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PROJECT REPORTPROJECT REPORT
DESIGN CONCEPTS OF BOW STRING GIRDER (40 M SPAN) OF ROAD OVERBRIDGE AND DESIGN OF SUB STRUCTURE FOR THE SAME.
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PRESENTED BYPRESENTED BY1. R.M.MEENA
(XEN/C/JU/NWR)
2. SIVA KUMAR (AXEN/Designs/MTP®/MS/S.R.)
3. L.N.LOKHARE (AXEN/C/KTT/WCR)
4. L.B.SINGH MAURYA (Vice Principal/SRETC/TBM/S.R.)
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INTEGRATED COURSE INTEGRATED COURSE BATCH NO-514BATCH NO-514
PROJECT GUIDE
Sri.G. Bansal
COURSE DIRECTOR
Sri A.K.Rai
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INTRODUCTIONINTRODUCTIONOn Indian Railway there are 16471 Nos of
manned level crossings and 19284 Nos of unmanned level crossings as on date. These Level crossings are affecting the safe & effective functioning of Railways. The Level crossings are the accident prone zones and causes delay of trains due to detention by road traffic at gate.
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INTRODUCTION- contINTRODUCTION- cont
There are loss of valuable human life and Railways properties due to accidents taking place on this level crossings. Keeping safety point of view it become necessary to replace these level crossings by ROB/RUB..
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INTRODUCTION- contINTRODUCTION- cont Replacing the level crossings with
ROB/RUB are being done by Railways in a phased manner based upon its TVU. Where ever possible ROB is preferable over RUB due to its less maintenance, effective usefulness, even though the initial cost of ROB is more.
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SCOPE OF THE PROJECTSCOPE OF THE PROJECT
The ROB comprises following different structure:-
1. Main railway span (40 m)2. Approach spans having 20 m spans3. Abutment4. Reinforced earth retaining wall beyond
abutment on the approaches where height is less than 4.0 m
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SCOPE OF THE PROJECT - contSCOPE OF THE PROJECT - cont
As far as super structure is concerned only design concept of Bow string girder is emphasized. However for substructure complete design is made and enclosed.
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ELEMENTS OF BOW STRING ELEMENTS OF BOW STRING GIRDERGIRDER
MAIN I- GIRDER
Main I- girder is purely a tension member because of its geometry. This member is proposed as a prestressed member .The amount the prestressing required shall be less since the same required only nullify the tension.
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MAIN I GIRDER
ARCH MEMBERSUSPENDERS
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ARCH MEMBERARCH MEMBERArch member is always in compression
and hence RCC is sufficient to take this load. A member size of 450x900 at supports and 450x600 at crown is normally sufficient to carry the compression for this 40 meter span.
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SUSPENDERSSUSPENDERSSince suspenders are pure tension
members and it does not requires any flexural rigidity , these members can be provided as HTS strands firmly anchored between main I beams and arch members
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CROSS GIRDERCROSS GIRDERCross girder can be of RCC, which spans
between main I -girders. The spacing of cross girders is kept as 4.15 meter & the span is 8.0 meter. At the top of cross girder, a continuous slab of span of 4.15 meter and thickness of 230 mm is provided. Over the slab road-wearing surface as per IRC, specification is provided.
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4150
CROSS GIRDER
C LINE OF SPANLC LINE OF BEARINGL
41500
PLAN AT DECK LEVEL
BOW STRING
8m
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LOADINGLOADINGLive load
Load as per IRC-6
Combinations are1. Single lane 70R wheeled/track vehicle2. Two lane IRC –class A, wheeled
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ADVANTAGES OF BOW ADVANTAGES OF BOW STRING OVER DECK TYPE STRING OVER DECK TYPE
GIRDERSGIRDERS
There is some considerable savings in depth of construction in case of bow string girder compared to typical deck type girder Due to reduced depth of construction, the over all length of ROB get reduced and overall economy achieved
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2500
ROAD SURFACE
7500
BOX GIRDER TYPE ROB
DEPTH OF CONSTRUCTION=2.50m
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2400
BOW STRING GIRDER
7500
1000
ROAD SURFACE
DEPTH OF CONSTRUCTION=1.0m
BOW STRING GIRDER TYPE ROB
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DESIGN CONCEPT OF BOW DESIGN CONCEPT OF BOW STRING GIRDERSTRING GIRDER
LIVE LOADLike our railway bridge rules, these IRC
codes does not provide any EUDL,so for the above rolling loads maximum bending moment and shear force shall be worked out using STAAD-PRO 2003 software. However a manual calculation is also shown. Due provision for impact is also considered as per the code.
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DEAD LOADDEAD LOAD
This comprise of dead load of all element of bow string span ,the carriage way wearing coat, foot path and other miscellaneous load such as cables, parapets, crash barriers have been considered
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WIND LOADWIND LOAD
Wind load is arrived at as per IS 875 part-III.the wind intensity multiplied by the projected area gives the wind load on the structure.
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SUB STRUCTURESUB STRUCTURE The substructure consists of two numbers
of 1.80 meter dia column spaced at 8.0 meter apart. The depth of trestle beam is fixed as 1.25 meter for stiffness and other practical consideration such as requirement during construction and replacement of bearing.
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ELEVATION OF SUBSTRUCTURE
PILE CAP
PILE 1.0m dia
COLUMN 1.80m dia1.80m
1.25m
8.0m
4
Rail level
6.525m
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LOADS AND OMENTS LOADS AND OMENTS ON COLUMNON COLUMN
As we know the the column is critical at the pile cap level . Maximum moments will come at this level which are all explained through the following sketches. Algebraically adding all the moments the column section is designed
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SESMIC LOAD SESMIC LOAD
Lateral Seismic Coefficient=0.04Importance Factor =1.5 (for important
bridges)Foundation system factor =1.0 (for pile
foundation) Design for seismic
force=.04x1.5x1.0=.06
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SESMIC LOADSESMIC LOAD
Code followed IRC 78 Even though the seismic load does not
affect the super structure, the impact on the substructure design is considerable.
Seismic Zone III
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Lumped mass of super structure
Adjoining span -20m Bow string span- 40m
Leve
r ar
m
Pile cap
Pile1.DUE TO DEAD LOAD
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Adjoining span -20m Bow string span- 40m
Leve
r ar
m
Pile cap
Pile
Lumped mass of trestle beam
2.DUE TO DL OF SUB STRUCTURE
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Adjoining span -20m Bow string span- 40m
Pile cap
Pile
Higher loadLower load
xy
Un balanced moment =higher load * y-lower load *x
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Adjoining span -20m Bow string span- 40m
Leve
r ar
m
Pile cap
Pile
1.83 m
4. DUE TO LIVE LOAD
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FoundationFoundationThe foundation system consists of four no
of 1.0m dia pile spaced at 3.0m apart. The piles are proposed to be founded on hard strata, which is available at 25.0m depth. The piles are of bored cast in situ.
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FoundationFoundation
Max. vertical Load in pile workout to be :- under seismic condition = 264 tonnes under normal loads = 214 tonnes lateral load per pile = 14 tonnes
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FoundationFoundation Vertical load bearing capacity of pile = 320 tThe above capacity of piles is based on soil
capacity at site. The pile derives its capacity both from friction as well as end bearing.
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FOUNDATIONFOUNDATION Reinforcement design of pile
The length of fixity of pile below ground level “Le” is found based on lateral modulus of subgrade reaction of the pile
The moment on pile = Horizontal load x Le
Based on the moment and the vertical load on the pile,the reinceforcement of the pile is designed
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L1=2.5m
L=22.5m
5.318m
Le
CALCULATION OF LENGTH OF FIXITY OF PILE
Pile cap