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International Journal of Advance Engineering and Research Development
Volume 4, Issue 5, May-2017
@IJAERD-2017, All rights Reserved 161
Scientific Journal of Impact Factor (SJIF): 4.72 e-ISSN (O): 2348-4470 p-ISSN (P): 2348-6406
FINTE ELEMENT ANALYSIS AND DESIGN OF POST-TENSIONED
TRANSFER GIRDER
Desai Ajaykumar J.1, Nihil Sorathia2, Hiren G. Desai3
1Postgraduate student, Department of civil engineering, Parul University, Vadodara
2Assitant Professor, Department of civil engineering, Parul University, Vadodara 3Sai Consultant, Surat
Abstract-A Post-Tensioned Transfer Girder is utilized to transfer point load of column from the above stories and
transfer them to the supporting column. Transfer girder gives great engineering stylish view to the tall structure.
Behavior and design of transfer girder is extremely unusual contrast with ordinary beam, so it is important to
concentrate the behavior and design of the transfer girder in detail. To understand the same in the present review, G+10
story building is basically modeled in which the columns are float at various levels. The analysis and design of transfer girder considering dynamic loading i.e. seismic load is done in ADAPT Builder. Five unique cases are considered with
the end goal of examining the behavior of transfer girder. The behavior of transfer girder is contemplated by considering
the adjustment in the position of transfer girder in working in plan and the different location of shear wall. The five
fundamentally unique building is displayed in ETABS and behavior of the transfer girder is examined. The entire
behavior of the post-tensioned transfer girder is contemplated by doing construction stage analysis in ETABS.
Additionally the construction stage analysis is done for every one of the five cases in ETABS. To the extent analysis is
concerned, the column is regularly accepted pinned at the base and is consequently taken as a point load on the transfer
girder. Additionally the impact of transfer girder on the above structure is concentrated under gravity and lateral load.
The final design of the transfer girder will done in ADAPT Builder.
Keywords- Post-tensioned, Floating Column, Seismic, ADAPT Builder.
I. INTRODUCTION
In tall building column is stopped at ground and first floor level to encourage bigger opening at ground level to make get
to agreeable to people in general zone at the base. In 1950's and 1960's, some Europe researchers proposed the soft base
level to achieve the substantial openings at the base level. A frame is constructed at base level to support the upper
structure in this kind of structure. It is viewed as that this kind of structure has better performance during earthquake,
however as indicated by the present encounters, it has been demonstrated that the idea isn't right. In 1978, numerous this
kind of building fell during the Romania quake.
A column should be a vertical part beginning from foundation level and exchanging the load to the ground. The term
floating column is additionally a vertical component which closes at lower level (end level) of the building because of structural prerequisite and its lay on beam. The beams thusly exchange the load to different columns below it. Practically
speaking, the genuine columns below the end level [usually the stilt level] are not constructed with care and more at risk
to disappointment.
These days bigger opening at the ground floor level is accomplished by utilization of transfer girder to collect the vertical
and parallel load from the elevated structure part and then distribute them to the broadly separated column. However in
the analysis of the transfer girder, thought of the impact of intelligent drive in the general examination is past the scope of
the advancement of straightforward and approximate and requires appropriate modeling in mind the end goal to have
greater understanding the structural behavior and analysis.
II. MODELLING
2.1 Problem definition
For the purpose of understanding behaviour and design of Post-tensioned transfer girder ETABS 2016 software is
utilized. In order to get correct result from the software the correct modelling of structure must be required. To validate
the present work with software, following problem of book is taken in order to compare the analysis result given by
software with the analytical result.
International Journal of Advance Engineering and Research Development (IJAERD) Volume 4, Issue 5, May-2017, e-ISSN: 2348 - 4470, print-ISSN: 2348-6406
@IJAERD-2017, All rights Reserved 162
2.2 Different models of transfer plate position
Fig-1. -Configurations for Case-1Fig.-2 -Configurations for Case-2
Fig.-3 - Configurations for Case-3
All beams having size of 230 mm x 375 mm are passed in analysis result of ETABS.
All slabs are having the depth of 150 mm in all cases.
Thickness of Shear wall provided in the case-2, case-4 and case-5 is of 180 mm.
Table 1: Material Specifications
Grade of Concrete Fck = 25 N/mm²
Grade of Steel Fy =500 N/mm²
Density of Concrete 𝛾c =25 kN/m³
Density of Brick wall 𝛾 = 20 kN/m³
International Journal of Advance Engineering and Research Development (IJAERD) Volume 4, Issue 5, May-2017, e-ISSN: 2348 - 4470, print-ISSN: 2348-6406
@IJAERD-2017, All rights Reserved 163
Table 2: Loading
III. RESULTS & DISCUSSION
3.1 Comparison between Construction Stage & Conventional Analysis
Fig-4Bending Moment in Transfer Girder for case-1 Fig-5Shear force in transfer Girder for case-1
The maximum positive and negative bending moments are linearly increasing as construction stage increases. The
maximum positive bending moment in transfer girder (case-1) is 5% more when construction stage analysis is used compare to conventional analysis. The shear forces at support and at floating column are linearly increasing as
construction stage increases. The maximum shear force in transfer girder (case-1) is 3% more when construction stage
analysis is used compare to conventional analysis. The maximum deflection in transfer girder (case-1) is 5% more when
construction stage analysis is used compare to conventional analysis.
Fig-6Bending Moment in Transfer Girder for case-2 Fig-7Shear force in transfer Girder for case-2
Earthquake zone III
Importance factor 1
Response reduction factor 5
Wall load 13.11kN/m
Parapet wall load 4.7kN/m
Typical floor live load 3 kN/m
Terrace love load 1.5kN/m
Typical floor Super dead 2 kN/m
Floor finish 1.5kN/m
International Journal of Advance Engineering and Research Development (IJAERD) Volume 4, Issue 5, May-2017, e-ISSN: 2348 - 4470, print-ISSN: 2348-6406
@IJAERD-2017, All rights Reserved 164
The maximum positive and negative bending moments are linearly increasing as construction stage increases. The
maximum positive bending moment in transfer girder (case-2) is 5% more when construction stage analysis is used
compare to conventional analysis. The shear forces at support and at floating column are linearly increasing as
construction stage increases. The maximum shear force in transfer girder (case-2) is 3% more when construction stage
analysis is used compare to conventional analysis. The maximum deflection in transfer girder (case-2) is 5% more when
construction stage analysis is used compare to conventional analysis.
Fig-8Bending Moment in Transfer Girder for case-3 Fig-9Shear force in transfer Girder for case-3
The maximum positive and negative bending moments are linearly increasing as construction stage increases. The
maximum positive bending moment in transfer girder (case-3) is 5% more when construction stage analysis is used
compare to conventional analysis. The shear forces at support and at floating column are linearly increasing as
construction stage increases. The maximum shear force in transfer girder (case-3) is 3% more when construction stage analysis is used compare to conventional analysis. The maximum deflection in transfer girder (case-3) is 5% more when
construction stage analysis is used compare to conventional analysis.
Fig-10Bending Moment in Transfer Girder for case-4 Fig-11Shear force in transfer Girder for case-4
The maximum positive and negative bending moments are linearly increasing as construction stage increases. The maximum positive bending moment in transfer girder (case-4) is 5% more when construction stage analysis is used
compare to conventional analysis. The shear forces at support and at floating column are linearly increasing as
construction stage increases. The maximum shear force in transfer girder (case-4) is 3% more when construction stage
International Journal of Advance Engineering and Research Development (IJAERD) Volume 4, Issue 5, May-2017, e-ISSN: 2348 - 4470, print-ISSN: 2348-6406
@IJAERD-2017, All rights Reserved 165
analysis is used compare to conventional analysis. The maximum deflection in transfer girder (case-4) is 5% more when
construction stage analysis is used compare to conventional analysis.
Fig-12Bending Moment in Transfer Girder for case-5 Fig-13Shear force in transfer Girder for case-5
The maximum positive and negative bending moments are linearly increasing as construction stage increases. The
maximum positive bending moment in transfer girder (case-5) is 5% more when construction stage analysis is used
compare to conventional analysis. The shear forces at support and at floating column are linearly increasing as
construction stage increases. The maximum shear force in transfer girder (case-5) is 3% more when construction stage
analysis is used compare to conventional analysis. The maximum deflection in transfer girder (case-5) is 5% more when
construction stage analysis is used compare to conventional analysis.
IV. CONCLUSION
[1] Construction stage analysis in structure is important to improve the analysis accuracy in terms of displacement,
axial force, bending moment and shear force in transfer girder and column near of it and also for structure as a whole.
[2] Bending moment and shear force in transfer girder are higher in construction stage analysis which must be
consider in design phase for avoiding cracking of the beam and column due to sequence effect.
[3] In case of displacement, structure analyzed utilizing construction stage analysis indicates considerable larger
displacement which is reality in comparison to conventional analysis in which structure is conceptualized as
entire and loaded at the same time after construction which is not reality.
[4] The provision of shear wall improves the behavior of transfer girder under earthquake load.
[5] The maximum reduction in bending moment is about 85% due to the provision of the shear wall under
earthquake load.
[6] The beam above the transfer girder shows drastic change in flexural behavior as we construct the floor stage
wise, it changes from hogging to ultimately sagging which should be taken care while designing the beams above the transfer girder.
[7] In conventional analysis, this flexural behavior change is not getting reflected and it may result into the flexural
cracking, if beams are designed considering conventional analysis only.
[8] The transfer girder must be design as partially prestressed member to get acceptable depth of girder rather than
fully prestressed member.
REFERENCES
[1] Chris, G. and Constantin, E. (2013) “Design of partially prestressed concrete beam basedon cracking control
provision” Engineering Structures 48, pp. 402–416.
[2] Devashree, U., Salunke, P. and Sayagavi, V. (2014) “Cost optimization of post-tensioned I girder” International Journal of Students Research in Technology & Management, Vol.2 (01), Jan –Feb, ISSN 2321-2543, and pp.
14-18.
[3] Edward, G., Christopher, B. and Yook-Kong, Y (1986) “Anchorage zone stresses ofbeams subjected to shear
force” J. Struct. Eng. no. 113, pp.1789-1805.
International Journal of Advance Engineering and Research Development (IJAERD) Volume 4, Issue 5, May-2017, e-ISSN: 2348 - 4470, print-ISSN: 2348-6406
@IJAERD-2017, All rights Reserved 166
[4] Eric, skibbe (2010) “A Comparison of Design using Strut-And-Tie of Modelling andDeep Beam Method for
Transfer Girders in Building Structures ”B.S, Kansas StateUniversity.
[5] Elif A. (2010) “Transfer and development length of strands in post-tensioned membersafter anchor head failure”
M.sc Thesis, University of Central Florida.
[6] Jacques, E J. (1971) "Study of long-span prestressed concrete bridge girders." J.Prestressed Concrete Inst., pp.
24-42.
[7] Kaung, J. And Puvvala, J. (1996) “The Behaviour and failure of wall beams in tallbuilding” Proc. Of 2nd Int.
Conf. Multi-Purpose High-Rise Towers and Tall buildings,Singapore, pp. 139-143. [8] Michael S., Zenon A., and Abdolrahim N. (1989)” Pre-tensioned and Post-tensionedcomposite girders” Journal
of Structural Engineering, Vol. 115, No. 12, December, pp.3142-3153.