Cable stay bridge 05.01.16-IPWE seminar NewDelhi

Implementation of 4-lane Cable Stayed ROB
at Barddhaman – future fast track model for
New ROB over busy yard.
By
Rajesh Prasad
Chief Project Manager (M), RVNL, Kolkata

Engineers constructed the first cable-stayed bridges in
Europe following the close of World War II, but the
basic design dates back to the 16th century.
Today, cable-stayed bridges are a popular choice as
they offer all the advantages of a suspension bridge but
at a lesser cost for spans of 500 to 2,800 feet (152 to
853 meters).
They require less steel cable, are faster to build and
incorporate more precast concrete sections.
CABLE STAYED BRIDGE – few facts

Tension
Compression
CABLE STAYED BRIDGE
Basic Principal :- Pylon
Stay Cables

 The advantage of cable-stayed bridges lies in the fact
that it can be built with any number of towers but for
suspension bridges it is normally limited to two towers.
 With span length less than 1,000m, suspension bridges
require more cables than cable-stayed bridges.
 Moreover, cable-stayed bridges possess higher stiffness
and display smaller deflections when compared with
suspension bridges.
 The construction time is longer for suspension bridges.

VIEW OF MODEL OF PROPOSED CABLE STAYED BRIDGE
Current Picture

 RVNL Kolkata PIU is Implementing Agency
 M/s GPT-RANHILL(JV) are main Contractor
 M/s Freyssinet are specialized subcontractor
 M/s Consulting Engineering Services(India) Pvt. Ltd
(JACOB) are the DDC and PMC
 IIT Roorkee is the proof consultant
 Mathematical Model prepared by Council of
Scientific & Industrial Research
 Wind Tunnel Test Being Executed By Council of
Scientific & Industrial Research
AGENCIES INVOLVED

 Clear Span(ABT to ABT): 184.428m
 Main span length : 124.163 m
 Side span length : 64.536 m
 No of cable planes : 3
 Type of cable in main span : harp pattern
 No. of cables in main span : 9 per plane
 No. of cable per side span : 7 per plane
 Spacing between cables in main span : 12 m
 Spacing between the cables in side span : 6.881 m
 Hight of pylon : 62.329 m
 Clearance above rail track:6500mm
 Maximum height of road surface from rail track level:
7500MM
 (Road surface to bottommost part of superstructure =
1000mm)
BARDDHAMAN CABLE STAYED BRIDGE DETAILS

• Engineering Challenge confronted…
• Superstructure carries 7.5m carriageway and 1.5 m wide
footpath on each side.
• DECK Geometry:
Total Length of the Bridge : 188.431 m
CP1 to P1 (Steel composite deck) : 124.163 m
P1 to CP2 (RCC Deck) : 64.265 m
Number of Lanes in each Direction : 2
Cross Slope : 2 %
GEOMETRY OF THE CABLE STAY BRIDGE
Barddhaman yard is one of the busiest yard of Eastern Railway and
Rajdhani route over Barddhaman station spanning across 8
platforms and 10 tracks.

• LARSA 4D model for design
• Wind tunnel test
• Use of precast RCC slabs to avoid scaffolding on
deck
• Composite structures for easier construction
• Monolithic Back Span
• Durable painting by epoxy based paint of Akzonobel
• Erection scheme
• LUSAS model for Construction Stage Analysis
• Geometry Control during execution.
FEATURES

In Larsa 4D these construction stages are simulated so as
to get more realistic analysis. As cable elements have been
used which are nonlinear in nature, nonlinear analysis is
carried out at each stage. The initial structure has been
kept with a pre-camber such that after complete
construction, the deflection brings the structure to desired
finish level.
Fundamental period of vibration of the structure is
calculated by creating a 3D model of the structure and
carrying out its modal analysis in STAAD Pro V8i/ Midas
Civil/ Larsa4D.
DESIGN SIMULATION BY LARSA 4D
Transverse section showing components of Back Span (124.163m)
65mm WEARING COAT

Stage 16
•Max moment in Pylon. Utilization ratio <1
Bending Moment diagram
Stage 16
•Max moment in Pylon. Utilization ratio
<1 Max. deflection is 208 mm (with lane
reduction it will become 166mm)
(Dead Load + SIDL) (Two Tracks of 70R wheeled)

NATURAL VIBRATIONAL MODE SHAPE-2 (FREQUENCY =
0.66HZ & T = 1.520 SEC)

 Test was physically conducted on 27th
May,2014
 Model Design and Details of Sectional Model
Model Scale : 1: 40 and blockage:5.9%
Length of model: 1440mm
Width of model : 692.5mm
Aspect Ratio (length to width ratio): 2.08
 Based on the preliminary Aerodynamic Studies by CRRI, the bridge
has been found not susceptible to classical flutter and galloping
 Buffeting, Vortex Induced Oscillations- Limited Amplitude Oscillation
 The Amplitude of vortex induced oscillation is vey low and not likely
to cause discomfort to users
 Using Frequency Domain Approach, peak buffeting response was
estimated as 0.160m for assumed aerodynamic force coefficients
terrain roughness (plain terrain, surface roughness parameter
=0.005m)
WIND TUNNEL STUDY

CLOSED CIRCUIT WIND
TUNNEL OF CRRI LOCATED
AT GHAZIABAD
Test Section with Size
1.5mx0.5mx2.0m
CONTROL UNIT
OF
DC MOTOR
BETZ
PROJECTION
MANOMETER

•Model Design
•Model Fabrication and mounting
•Instrumentation ( pasting of strain guages in three
component balance)
•Calibration of Strain guage balance
•Wind tunnel test at different angle of attack, wind speed
Steps involved in Wind Tunnel Testing

•The basic wind speed for design is to be taken as 47m/s at the location of bridge as per the
wind given in IS:875 – Part 3 and IRC:6
•The terrain roughness for the bridge design has been taken as TC-I or plain terrain as per
IRC:6 and wind forces in the transverse longitudinal and vertical directions have been
computed as per IRC:6.
•The peak buffeting response of bridge deck at the location of maximum modal ordinate of
the main span at a distance of 76m from the pylon has been estimated as 0.2225m using the
frequency domain analysis, when the houly mean wind speed at deck level is 39.6 m/s.
•The max. amplitude of bridge deck due to vortex excitation in the first bending mode is
estimated as 5 mm at a wind speed of 5.93 m/s which is very low compared to the deflection
due to dead load and live load and is not likely to cause discomfort to users
•The bridge deck is not likely to be susceptible to galloping oscillation in vertical mode and
shall flutter in first torsional mode.
•The bridge deck is not susceptible to classical flutter.
•It is suggested that monitoring of wind speed and wind direction at 10m level may be carried
out at bridge site.
CONCLUSION

Construction Stage Analysis using LUSAS model
• Analysis has been done using finite element analysis software LUSAS.
• Deck is modeled as grillage of longitudinal and transverse members.
• Deck is integral at P1 and CP2. At CP1 pin support with longitudinal
free movement is used representing the Guided PTFE bearings.
• At P1 and CP2, elastic spring supports representing the pile stiffness
are used.
• Load Cases : 67

Analysis Model
Isometric View of the model Rendered View of the model

Geometry Control to ensure safety

• Height of the pylon is dictated by the stability
analysis and economics of the bridge. A tall
pylon will minimize the compression
introduced into the steel deck system, but may
increase the length of cable used while a short
pylon will introduce undesirable compressive
forces into the steel deck structure.
• The cross section is sized for not only strength
and deflection requirements, but also to
accommodate a stressing and inspection route.
• Height of the pylon above deck has been fixed
as 54.768m. Three steel pylon towers
(2.5MX2.0M box) connected by with ties and
founded on RCC wall of M50 grade (concrete
Part of Pylon).
STRUCTURAL DESIGN

Installation of strands & Stressing
 Freyssinet’s Parallel Strand System (PSS) stay cables - which
has a design life of 100 years and is the most advanced and
durable stay cable system in the world today. There are 3
planes of stay cables with 18 cables each. Vibration control
dampers are being installed in long stay cables (> 80m) as
per CIP recommendations. Sensors for permanent monitoring
of deflections and stresses during service condition, are also
being installed in 6 stays subjected to heavy loads. An
inspection and maintenance manual for the stay cables during
service has been prepared.
 Isotension® Method

• In order to avoid the problem of shuttering / de-shuttering for deck slab over
electrified tracks and to ensure proper finish of concrete, the deck slab has been
designed consisting of a precast slab and a cast-in-situ portion. The precast slab is
placed over the cross girders by the Deck Erection Crane (DEC) and the cast-in-
situ concrete is poured after completion of reinforcement and shear connector
works.
Bed for Precast Slab Casting Precast Slab Reinforcement Trial of Precast Slabs in Yard
Stacked Precast Slabs Erection of Precast Slabs Cast-in-situ Concrete in Progress
PRECAST DECK SLAB

PAINT & PAINTING SCHEME
 Maintenance-free painting scheme with a design life of
40+ years.
 The painting scheme and supervision by M/s Akzo Nobel
and has a warranty period of 25 years for the painted
structure.

 The painting scheme :
• Blasting of the Steel Structure to SA 2.5 with suitable abrasive material.
(Copper slag)
• Primer Coat consisting of 2 coats of epoxy zinc dust primer (Interzinc 52)
are applied by brush/airless spray to 75 micron DFT
• Intermediate Coat consisting of epoxy polyurethane paint (Intergard 475
HS MIO) applied by brush/airless spray to 75 micron DFT
• Finishing with 2 coats of Polysiloxane (Interfine 878) applied by
brush/airless spray to 120 micron DFT
PAINTING SCHEME
 2 separate blasting & painting chambers have been constructed where the
blasting & painting operations are carried out in a controlled environment.
 After the painting is completed, proper slinging and handling arrangement is
also ensured so that there is no damage to the members during handling
 In case of any damage to the paints during handling, a touch-up/repair
scheme has also been proposed by M/s Akzonobel, which is also being
followed.

• For monitoring of the structural health of the bridge during its
service life, 6 nos. sensors have been installed on the stay
cables subjected to maximum loads. The ROBO Control
System of M/s Mageba is being used for the purpose.
• The structural monitoring system issues alarm notification
based on measurements by the on-structure instrumentation
when pre-defined threshold values of structural loads are
passed. Alarm criteria will be configured based on the structural
design of the bridge
MONITORING SYSTEM

• In order to reduce the effect of fatigue on the stay cables due to oscillations
induced by wind or other external phenomena, stay cables of more than 80m length
have been provided with Internal Radial Dampers (IRD). 15 such dampers have
been installed on the stays
• IRD is composed of three hydraulic pistons placed at 120° angle around the cable.
The inner end of the pistons is fixed with a pin joint on a collar compacting the
strand bundle. Their outer end is fixed with pin joints to a metallic tube called the
guide tube. The damper is fixed rigidly to the guide tube.
• The available stroke for the transverse displacements is +/- 40mm.
INTERNAL RADIAL DAMPERS

• Due to the presence of electrified lines and block working, safety is a critical aspect
of the work.
• The safety measures adopted at site go above & beyond merely using Personal
Protective Equipment (PPE) at site.
• In preparation of the SHE plan, each activity of the work has been studied minutely
and risks have been identified & steps have been taken to address associated risks.
• Some of the aspects of the Safety Plan include:
• Provision of Proper Illumination & Safe Access to all working locations
• Use of properly designed slings, cranes and handling tools for all erection activities and
regular maintenance and 3rd
party checking of the same
• Provision of Lifelines & Fall Arrestors for all workers working at height
• Emergency Evacuation Plan & Temperature control for working in congested
surroundings (i.e. inside pylon)
• Adopting safe work practices & imbibing culture of safety & awareness among workers
SAFETY

Safe Work Practices Adopted during Erection
SAFETY

A. Tower Crane (capacity 32 MT at 20.1 m operating radius)
 Installation & commissioning : Verticality of masts constantly monitored
 Mast connections were tested with hydraulic Torque wrench
 Jib was not at all allowed to swivel towards / over adjacent railway track.
 Load Testing : Done successfully with 32 MT load at 20.1 m operating radius
 Visual Inspection : Masts, Level & alignment of jib, motor, brake, gearbox and wire ropes were checked
before erection of each segment of Pylon (31 MT)
B. Pylon (53.86 m) :
 Following precautions were taken during erection of each segment upto 7th
segment (37.07m)
 Safety drills carried out before commencing each activity
 Tool box talk was religiously conducted before erection of each segment.
 Lifting attachments like, Hooks, Slings, wire ropes, D shackles etc. were load tested and cross checked with
manufacturer’s certificates
 Proper illumination inside Pylon
 Proper ventilation by Exhaust fan provided inside Pylon.
 Proper access, safe working platform with railing provided outside of each segment.
 Walky-talky provided to Tower crane operator and skilled signal man for proper communication.
SAFETY DURING ERECTION & LAUNCHING OPERATION

C. Crawler Crane (capacity 270MT).
 Load chart & Load Testing :
 Crane Load Chart checked through TPI at different angles and operating radius.
 Physical Inspection :
 Counter weight, motor, Boom, gearbox, Bridle rope, wire rope, Pulley, Lifting hook and
other accessories are tested & certified through TPI.
 Crane Operator :
 Validity of license checked
 PPE :
 Wearing of PPE enforced on all erection workers including safety harness and fall
arrester / life line etc.
 Communication :
 Signaling to crane operator by a skilled foreman

D. Deck Erection Crane :
 Load tested with 45 T at Fabrication yard through TPI
 Safety drills carried out before commencing each activity
 All tools and tackles checked before erection. Periodical checking of test certificate by TPI
 Earthing of feeding track, trolleys and girders with DEC
 Fire extinguisher near electric panel
 Locking arrangement of wheels, pins and bottom trolley system
 Bolt connection and anchoring of bottom rail over longitudinal joists and rail track of Gantry trolleys
 Wheel and pins of Gantry trolleys with locking arrangement
 Marking of maximum travelling distance of trolleys
 Lifting Hook with safety latch
 Condition of wire rope and its anchoring with winch drum
 Limit switches, Break system and smooth movement of trolleys
 Slings, attachment of final adjustment of line and level of the object to be lifted.
 PPE of all workers engaged in erection including safety harness and fall arrester and life line.

 Girders are covered all around by Plywood with a 350 mm solid Toe guard to prevent
strand from falling off.
 Protective casing for wire rope attached to winches, wherever required
 Proper illumination for work after dusk
 Life line fixed inside pylon for any eventuality
 Emergency rescue team supported with collapsible stretcher
 Adequate training to the workers
 Appropriate PPE provided to the worker
 Automatic circuit breaker like MCB and RCCB fitted in electrical connection to the
relevant machineries
 Adequate lighting and ventilation inside Pylon for comfortable working condition
 Protective barrier on main span around cable anchor
SAFETY DURING STAY CABLE STRESSING

Proper Access Platforms, Staircases & Illumination for Night Work
Trial conducted at site for
evacuation from inside pylon
Trial of fall arrestor in progress
for height working
Workers taking “Safety
Pledge”
SAFETY

Inspection and Test Plan (ITP)
CONCRETE
Item Description Frequency of test
Test
Centre
Inspection Agency
Documentation No.
Approved
by
Acceptance Criteria
Test MethodGPT-
RANHILL (JV)
RVNL/
PMC
1 Fresh Concrete
1.1) Slump Test
For each Concrete Transit
Mixer
Inhouse Testing Witness
Lab Register / Pour /
Delivery Card
RVNL/PMC IS 1199
1.2) Temperature
For each Concrete Transit
Mixer
Inhouse Testing Witness
Lab Register / Pour /
Delivery Card
RVNL/PMC IS 456
1.3) Air Content As directed by Engineer Inhouse Testing Witness DOC/QA-QC-FORM RVNL/PMC IS 456
1.4) Yield As directed by Engineer Inhouse Testing Witness DOC/QA-QC-FORM RVNL/PMC IS 1199
1.5) Sampling of Cube As per IS 456 / MORTH Inhouse Testing Witness - RVNL/PMC IS 456 / IS 4926
2 Hardened Concrete
2.1) Compressive strength As per IS 456 / MORTH Inhouse Testing Witness DOC/QA-QC-FORM RVNL/PMC IS 516
2.2) Chloride Penetration Test As directed by Engineer
Independent
house
Testing/
Review
Witness/
Review
DOC/QA-QC/
EXTERNAL
RVNL/PMC IS 456
2.3) Permeability Test
For each Grade of Concrete
(RCC) / As required
Independent
house
Testing/
Review
Witness/
Review
DOC/QA-QC/
EXTERNAL
RVNL/PMC MORT&H
QUALITY ASSURANCE - CONCRETE WORK

RAW MATERIAL
RAW MATERIAL SCOPE AS PER
BOQ (IN MT)
GRADE VENDOR REMARKS
MS Plate 1720.000 IS-2062, 2006, E410 .Fe540 SAIL Testing of material as per
approved QAP
Rolled Section 150.000 IS-2062, 2006, E250 .Fe410 SAIL & RINL Testing of material as per
approved QAP
Fastener 17450 Nos High Strength Friction Grip
Bolt
Gr. 10.9
UNBRAKO Material inspected at
manufacture’s workshop.
Shear connector 31500 Nos IRC22-2008
BS 5400 ,P5, UTS-495
UNBRAKO Material received at site.
Anchor Bolt 286 Nos Gr. 8.8 UNBRAKO
END Plate
machining
60 nos IS-2062, 2006, E410 .Fe540 Suprime Industry
Howrah
Protective coating 1870.000 Abrasive copper blasting ,
Epoxy zinc rich Primer , MIO,
Polyslloxan paint –Total DFT
-320 microns.
AkzoNobel
QUALITY ASSURANCE - FABRICATION

QUALITY ASSURANCE PLAN ( QAP) Prepared based on project  technical specifications and
codal provisions
Approved by PMC, DDC &
RVNL
WELDING PROCEDURE SPECIFICATION
( WPS)
PROCEDURE QUALIFICATION RECORD ( PQR)
As per AWS D1.1,
1.SAW (Submerged Arc Welding )
2.GMAW/ MIG ( Gas Metal Arc Welding/Metal Inert
Gas)
3.SMAW ( Shielded Metal Arc Welding )
Approved by
PMC/DDC/RVNL
Welding consumable.
Filler wire/ electrodes and
Flux  - By approved vendor
- ESSAB
WELDER QUALIFICATION TEST ( WQT) Qualified welders
SAW : 5 nos
MIG/ SMAW : 7 nos.
SAW welders tested in 1G
Position
MIG/ SMAW welders tested
in 3G position
NDT (NON DESTRUCTIVE TEST) Tension Joints – 100 % UT
Compression Joints  - 25 % UT
Double V butt joints – 100 % RT

Raw material Testing at Outside laboratory 49 nos HT Steel Plate Samples and 5 nos. Rolled Steel
Sections Tested so far
NABL Accredited laboratory
QUALITY DOCUMENTS
QUALITY ASSURANCE - CONCRETE WORK

CONTROLLED EXERSISE CARRIED OUT
Raw Material:
1. Coarse Aggregate:
 Physical Test : Sieve Analysis, Specific Gravity & Water Absorption, Impact Value,
Flakiness, LAA Value etc.
 Test Frequency : As per approved ITP.
 Chemical Test : Chloride & Sulphate Content, Alkali reactivity etc.
 Test Frequency : One for change of source/every 6 Months from independent
laboratory
2. Fine Aggregate:
 Physical Test : Sieve Analysis, Moisture Content, Specific Gravity & Water Absorption,
Silt Content etc.
 Chemical Test : Chloride & Sulphate Content, Alkali reactivity, Organic Impurity etc.
 Test Frequency : One for change of source /every 6 Months from independent
laboratory.
CONCRETE WORKS: INSPECTION TEST PLAN (ITP)

3. Cement:
 Physical Test : Normal Consistency, IST & FST, Fineness, Soundness, Compressive
Strength etc.
 Chemical Test : Chloride, Total Sulphate, Lime Saturation factor, Insoluble Residue,
Magnesium, Loss of Ignition etc.
laboratory.
 Manufacturers Test Certificate: Each production week
4. Water:
 Quality Test : PH Value, Total Organic Solids, Inorganic Solids, Chlorides, Sulphates,
Suspended matter, Acidity, Alkalinity etc.
laboratory.
5. Admixture:
 Quality Test : Specific Gravity, PH Value, Solid Content, Chloride & Ash Content etc.
laboratory

6. Concrete:
 Fresh Concrete : Slump Test, Temperature, Yield Test, Sampling etc.
 Hardened Concrete : Compressive Strength, Permeability Test, Chloride Penetration
Test etc.
 Test Frequency: As per approved ITP.
7. Reinforcement Steel:
 Mechanical Test : Yield Strength, Ultimate Tensile Strength, %age Elongation, Bend
& Re-bend Test etc.
 Chemical Test : Carbon, Sulphur & Phosphorus etc.
 Test Frequency : One for change of source /every 6 Months from independent
laboratory.

Sampling of concrete workability test
Sampling of concrete
Temperature Measurement of concrete

Step by Step clearance of subsequent activities :-
A.Request for Inspection (RFI)
B.Inspection of raw material [conforming to IS:2062 – E410, Fe540]
Dimension measurement
Non destructive test [NDT] – Ultrasonic Test
Destructive test [DT] – Ultimate Tensile Stress, Yield Stress, Bend Test : At
Independent Laboratory
Chemical Properties : At Independent Laboratory
Frequency of Test : 1 test from each Heat No. for DT as per approved QAP
C.Cutting of plates and Edge preparation as per approved shop drawing.
Marking, cutting and edge preparation as per ‘Notes’ in approved drawing.
Frequency of Test : on each Item Mark as per Bill of Material.
D.Fit-up of structural segments : Checking of fitted up component
Frequency : 100% check.
Controlled exercise carried out for fabrication of superstructure

E. Welding :
 Types of welding adopted – as per approved welding procedure
specification [WPS]
 Submerged Arc Welding [SAW]
 Metal Inert Arc Welding [MIG]
 Shield Metal Arc Welding [SMAW]
 Visual Inspection : on each run of weld : Internal
 Dye Penetration Test [DPT] : 100% Internal
 Ultrasonic Test [UT] : 100% check for all Groove joints : Inspection by
Independent Agency
 Radiography Test [RT] : 10% on each double beveled Butt joints
F. Machining of End plates of Main Girders :
 Outer surface machining of End plate – 100% contact required for
High Strength Friction Grip [HSFG] bolts.

G. Trial Assembly :
 Trial Assembly of 2 corresponding panels
 Dimensional check, level check, verticality check
 Checking of geometry as per design profile
 Frequency : each pair of panels
H. Protective coating with airless spray machine : Painting is carried out when humidity
is less than 85%
 Surface preparation : blasting with copper slag to achieve Sa 2.5 grade.
 Roughness compared with surface gauge.
 Primer coat : Application of Epoxy - Zinc based primer coat – Dry Film Thickness [DFT]
: 75 Micron
 DFT checked by digital Elcometer
 Intermediate coat : Polyurethene based intermediate coat – DFT 125 micron
 Final coat [2 coats – 120 micron]
 Application of polysiloxan based final coat – DFT 60 micron each.

1. Anchorage:
 Anchorage Block, Wedge, Anchorage Tube, Injection Cap etc
 Quality Test : Dimension, Mechanical Properties of Raw material, Hardness,
Galvanization & Protective Coatings etc.
 A team visited France to witness tests of various components
2. HT Strand:
 Quality Test : Geometrical Property, Mechanical Property, Relaxation at 1000 Hrs,
Monostrand Fatigue Strength, Deflected Tensile Strength, Galvanization, Various
quality test for HDPE Sheathing, Bond Strength, Static & Dynamic Water
Tightness Test, Impact Test & Rotative Flexion Test etc.
 Tests conducted at manufacturer’s premises, M/s Usha Martin, Ranchi.
 A team visited France to witness Monostrand Fatigue Strength & Rotative Flexion
Test.
STAY CABLE WORKS: INSPECTION TEST PLAN (ITP)

3. Petroleum Wax:
 Quality Test : Density, Pour Point, Penetration, Flash & Fire Point, Viscosity etc.
 Manufacturers Test Certificate: Each production batch as imported
4. HDPE Stay Duct:
 Quality Test : Various quality tests like Density, Melt Flow Index, Tensile Strength,
Elongation, Shore D Hardness etc.
 Manufacturers Test Certificate: Each production batch as imported
STAY CABLE WORKS: INSPECTION TEST PLAN (ITP)

COMPLETION OF 2 MILLION CYCLE FATIGUE TEST ON 12.05.2014

TENSILE LOAD TEST OF THE STRAND AFTER 2 MILLION CYCLES
1

COMMENCEMENT OF FATIGUE TEST SECOND STRAND ON 13.05.2014
52

CHECKING HARDNESS OF WEDGES
54

ROTATIVE FLEXION TEST (12.05.2014)
55

Typical Deck Erection Cycle For One Panel
SL No. Action Day
1. Erection of MG2 1
2. Erection of MG1 1
3. Erection of 6 nos. cross girder 3
4. Fixing of working platform, safety net and installation &
stressing of cable
3
5. Erection of precast panels 2
6. Fixing of reinforcement, side formwork and concreting 3
7. Curing & Moving of DEC and other preparatory works 14
TOTAL 27

Pile : 14 Nos , 1.5 m dia @ 25M length
Pile cap: Length : 28.9 m
Width : 6.7 m
Height : 2.5 m
Pier : Length : 27.7 m
Width : 4 m
Height : 7 m
(Site before execution) (After Construction)
Common Pier 1

Common Pier-2
Pile : 21 Nos., 1.5m dia @ 25M length
Width : 10.9 m
Height : 2.5 m
Width : 2 m
Height : 7 m
(Site before execution) (After Construction)
Common Pier 2

PYLON
Pile : 27 Nos., 1.5 m dia @ 35 M length
Width : 10.9 m
Height : 2.5 m
Width : 2.5 m
Height : 7 m
(Site before execution) (During execution)
PYLON

Trolley loaded with Girders/slabs

USFD Checking of Track over Deck

PYLON SEGMENTS ERECTION WITH TOWER CRANE

Placement of 2 more cross girder (power/traffic block)

Special arrangement of temporary P/F for tightening of HSFG bolts.

Tightening , Checking of HSFG bolts followed by painting at site.

• A Cable Stayed Bridge looks majestic as it spans through
a large expanse of space over the land or water mass.
The experience of constructing/designing a Cable Stayed
Bridge in India is rather limited.
• Pylon Kept Outside the Yard for
– Back span construction independent of Railway yard.
– Easier Construction
– In case of any derailment in yard, pylon will remain
safe.
• Faster construction without much of effect over yard.
• Future Yard remodeling possible.
• Erection started in August 2015 to Feb. 2016 for erection
of 12 panels.
FUTURE FAST TRACK MODEL

View after placements of all girders for panel no. 8 over track.

• RVNL Kolkata PIU is Implementing Agency
• M/s GPT-RANHILL(JV) are main Contractor
• M/s Freyssinet are specialized subcontractor
• M/s Consulting Engineering Services(India) Pvt. Ltd are the
DDC and PMC
• IIT Roorkee is the proof consultant
• Wind Tunnel Test Being Executed By Council of Scientific &
Industrial Research
• M/s Stup Consultant for Geometry Control.
• Railways and CRS for blocks and approval.
AGENCIES INVOLVED
RVNL MANPOWER
• Chief Project Manager
• Jt. General Manager (retired Dy. Chief Engineer)
• Asst. Manager (retired AEN)

Cable stay bridge 05.01.16-IPWE seminar NewDelhi

Cable stay bridge 05.01.16-IPWE seminar NewDelhi

Recommended

Recommended

More Related Content

What's hot

What's hot (20)

Viewers also liked

Viewers also liked (20)

Similar to Cable stay bridge 05.01.16-IPWE seminar NewDelhi

Similar to Cable stay bridge 05.01.16-IPWE seminar NewDelhi (20)

More from Rajesh Prasad

More from Rajesh Prasad (20)

Recently uploaded

Recently uploaded (20)

Cable stay bridge 05.01.16-IPWE seminar NewDelhi