SPECIFIED..

5. ALL EXPOSED CONCRETE CORNER, EDGES AND ANGLES SHALL BE CHAMFERED OR FILLETED 20x20mm UNLESS OTHERWISE SPECIFIED.

6. GIRDERS TOP WILL BE ROUGHENED TO FULL AMPLITUDE OF 6mm.

B. DESIGN PARAMETER: 1. THE BRIDGE LOADING IS BASED ON THE WEST PAKISTAN CODE

OF PRACTICE FOR HIGHWAY BRIDGES (1967) AND AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES (2007).

2. THE FOLLOWING LIVE LOADS HAVE BEEN CONSIDERED IN DESIGN:

i. CLASS A LOADS INCLUDING IMPACT AS PER WPCPHB, 1967.

ii. MILITARY LOADS 70 TON TANK INCLUDING IMPACT AS PER WPCPHB, 1967.

iii. A SINGLE LOAD OF 95 KN ON 0.3m x 0.6m AREA (FOR PUNCHING SHEAR OF DECK SLAB ONLY).

C. MATERIAL AND WORKMANSHIP:

ALL MATERIAL SHALL CONFORM TO THE AASHTO / ASTM / NHA SPECIFICATIONS AND STANDARDS.

D. STEEL REINFORCEMENT:- REINFORCING STEEL

1. ALL REINFORCING STEEL SHALL BE ROLLED FROM PRIME GRADE PAKISTAN STEEL BILLETS. REINFORCEMENT ROLLED FROM SCRAPED STEEL, SHIP PLATE OR RE-ROLLED BILLETS SHALL NOT BE USED.

2. ALL REINFORCING BARS SHALL BE HIGH YIELD DEFORMED BARS WITH MINIMUM YIELD STRENGTH OF 410 N/mm2 (APPROX. 60,000 psi) CONFORMING ASTM 615 HOT ROLLED.

3. THE CONTRACTOR SHALL PREPARE ALL BAR BINDING SCHEDULE etc, AND SUBMIT THEM FOR APPROVAL OF THE ENGINEER’S REPRESENTATIVE BEFORE EXECUTION.

4. ALL REINFORCING STEEL SHALL BE ACCURATELY LOCATED IN FORM WORK, FIRMLY IN PLACE BY MEANS OF 16 GAUGE BLACK ANNEALED WIRE AND ADEQUATELY DESIGN SPACERS BEFORE PLACING OF CONCRETE. CONCRETE:

1. THE STRENGTH OF CONCRETE SHALL BE MEASURED ON 150x300mm CYLINDERS. THE CYLINDERS SHALL BE PREPARED UNDER THE SUPERVISION OF THE ENGINEER AND SHALL BE TESTED AT A LABORATORY APPROVED BY HIM.

2. THE GRADING OF COARSE AND FINE AGGREGATES SHOULD BE FREQUENTLY CHECKED.

3. ALL EXPOSED CONCRETE SURFACES ABOVE GROUND SHALL HAVE “FAIR FACE” FINISH.

4. TWELVE (12) CONCRETE TEST CYLINDERS WILL BE CASTED, SIX OF THESE WILL BE CURED AND TESTED UNDER LABORATORY CONDITIONS AND OTHER SIX WILL BE CURED UNDER CONDITION PREVAILED ON THE STRUCTURE AND THE DIFFERENCE IN RESULTS WILL BE RECORDED.

E. CONCRETE COVER & STRENGTH:- MINIMUM CONCRETE COVER SHALL BE AS FOLLOWS UNLESS OTHERWISE SPECIFIED. CONCRETE STRENGTH WILL BE CONFORMING TO NHA SPECIFICATIONS. THE DESIGN MIX MUST HAVE AN AVERAGE LABORATORY COMPRESSIVE STRENGTH EQUAL TO OR GREATER THAN THE “DESIGN 28 DAYS COMPRESSIVE STRENGTH” PLUS 90 Kg/cm2 (1300 psi) FOR ALL TYPES OF MIX DESIGNS.

F. IMPORTANT NOTES:- 1. EXTREME PRECAUTION WILL BE TAKEN TO PRESERVE THE

REINFORCEMENT COMING OUT OF THE GIRDER.THIS REINFORCEMENT WILL BE CLEANED PRESERVED AND TO BE EMBEDDED IN THE NEW DECK SLAB.

2. IN CASE ANY SINGLE BAR IS DAMAGED /BROKEN THEN THE CONTRACTOR WILL BE PROVIDE EQUIVALENT DOWELA AT HIS OWN COST.

3. THESE DOWELS WILL BE MADE BY DRILLING 175mm DEEP HOLES AT TOP OF GIRDERS AND THEN EMBEDDING DOWELS IN BORED HOLES USING HILTI/FISHER (FIS-V360-5) OR EQUIVALENT

G. SPECIAL NOTES:-

1. EXISTING DAMAGED REINFORCEMENT WILL NOT BE REUSED ONLY NEW BILLET STEEL REINFORCEMENT WILL BE USED.

2. THE CONTRACTOR WILL PROVIDE ACCURATE SKETCHES OF ALL MEMBERS OF THE EXISTING SUPPER STRUCTURE BEFORE THE START OF WORK.

3. THE EXISTING DECK SLAB WILL BE DISMENTALED USING PNEUMATIC HAND HELD CONCRETE BREAKERS ONLY, HEAVY JACK HAMMERS ARE NOT ALLOWED

4. IN ADDITION 50mm ASPHALT WEARING COURSE WILL ALSO BE PROVIDED UPTO 15m LENGTH ON BRIDGE APPROACHES.

5. 28 DAYS COMPRESSIVE STRENGTH OF CONCRETE WILL 280 kg/ cm² AND TO ACHIEVE THE FIELD STRENGTH, ITS LABORATORY STRENGTH WILL BE 370 kg/ cm² .

6. BEFORE CONCRETING OF NEW DECK SLAB ENSURE 225mm (Minimum) CONCRETE IS CHISELED OUT AT TOP OF ALL GIRDERS THROUGHOUT THEIR LENGTH.

7. CONCRETE USED WILL BE FROM CONCRETE BATCHING PLANT ONLY AND TRANSPORTED IN TRANSIT MIXERS.

8. THE TEMPERATURE OF CONCRETE WILL NEITHER BE LESS THAN 10° C NOR MORE THAN 35° C.

9. CONTRACTOR WILL USE GOOD QUALITY HARROW SAND. LOW QUALITY SAND WILL FAIL DECK SLAB AGAIN.

10. CURING OF CONCRETE WILL BE DONE CONTINUOUSLY DAY AND NIGHT ON HOURLY BASIS FOR MINIMUM 20 DAYS SUCH THAT THE CONCRETE WALL REMAINS MOIST 24 HRS FOR 24 DAYS AFTER ITS COMPLETION

11. CONTRACTOR WILL DO COLD MILLING (00-50MM) AND PROVIDE ASPHALT WEARING COURSE (CLASS-B) ON BRIDGE APPROACHES UP TO 15 METER LENGTH ON BOTH SIDES FOR NBC AND SBC BRIDGE

12. SAFETY OF WORKERS WILL BE THE PRIME RESPONSIBILITY OF THE CONTRACTOR FOR WHICH SUITABLE WORK METHODOLOGY WILL BE SUBMITTED BY THE CONTRACTOR TO THE ENGINEER IN CHARGE.

13. DECK SLAB OF ONE BRIDGE WILL BE DISMANTLED AND RECONSTRUCTED BEFORE STARTING OF SIMILAR WORK ON THE OTHER BRIDGE.

14. DISMANTLING AND STARTING OF WORK OF BOTH BRIDGES SIMULTANEOUSLY IS STRICTLY PROHIBITED.

LAP LENGTH DEVELOPMENT LENGTH in tension(mm)

BAR SIZE

Fc' (Mpa)

TENSION BAR

TOP BARS -TB

OTHER BARS-OB (DL)

Φ10 21 710 545 330

28 615 475 430

35 550 425 430

Φ12 21 945 730 430

28 820 630 435

35 730 505 430

Φ16 21 1185 910 535

28 1020 785 535

35 915 705 535

Φ22 21 1420 1090 965

28 1225 945 840

35 1095 845 760

Φ25 21 2365 1820 1245

28 2020 1555 1070

35 1805 1390 965

Φ32 21 3000 2310 1930

28 2565 1975 1675

35 2299 1705 1500

STRUCTURAL ELEMENT CATEGORY

CLEAR CONCRETE COVER (mm)

28 DAYS DESIGN CYLINDER STRENGTH (Kg/Cm2)

28 DAYS TRIAL MIX LABORATORY CYLINDER STRENGTH (Kg/Cm2)

BARRIERS TOP AND SIDE FACE

25 30 210 (A1) 300

DECK SLAB

TOP SIDE UNDER SIDE

40 30 280 (A3) 370

04

DWG. NO.DATE

DESIGNED BY

CHECKED BY

DRAWN BY

APPROVED

RECOMMENDED

DR.M IQBAL

ARIF RAO

SEP, 2018APPROVED

04

DATE

02

03

01

REV. DESCRIPTION

ISLAMABADNATIONAL HIGHWAY AUTHORITY

SCALEAS SHOWN

A-001

GENERAL NOTES

ISRAR AHMED

REDECKING OF OLD NARACANAL BRIDGE AT KM: 484-485

NBC & SBC (N-5)

DIVERSION PLAN

U/S

D/S

NBC

SBC

A

70000

A BB

TO SUKKAUR TO PANO AQIL

DIVERSION

N T S

DWG. NO.DATE

DESIGNED BY

DRAWN BY

CHECKED BY

Dr. M IQBAL

DESCRIPTION

04

02

03

01

REV. DATE APPROVED A-002SEP, 2018

DIVERSION PLAN CECONCivil Engineers & ConsultantsH# 470, Street 17,Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.cmiqbal.comTel: 051-5500441/0333-5104919


NBC & SBC (N-5)


ARIF RAOISRAR AHMED

RCC PIPE CULVERTØ610mm AASHTO M170 CLASS II

10000

12000

70000

300mm SUB BASE

300mm WATER BOUND MACADAM BASEWITH CORSE AGGREGATE: CLASS B

RCC PIPE CULVERTØ610mm AASHTO M170 CLASS II

SECTION A-A

TRIPLE SURFACETREATMENT

SECTION B-B

300mm WATER BOUND MACADAM BASEWITH CORSE AGGREGATE: CLASS B

300mm SUB BASE

TRIPLE SURFACE TREATMENT

EMBANKMENT A-3 SAND

EMBANKMENT A-3 SAND

BED LEVEL

BED LEVEL

N T S

DWG. NO.DATE

DESIGNED BY

DRAWN BY

CHECKED BY

Dr. M IQBAL

DESCRIPTION

04

02

03

01

REV. DATE APPROVED A-003SEP, 2018

DETAIL OF SECTIONSCECONCivil Engineers & ConsultantsH# 470, Street 17,Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.cmiqbal.comTel: 051-5500441/0333-5104919


NBC & SBC (N-5)


ARIF RAOISRAR AHMED

20800SLAB LENGTH

20800SLAB LENGTH

20800SLAB LENGTH

EXP. JOINTEXP. JOINT

2400

2400

2400

1500

1500

1020

0

1800

1800

1800

1200

1200

2400

2400

2400

1500

1500

1020

0

1800

1800

1800

1200

1200

EXISTING BRIDGE(SOUTH BOND)

EXISTING BRIDGE(NORTH BOND)

(SBC) BRIDGE

(NBC) BRIDGE

A

AN.J.BARRIER

EXP. JOINT EXP. JOINT

N.J.BARRIER

20700SLAB LENGTH

20700SLAB LENGTH

20700SLAB LENGTH

EXP. JOINT EXP. JOINTEXP. JOINTEXP. JOINT

NOTE:-1. CONCRETE MUST BE DISMANTLED USING PNEUMATIC

HAND HELD CONCRETE BREAKERS ONLY. HEAVY JACKHAMMER WILL NOT BE USED.

EXISTING SLAB , & BARRIERTO BE DISMANTLED

ARIF RAO N T S

DATE

DESIGNED BY

DRAWN BY

CHECKED BY

Dr. M IQBAL

DESCRIPTION

04

02

03

01

REV. DATE APPROVED

CECONCivil Engineers & ConsultantsH# 470, Street 17,Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.cmiqbal.comTel: 051-5500441/0333-5104919

NATIONAL HIGHWAY AUTHORITYISLAMABAD DWG. NO.

SEP, 2018

ISRAR AHMED


NBC & SBC (N-5)A-004

PLAN OF EXISTING BRIDGENORTH BOND & SOUTH BOND)

1500

10200 102004200

EXISTINGTRANSOM

EXISTINGTRANSOM

1500

10200 102004200

EXISTINGTRANSOM

EXISTINGTRANSOM

EXISTINGDECK SLAB WILLBE DISMANTLED

EXISTINGDECK SLAB WILLBE DISMANTLEDEXISTING

BARRIEREXISTINGBARRIER

NEWLY CONTRACTEDDECK SLAB

900

NEWLYCONSTRUCTEDBARRIER

EXISTING DECK SLAB(SECTION A-A)

SBC NBC

SBC NBC

NEWLY CONSTRUCTED DECK SLAB

NEWLY CONTRACTEDDECK SLAB


225

225

1020

1500

1500

900

225

225

1020 50mm AWC50mm AWC

1800 1800 1800 12001200 1800180018001200 1200

1800 1800 1800 12001200 1800180018001200 1200

2400 2400 2400 15001500

2400 2400 2400 15001500

2400 2400 2400 15001500

2400 2400 2400 15001500

EXISTING SLAB , & BARRIERTO BE DISMANTLED

NOTE:-1. CONCRETE MUST BE DISMANTLED USING PNEUMATIC

HAND HELD CONCRETE BREAKERS ONLY. HEAVY JACKHAMMER WILL NOT BE USED.

ARIF RAO N T S

DATE

DESIGNED BY

DRAWN BY

CHECKED BY

Dr. M IQBAL

DESCRIPTION

04

02

03

01

REV. DATE APPROVED

CECONCivil Engineers & ConsultantsH# 470, Street 17,Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.cmiqbal.comTel: 051-5500441/0333-5104919


SEP, 2018

SECTION OF EXISTING & PROPOSED BRIDGE

A-005

ISRAR AHMED


NBC & SBC (N-5)

P.S.C GIRDERSDIMENSIONS OF DECK SLAB

(NORTH BOND)

20700SLAB LENGTH

20700SLAB LENGTH

20700SLAB LENGTH

25mm EXP. JOINT25mm EXP. JOINT

2400

2400

2400

1500

1500

1020

0

1800

1800

1800

1200

1200


25mm EXP. JOINT 25mm EXP. JOINT

SCOPE OF WORKONLY DECK SLAB, BARRIERS, & 04 EXPANSION JOINTS TO BEREPLACED.

(SHOWN SUPPER STRUCTURE)

ELEVATION(NORTH BOND)

20700SLAB LENGTH

20700SLAB LENGTH

20700SLAB LENGTH

25mm EXP. JOINT25mm EXP. JOINT25mm EXP. JOINT 25mm EXP. JOINT

ARIF RAO N T S

DATE

DESIGNED BY

DRAWN BY

CHECKED BY

Dr. M IQBAL

DESCRIPTION

04

02

03

01

REV. DATE APPROVED

DIMENSION DETAIL OF CECONCivil Engineers & ConsultantsH# 470, Street 17,Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.cmiqbal.comTel: 051-5500441/0333-5104919


A-006SEP, 2018

PROPOSED DECK SLAB(NORTH BOND)ISRAR AHMED


NBC & SBC (N-5)


(SOUTH BOND)

20800SLAB LENGTH

20800SLAB LENGTH

25mm EXP. JOINT25mm EXP. JOINT

2400

2400

2400

1500

1500

1020

0

1800

1800

1800

1200

1200



SCOPE OF WORKONLY DECK SLAB, BARRIERS, & 04 EXPANSION JOINTS TO BEREPLACED.


ELEVATION(SOUTH BOND)

20800SLAB LENGTH

20800SLAB LENGTH

25mm EXP. JOINT25mm EXP. JOINT25mm EXP. JOINT 25mm EXP. JOINT

20800SLAB LENGTH

20800SLAB LENGTH

ARIF RAO N T S

DATE

DESIGNED BY

DRAWN BY

CHECKED BY

Dr. M IQBAL

DESCRIPTION

04

02

03

01

REV. DATE APPROVED

DIMENSION DETAIL OF CECONCivil Engineers & ConsultantsH# 470, Street 17,Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.cmiqbal.comTel: 051-5500441/0333-5104919


A-007SEP, 2018

PROPOSED DECK SLAB(SOUTH BOND)ISRAR AHMED


NBC & SBC (N-5)


(NORTH BOND)

20700SLAB LENGTH

20700SLAB LENGTH

20700SLAB LENGTH

25mm EXP. JOINT25mm EXP. JOINT24

0024

0024

0015

00

1020

0

1800

1800

1800

1200

1200

A

A NEWLYCONSTRUCTEDBARRIER



1500

225

1020

250

275

495

DETAIL "X"

200

380

50mm AWC

Ø16@200C/C

Ø16@200C/C

13-Ø12

DECK SLAB RIENF.

REINF. OF BARRIER

Ø100@3000 C/CPVC DRAIN PIPE

NOTE:THE CROSS SLOPE OF NEW DECK SLAB WILL BESAME AS THAT OF THE EXISTING.

BEFORE CONCRETING OF NEW DECK SLAB ENSURE225mm (MINIMUM) CONCRETE IS ALSO CHISELED OUTAT TOP OF ALL GIRDERS THROUGHOUT THEIRLENGTHS.ITS MEANS THAT THE EXISTING DECK SLABWILL BE REMOVED COMPLETELY & UNIFORMLYINCLUDING AT. THE TOP OF GIRDERS BY CHIESELINGAND NOT BY USING JACK HAMMERS etc.

10200

L OF BRIDGE

225

50mm AWCC

SECTION A-A24001500


1020

2400

225

2400 1500Ø100@3000 C/C

PVC DRAIN PIPE

1020225mm DECK SLAB

04

DWG. NO.DATE

DESIGNED BY

CHECKED BY

DRAWN BY

APPROVED

RECOMMENDED

DR.M IQBAL

ARIF RAO

SEP, 2018APPROVED

04

DATE

02

03

01

REV. DESCRIPTION


SCALEAS SHOWN

A-008

ISRAR AHMED REDECKING OF OLD NARA

CANAL BRIDGE AT KM: 484-485NBC & SBC (N-5)

BEFORE CONCRETING OF NEW DECK SLAB ENSURE225mm (MINIMUM) CONCRETE IS ALSO CHISELED OUTAT TOP OF ALL GIRDERS THROUGHOUT THEIRLENGTHS.ITS MEANS THAT THE EXISTING DECK SLABWILL BE REMOVED COMPLETELY & UNIFORMLYINCLUDING AT. THE TOP OF GIRDERS BY CHIESELINGAND NOT BY USING JACK HAMMERS etc.

10200

L OF BRIDGE

225

50mm AWCC

SECTION A-A24001500


1020

2400

225

2400 1500Ø100@3000 C/C

PVC DRAIN PIPE

1020225mm DECK SLAB

NOTE:THE CROSS SLOPE OF NEW DECK SLAB WILL BESAME AS THAT OF THE EXISTING.

225

1020

250

275

495

DETAIL "X"

200

380

50mm AWC

Ø16@200C/C

Ø16@200C/C

13-Ø12

DECK SLAB RIENF.

REINF. OF BARRIER



(SOUTH BOND)

20800SLAB LENGTH

20800SLAB LENGTH

20800SLAB LENGTH

25mm EXP. JOINT25mm EXP. JOINT24

0024

0024

0015

00

1020

0

1800

1800

1800

1200

1200

A

A NEWLYCONSTRUCTEDBARRIER



1500

04

DWG. NO.DATE

DESIGNED BY

CHECKED BY

DRAWN BY

APPROVED

RECOMMENDED

DR.M IQBAL

ARIF RAO

SEP, 2018APPROVED

04

DATE

02

03

01

REV. DESCRIPTION


SCALEAS SHOWN

A-009

ISRAR AHMED REDECKING OF OLD NARA

CANAL BRIDGE AT KM: 484-485NBC & SBC (N-5)

03

0404

050102

040404

SECTION B-B

05

10200

Ø16 @ 200C/C

BEFORE CONCRETING OF NEW DECK SLABENSURE 225mm (MINIMUM) CONCRETE ISALSO CHISELED OUT AT TOP OF ALLGIRDERS THROUGHOUT THEIRLENGTHS.ITS MEANS THAT THE EXISTINGDECK SLAB WILL BE REMOVEDCOMPLETELY & UNIFORMLY INCLUDING AT.THE TOP OF GIRDERS BY CHIESELING ANDNOT BY USING JACK HAMMERS etc.

DOWELS

Ø16@150C/C (T) 01

Ø16@150C/C (B) 02

Ø16@200C/C (T) 05ADDIT. LENGTH 2.5m

Ø12@200C/C (T) 03

REINF. OF DECK SLABB

Ø12@200C/C (T)ADDITI. LENGTH 2.5m

Ø12@200C/C (T)ADDIT. LENGTH 5mØ16@200C/C (B) 04

B

Ø16@200C/C (T) 05ADDIT. LENGTH 2.5m

Ø12@200C/C (T)ADDIT. LENGTH 2.5m

1. EXTREME PRECAUTIONS WILL BE TAKENTO PRESERVE THE REINFORCEMENTCOMING OUT OF THE GIRDERS, THISREINFORCEMENT WILL BE CLEANEDPRESERVED AND TO BE EMBEDDED INTHE NEW DECK SLAB.

2. IN CASE ANY SINGLE BAR IS DAMAGED/BROKEN THEN THE CONTRACTOR WILLBE PROVIDE EQUIVALENT DOWELS ATHIS OWN COST.

3. THESE DOWELS WILL BE MADE BYDRILLING 175mm DEEP HOLES AT TOP OFGIRDERS AND THEN EMBEDDINGDOWELS IN BORED HOLES USINGHILTI/FISHER (FIS-V360 -5 ) OREQUIVALENT.

225

NOTE:-1. EXISTING DECK SLAB BARRIER AND EXPANSION JOINTS TO BE

DISMANTLED USING HAND HELD CONCRETE BREAKERS HEAVYJACK HAMMER WILL NOT BE USED.

2. GIRDER SHEAR REINFORCEMENT WILL BE CLEANED &PRESERVED.

3. CONCRETE USED WILL BE FROM CONCRETE BATCHING PLANTTRANSPORTED IN TRANSIT MIXERS, IN ADDITION 24 HOURSWET CURING FOR 20 DAYS WILL BE ENSURED.

4. 28 DAYS COMPRESSIVE STRENGTH OF CONCRETE WILL 280 kg/cm² AND TO ACHIEVE THE FIELD STRENGTH, ITS LABORATORYSTRENGTH WILL BE 370 kg/ cm²

ARIF RAO N T S

DATE

DESIGNED BY

DRAWN BY

CHECKED BY

Dr. M IQBAL

DESCRIPTION

04

02

03

01

REV. DATE APPROVED

REINF. DETAIL OF CECONCivil Engineers & ConsultantsH# 470, Street 17,Chaklala Scheme 3 RawalpindiE-mail:[email protected] URL:www.cmiqbal.comTel: 051-5500441/0333-5104919


A-010SEP, 2018

DECK SLABISRAR AHMED


NBC & SBC (N-5)(NBC/SBC)

METHODOLOGY FOR INSTALLATION OF EXPANSION JOINT

1. THE MOST IMPORTANT ASPECT OF THE EXPANSION JOINT IS HOW PROPERLY IT IS LEVELED AND EMBEDDED IN GOOD QUALITY CONCRETE BY EXPERIENCED/STAFFWORKERS.

2. IN CASE OF EXISTING BRIDGE BLOCKOUT CAVITY WILL BE PREPARED BY CHISELING/PNEUMATIC HAND HELD CONCRETE BREAKERS. JACK HAMMERS WILL NOT BE USED. THEEXISTING REINFORCEMENT OF DECK SLAB MUST NOT BE DAMAGED BUT TO BE CLEANED, STRAIGHTENED AND PRESERVED.

3. THE BLOCKOUT CAVITY SHOULD BE BRUSHED CLEANED.4. FOR BONDAGE BETWEEN THE OLD AND NEW CONCRETE, APPLY BONDING AGENT SIKADUR-32 LP OR (EQUIVALENT) TO THE EXISTING EXPOSED EDGES OF THE CONCRETE.5. FOR HIGH EARLY STRENGTH OF CONCRETE, USE WATER REDUCING AGENT SIKAMENT-163 (600 ml / CEMENT BAG) ALONG WITH HARDENER ACCELERATOR AS SIKARAPID-1

(750 ml / BAG) OR EQUIVALENT.6. LOW COST ADMIXTURES CONTAINING CHLORIDES AND SULPHATES SHALL NOT BE USED.7. CONCRETING ON SUN HEATED STEEL PLATES / SHUTTERING BEYOND 32° C WILL NOT BE ALLOWED.8. A3 CONCRETE (280 Kg / cm² AND GRADE 60 STEEL WILL BE USED.9. WHILE USING ADMIXTURES MANUFACTURERS SPECIFICATIONS MUST BE FOLLOWED.10. COMPLETE WET CURING FOR 7 DAYS IS MUST, OTHERWISE PREFER USING CONCRETE CURING COMPOUND ANTICSOL-E15 (0.20 Kg / m ) OR EQUIVALENT WITHIN 6

HOURS OF CONCRETING AND COVER THE CONCRETE AREA WITH OPAQUE / COLORED PLASTIC SHEETS.11. WHEN THE BRIDGE IS LOCATED OVER A RIVER / CANAL / NULLAH, SEALING OF JOINT USING BACKUP ROD AND SIKAFLEX-PRO 3WS FILLER IS NOT REQUIRED AND LET

THE WATER FLOW DOWN TO THE NULLAH UNDERNEATH.12. BUT IN CASE OF OVERHEAD BRIDGES, FOLLOWING ADDITIONAL TREATMENT IS REQUIRED FOR SEALING OF JOINT.

AFTER THE INSTALLATION AND CURING OF THE JOINT, CLEAN THE JOINT GAP WITH WIRE BRUSH AND REMOVE THE DUST WITH A BLOWER. FIX THE BACKUP ROD OF SPECIFIED DIMENSION AT A DEPTH OF 25 mm FROM THE TOP. APPLY SIKAPRIMER-3 (OR EQUIVALENT) WITH PAINT BRUSH. APPLY OIL RESISTANT RESINS SIKAFLEX-PRO 3WS (OR EQUIVALENT) IN THE UPPER 25mm CAVITY IN A CONCAVE SHAPE, OVER FILLING OF COMPOUND SHOULD BE

AVOIDED.13. INDIGENOUS EXPANSION JOINT IS NOT A PROPRIETY ITEM. IT CAN BE COPIED AND THE JOINT CAN BE MANUFACTURED AND PLACED BY ANY CONTRACTOR.14. TEMPORARY STEEL STRIPS 25x60 THICKNESS 3mm AT 500 C/C, WELDED TO TOP AND BOTTOM OF VERTICAL PLATES, HAVE BEEN ADDED TO MAINTAIN SPACING OF

VERTICAL PLATES DURING THE CONSTRUCTION OF THE JOINT, DON'T FORGET TO REMOVE TEMPORARY STEEL STRIPS WITHIN THREE DAYS OF CONCRETING OF JOINTS.15. PREFERABLY THE EXPANSION JOINT SHOULD BE MANUFACTURED IN 2m LENGTH OR LESS THAN 2m AND ASSEMBLED AT THE SITE.16. THE JOINT IS COMPOSED OF TWO STEEL PLATES WELDED TO ANCHORS IN 3 LAYERS.THESE JOINTS ARE MANUFACTURED IN SEGMENTS OF 2 METERS LENGTH AND

PREPARED IN A SHOP/FACTORY AND THEN CARRIED TO THE SITE. FOR QUALITY SAKE MANUFACTURING OF THESE JOINTS AT THE BRIDGE SITES IS PROHIBITED.

FOR NEW BRIDGESIN CASE OF NEW CONSTRUCTION, FIRST THE DECK CONCRETE WILL BE PLACED LEAVING A CAVITY FOR THE EXPANSION JOINT BY FILLING SAND IN THE CAVITY AREA. AFTER ALLTHE DECK SLABS AND APPROACH SLABS HAVE BEEN CONCRETED, THE EXPANSION JOINT WILL BE PLACED AS PER DRAWINGS AND WITH ADDITIONAL REINFORCEMENT ASSPECIFIED. ASPHALTIC SURFACING WILL BE DONE LAST.

EXPANSION JOINTS TYPE A . NORMALLY ONLY THE EXPANSION JOINT (WITHIN 350mm EITHER SIDE EXPANSION JOINT) IS REPLACED WHEN THE DECK SLAB IS IN GOOD CONDITION.

FIRST AWC THEN EXPANSION JOINTS (SPECIAL INSTRUCTION)1. IN ALL CASES THE AWC SHOULD BE PLACED FIRST LEAVING THE CAVITIES FOR THE EXPANSION JOINTS WHICH WILL BE INSTALLED LAST AFTER THE AWC HAS BEEN PLACED

AND COMPACTED PROPERLY. THE TOP LEVELS OF EXPANSION JOINTS AND CONCRETE DAMS SHOULD BE IN LEVEL WITH THE TOP OF AWC.2. AT THE END DONT FORGET TO REMOVE THE TEMPORARY STEEL STRIPS WELDED TO STEEL PLATES OF THE EXPANSION JOINTS.

A-011

04

DWG. NO.DATE

DESIGNED BY

CHECKED BY

DRAWN BY

APPROVED

RECOMMENDED

Dr. M IQBAL

ARIF RAO

SEP, 2018APPROVED

04

DATE

02

03

01

REV. DESCRIPTION


SCALEAS SHOWN

ISRAR AHMED


NBC & SBC (N-5)

NOTES:-1. CONCRETING OF EXPANSION JOINT WILL BE DONE AFTER COMPLETION OF AWC, SO

THAT THE TOP LEVEL OF CONCRETE IS IN LEVEL WITH TOP OF AWC.2. USE GRADE 60 STEEL FOR ADDITIONAL REINFORCEMENT AND CLASS "D1"

(5000psi=350kg cm ²)CONCRETE.3. IN CASE TEMPORARY STRIPS ARE WELDED TO STEEL PLATES. THEN THESE STRIPS

MUST BE REMOVED AFTER CONCRETING OF THE JOINT.4. USE OF JACK HAMMERS FOR BREAKING OF CONCRETE IS NOT ALLOWED. INSTEAD

USE HAND HELD PNEUMATIC CONCRETE BREAKERS.

50

BACKUP ROD Ø30

1520

NEOPRENE SEAL 50x25

MS PLATE 325X15 mm LENGTH 2000mm EACHSEGMENT STEEL PLATE EMBEDDED AND WELDEDTO ANCHORAGE MADE OF Ø10 REINFORCEMENT.

MS PLATE 325X15TOP OF STEEL PLATE 2x8 Ø16 TRANSVERSE

ANCHORS OF 10Ø STEEL BARWELDED TO PLATE EMBEDDED INCONCRETE.

TIES Ø12@150C/C

EXISTING REINFORCEMENT OFAPPROACH/DECK SLAB SHOULDNOT BE DAMAGED/REMOVED

50mm AWC SHOULD BECOMPLETED BEFORE PLACING OF

EXPANSION JOINTS

EXISTING REINFORCEMENTMUST BE PRESERVED

5022

5

DIAPHRAGMREINFORCEMENT


(ADDITIONAL) (ADDITIONAL)

50mm AWC

END DIAPHRAGM

20 mm EXP.JOINT(TYP.)

TOP LAYER ANCHORS

MIDDLE LAYER ANCHORSBOTTOM LAYER ANCHORS

7012

5512

5512

A275

59

GIRDER GIRDER

A

END DIAPHRAGM

60x25x3mmTEMPORARYSTEEL STRIP WELDED TOPLATES

NEOPRENE SEAL 50x25 INSERTED USINGEPOXY BINDING LIQUID.

TYPE-A (NORMAL REPLACEMENT OF JOINT)THIS TYPE IS APPLIED WHERE DECK SLAB ADJACENT TO EXPANSION

JOINT IS NOT DAMAGED BEYOND 350mm ON EITHER SIDE.

350 35015

BLOCKOUT CAVITY WILL BE PREPAREDBY CHISELING/PNEUMATIC HAND HELDCONCRETE BREAKERS. JACK HAMMERSWILL NOT BE USED.

FILLET WELDED

20

400

c/c

EAC

H S

EGM

ENT

2000

mm

LO

NG

400

c/c

400

c/c

400

c/c

15mm MS PLATE

ANCHORS OF Ø10 STEEL BARS WELDEDTO PLATE EMBEDDED INCONCRETE.(PLACED IN THREE LAYERS)PREFERABLY FOR GOOD QUALITY OFWORK, WELDING SHOULD BE DONE INTHE SHOP AND NOT AT THE SITE.

15

200

90°

100

15

350350

A-012

04

DWG. NO.DATE

DESIGNED BY

CHECKED BY

DRAWN BY

APPROVED

RECOMMENDED

Dr. M IQBAL

SEP, 2018APPROVED

04

DATE

02

03

01

REV. DESCRIPTION

SCALE

AS SHOWNARIF RAO

ISRAR AHMED


NBC & SBC (N-5)

5020mm

Expn joint


50mm AWC


5022

5



GIRDERSGIRDERS

20

35050mm AWC CAVITY FOR ADDITIONAL

REINFORCEMENT50

5022

5

GIRDERSGIRDERS





20

TEMPORARY LEVELING STEEL JOIST (STEELTUBE 50x50mm) FOR HOLDING THE STEEL

JOINT BY BINDING WIRES DURING CONCRETING350

5022

5

STAY IN PLACE50x50 WOODENBATTENS

50

25

151520

MS PLATE 325X15 mm LENGTH 2000mm EACHSEGMENT STEEL PLATE EMBEDDED AND WELDEDTO ANCHORAGE MADE OF 12Ø REINFORCEMENT.MS PLATE 325X15

TOP OF STEEL PLATE



50mm AWC


5022

5



50

25

151520

NEOPRENE SEAL 20x50MS PLATE 325X15 mm LENGTH 2000mm EACHSEGMENT STEEL PLATE EMBEDDED AND WELDEDTO ANCHORAGE MADE OF 12Ø REINFORCEMENT.MS PLATE 325X15

TOP OF STEEL PLATE 2x8 Ø16


Ø12@150C/C


50mm AWC


5022

5



50mm AWC

5022

5

2x8 Ø16Ø12@150C/C

BONDING AGENT OLDAND NEW CONCRETE

BONDING AGENT OLDAND NEW CONCRETE

20

TEMPORARY LEVELING STEEL JOIST (STEEL TUBE50x50mm) @ 1000 c/c FOR HOLDING THE STEEL JOINT

BY BINDING WIRES DURING CONCRETING350

STAY IN PLACE50x50 WOODENBATTENS

(ADDITIONAL)(ADDITIONAL)

(ADDITIONAL)(ADDITIONAL)

2000 LONG LEVELING ROD

6

75

75

6

SECTION OFLEVELING ROD

50mm AWC

A-013

04

DWG. NO.DATE

DESIGNED BY

CHECKED BY

DRAWN BY

APPROVED

RECOMMENDED

Dr. M IQBAL

SEP, 2018APPROVED

04

DATE

02

03

01

REV. DESCRIPTION

SCALE

AS SHOWN

ARIF RAO

ISRAR AHMED


NBC & SBC (N-5)

DETAILS OF INDIGENOUS EXPANSION JOINT

TEMPORARY STEEL STRIPSAT 500 C/C (TO BE REMOVEDAFTER CONCRETING)

TEMPORARY STEELSTRIPS AT 500 C/C

A-014

04

DWG. NO.DATE

DESIGNED BY

CHECKED BY

DRAWN BY

APPROVED

RECOMMENDED

Dr. M IQBAL

SEP, 2018APPROVED

04

DATE

02

03

01

REV. DESCRIPTION


SCALE

AS SHOWN

8-Ø16 TRANSVERSE STEELADDITIONAL

NOTES:1. TEMPORARY STEEL STRIPS WILL BE REMOVED AFTER CASTING WITHIN 3 DAYS.2. ANCHOR ARE PROVIDED IN DOUBLE LAYER (TOP & BOTTOM) AND SINGLE LAYER (MIDDLE)

ALTERNATELY AND WELDED TO STEEL PLATES.

15mm MS PLATE

Ø12@150 ADDITIONALTIES

Ø10 ANCHORS

Ø10 ANCHORS

IEJ COMPLETE CONFIGURATION

IEJ ANCHORS

TOP

MIDDLE

BOTTOM

ARIF RAO

NEOPRENE SEAL

ISRAR AHMED

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