Evaluation And Design Of Flyover Using Staad Pro-Books Pdf

Evaluation and Design of Flyover using Staad pro
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INTERNATIONAL JOURNAL, OF PROFESSIONAL ENGINEERING STUDIES Volume VII Issue 2 SEP 2016. forces are evaluated using the grillage analysis The accommodating many complexities in the solution In. B M due to self weight of girder and B M due to deck this method the actual continuum is replaced by an. slab weight is done using beam analysis using equivalent idealized structure composed of discrete. STAAD Plane elements referred to as finite element connected. together at a number of nodes, SEQUENCE OF CONSTRUCTION. Behaviour of a skew bridge, Dr Maher Qaqish et al 2008 This method is. usually used for analysis of bridges based on the, consideration of the bridge deck as an elastic. continuum in the form of an orthogonally anisotropic. plate Using the stiffness method of structural, analysis it became possible to analyse the bridge.
deck structure as an assembly of elastic structural. members connected together at discrete nodes There. SPAN ARRANGEMENT, are four distinct techniques which have been found. 1 Center to Center of expansion joints 22m useful by bridge engineers grillage and space frame. analysis folded plate method finite element method. 2 Total length of pre cast girder 22m and finite strip method The grillage analogy method. involves a plane grillage of discrete interconnected. 3 Center to Center of bearings effective span, 3 SKEW BRIDGE ANALYSIS. 2 LITERATURE REVIEW, Skew bridges analysis using grillage analogy. The dead load is the weight of the structure, Vikash Khatri et at 2012 In this paper describes. and any permanent loads fixed thereon If the actual. Grillage analysis is the most common method used in. calculated dead load exceeds the assumed dead load. the bridge analysis In this method the deck is, by more than 2.
represented by an equivalent grillage of beams The. finer grillage mesh provide more accurate results It Live load. was found that the results obtained from grillage, analysis compared with experiments and more IRC Class AA loading. rigorous methods are accurate enough for design, IRC Class 70 R loading. purpose The finite element method is a well known, tool for the solution of complicated structural IRC Class A loading. engineering problems as it is capable of, INTERNATIONAL JOURNAL. OF PROFESSIONAL ENGINEERING STUDIES Volume VII Issue 2 SEP 2016. IRC Class B loading Dead Load of wearing coat 1 650KN m2. Dead Load of Crash Barrier 13 321KN m, 4 METHOD SKEW BRIDGE ANALYSIS Centroid 0 1743m.
DEAD LOAD CALCULATIONS 0 1743 13 212 2 3029, Self Weight of the Girder. Cross sectional area of girder at Mid Span, Load 21 400. Cross sectional area of girder at Support, 5 DESIGN OF TYPICAL TEE BEAM GIRDER. Load 32 875 KN m, RCC T BEAM TYPE SUPER STRUCTURES. Uniform weight of Girder 21 4KN m DESIGN, Extra weight of girder due to Web thickening 1 This type of Super Structure involves.
rigorous analysis of load distribution, Load cross sectional area at support cross. between longitudinal girders cross girders, sectional area at center 25 11 475KN m. and panel slabs, 2 We have readymade charts developed by. SERC Roorkee for shear force and bending, moments at critical points in girders to. design steel, Self Weight of the Deck slab and Diaphragms.
3 The SERC Roorkee have also developed, Deck slab 6 000KN m design charts bending moments at salient. points in slab panels to design steel, Weight of End Cross Girder KN m. 12 938KN m 4 We can also develop model in STAAD pro. with beam and slab elements and analyze, Weight of Intermediate Cross Girder KN m. with moving loads input Output gives BM, and SF in girders and BM in panel slabs so. Super Imposed Dead Load that the required steel can be calculated. INTERNATIONAL JOURNAL, OF PROFESSIONAL ENGINEERING STUDIES Volume VII Issue 2 SEP 2016.
CALCULATIONS FOR SECTIONAL, PROPERTIES, SECTIONAL PROPERTIES FOR THE. LONGITUDINAL GIRDERS AT THE MID, 6 DESIGNING, DESIGN OF LONGITUDINAL BEAMS. C C of Bearing 50 75m, Grade of concrete M45, Grade of steel Fe500. Summary Member properties Dead Load of Slab 250mm Thick. Unit weight of concrete 2 5T m3, Unit weight of Wearing coat 2 4T m3. Thickness of slab 250mm, END GIRDERS, Length of the Slab 1 5 1 25 2 75m.
b b 7 395m, Ref clause 305 15 2 of IRC 21 2000, Green Land Junction Flyover 21 30m c c of Consider least value from above two. bearings Tabulation of Shear Force and Bending, Moment with Impact UDL 1 71875T m. INTERNATIONAL JOURNAL, OF PROFESSIONAL ENGINEERING STUDIES Volume VII Issue 2 SEP 2016. MIDDLE GIRDERS Support Moment Condition Maximum wheel load. 70R Wheel load 26 92, Length of the slab 1 25 1 25 2 5m. Self weight of slab 0 63, UDL 2 5 0 25 2 5 1 5625T m.
Wearing coat weight 0 149, Construction live load 4 00. Total UDL 31 69, Bending moment 24 76, Calculation of depth. Calculation of Tension Reinforcement at bottom of, the Beam from staad output. Effective depth 120 33mm, Total depth 153 33mm, 3design of end cross girder end diaphragm. M 24 76KN m, Grade of concrete M45, Grade of steel Fe500.
Permissible stress in concrete 15, Permissible stress in steel 250. A 539 611mm, 240 0 873 219, Lever arm factor j 0 873. Provide 12 dia bars, Size of the cross diaphragm, Area of bar 113 1mm2. Width 250mm, Spacing of bar 209 60mm, Depth 2430mm. Effective depth 2370mm, INTERNATIONAL JOURNAL, OF PROFESSIONAL ENGINEERING STUDIES Volume VII Issue 2 SEP 2016.
Provide 12 TOR bars at 210mm C C at bottom steel percentage of steel that to be provided to keep. safe the structure, Provide 12 TOR bars at 210mm C C at top. References, Distribution steel, 1 Trilok Gupta Anurag misra 2007 Effect on. Minimum percentage 0 1 of b D, support reaction of skew bridges Journal of. bridge engineering ARPN Vol 2 No 1, Provide 10 dia bars. 2 Shreedhar R Rashmikharde 2009 Effect of, skew bridge for moving loads International.
Area of bar 78 54mm2, journal of scientific engineering research vol. Spacing of bar 314 16mm 4 issue feb 2013 ISSN 2229 5518. Say 315mm 3 Vikash Khatri P R Maiti P K Singh and, Ansumankar 2010 Analysis of skew bridge. Provide 10 TOR bars at 315mm C C using computational methods ISSN 2250. 3005 Banaras Hindu University Varanasi, 7 CONCLUSION. 4 Maher Eyad Fadda Emad Akawwi 2008, The Grillage Analogy provided close results. Design of T beam bridge by finite element, to the measured values The influence of slight.
method KMITL Vol 8 No 1, variation was very small so it was not concern in. evaluating load distribution of the bridge 5 Arindam Dhar Mithil Mazumder Somnath. Diaphragms plays more important role in load Karmkar 2013 Effect of skew angles on. distribution After adding diaphragms load longitudinal girder shear moment and deck. distribution factor decreased At the obtuse corner of slab of an IRC skew bridge The Indian Concrete. the skewed bridge negative moments appear at the Journal. pinned ends due to effect of diaphragms It plays, same effect on deck 6 Krishna Raju N 2009 Design of bridges. IBM publication Fourth Edition, As a result the effect of end diaphragm. might be considered as an equivalent thickness It 7 Vazirani V N Ratwani M M 2009 Design. should be noted that the moments at pinned ends of of Reinforced Concrete structure Khanna. girders may not be zero publications 16th edition Delhi. As we are designing a bridge with a skew 8 Krishna Raju N 2013 Pre stressed. angle areas moment of inertia neutral axis have to Concrete Mc Graw Hill education Fifth. be calculated And finally need to calculate area of Edition. 1M Tech Structural Engineering Department of Civil Engineering Kommuri Pratap Reddy Institute of Technology Village Ghanapur Mandal Ghatkesar District Rangareddy Telangana India 2Assistant Professor M Tech Department of Civil Engineering Kommuri Pratap Reddy Institute of Technology

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