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STUDY AND COMPARISON OF CONTRUCTION
STUDY AND COMPARISON OF CONTRUCTION
SEQUENCE
SEQUENCE ANALYSIS
ANALYSIS WITH
WITH REGULAR ANA
REGULAR ANALYSIS B
LYSIS BY
Y
USING ETABS
USING ETABS
B SRI HARSHA 1*, J VIKRANTH 2* B SRI HARSHA 1*, J VIKRANTH 2* 1.
1. II.M.Tech , Dept of CIVIL ENGG, JOGAIAH INSTITUTE OF TECHNOLOGY & SCIENCESII.M.Tech , Dept of CIVIL ENGG, JOGAIAH INSTITUTE OF TECHNOLOGY & SCIENCES , PALAKOL , AP .
, PALAKOL , AP . 2.
2. Asst .Prof, Dept of CIVIL ENGG, JOGAIAH INSTITUTE OF Asst .Prof, Dept of CIVIL ENGG, JOGAIAH INSTITUTE OF TECHNOLOGY & SCIENCES,TECHNOLOGY & SCIENCES, PALAKOL, AP.
PALAKOL, AP.
ABSTRACT: ABSTRACT:
Multistoried buildings have been analyzed for years on the assumption that whole of the load is applied Multistoried buildings have been analyzed for years on the assumption that whole of the load is applied on the complete frame. Looking in to the mode of incidence of the load, it is evident that part of the load is on the complete frame. Looking in to the mode of incidence of the load, it is evident that part of the load is applied in stages as the construction of the frame proceeds, whereas the remaining part of it is imposed on applied in stages as the construction of the frame proceeds, whereas the remaining part of it is imposed on completion of the frame.
completion of the frame.
The main factors affecting the limit state of serviceability of building The main factors affecting the limit state of serviceability of building
are:-1.
1. Creep and shrinkageCreep and shrinkage 2.
2. Span and cross section of the structural membersSpan and cross section of the structural members 3.
3. Cycle time for floor to Cycle time for floor to floor construction and strength of concretefloor construction and strength of concrete
In present paper the main factor which we are considering is Cycle time for floor to floor construction In present paper the main factor which we are considering is Cycle time for floor to floor construction and strength of concrete.
and strength of concrete.
Due to architectural requirements some of the columns are designed as floating columns which rests Due to architectural requirements some of the columns are designed as floating columns which rests on the transfer girder which intern rests on the shear walls in the multistoreyed building. Two cases have been on the transfer girder which intern rests on the shear walls in the multistoreyed building. Two cases have been considered for the study and comparison. Whereas in Case 1 the building will be analysed as a whole for the considered for the study and comparison. Whereas in Case 1 the building will be analysed as a whole for the subjected loading (DL, LL, WL, SL) by using ETABS software and in Case 2 the building will be analysed with subjected loading (DL, LL, WL, SL) by using ETABS software and in Case 2 the building will be analysed with reference to the construction sequence or staged construction for the subjected loading by using ETABS reference to the construction sequence or staged construction for the subjected loading by using ETABS software.
software.
1.
Staged construction allows defining a Staged construction allows defining a sequence of stages wherein one can add or remove sequence of stages wherein one can add or remove portions
portions of of the the structure, structure, selectiveselectively ly apply apply load load toto portions
portions of of the the structure, structure, and and to to consider consider time- time-dependent material behavior such as aging, creep, dependent material behavior such as aging, creep, and shrinkage. Staged construction is variously and shrinkage. Staged construction is variously known as incremental construction, sequential known as incremental construction, sequential construction, or segmental construction. Staged construction, or segmental construction. Staged construction is considered a type of non linear static construction is considered a type of non linear static analysis because the structure may undergo changes analysis because the structure may undergo changes during the course of the analysis. However, during the course of the analysis. However, consideration of material and geometric nonlinearity consideration of material and geometric nonlinearity is optional.
is optional.
For each nonlinear staged-construction For each nonlinear staged-construction analysis case, analysis sequence shall be defined by analysis case, analysis sequence shall be defined by mentioning the variables like construction cycle, mentioning the variables like construction cycle, grade of concrete, strength of concrete at the stage grade of concrete, strength of concrete at the stage of casting for below floors and number of cycles of casting for below floors and number of cycles based on th
based on the compue computational etational effort requiremffort requirements.ents.
In ETABS all beams and columns are In ETABS all beams and columns are represented as frame elements. But design of beams represented as frame elements. But design of beams and columns requires separate treatment. and columns requires separate treatment.
Identification for a concrete element is Identification for a concrete element is accomplished by specifying the frame section accomplished by specifying the frame section assigned to the element to be of type beam or assigned to the element to be of type beam or column. If any brace element exists in the frame, the column. If any brace element exists in the frame, the brace
brace elemenelement t also also would would be be identified identified as as either either aa beam
beam or or a a column column element, element, depending depending on on thethe section assigned to the brace element.
section assigned to the brace element.
A detailed study and comparison of the A detailed study and comparison of the variation in deformations and forces will be variation in deformations and forces will be presented
presented for for the the transfer transfer girders girders and and the the frameframe which is above the transfer girders. The
which is above the transfer girders. The whole workwhole work is carried out by using ETABS analysis and design is carried out by using ETABS analysis and design software.
software.
CASE
CASE 1: 1: LUMPED LUMPED MODEL MODEL CASE CASE 2: 2: STAGEDSTAGED CONSTRUCTION
CONSTRUCTION
Fig.
Fig. Example of Example of conventional anconventional and stagd staged constructioned construction model
model
2.
2. OBJECTIVE AND SCOPE OF THISOBJECTIVE AND SCOPE OF THIS INVESTIGATION
INVESTIGATION OBJECTIVE:
OBJECTIVE: 1)
1) Analysing Analysing the the multistoreyedmultistoreyed building
building as as a a whole whole for for thethe
subjected loading (DL, LL, WL, subjected loading (DL, LL, WL, SL) using ETABS software.
SL) using ETABS software. 2)
2) Analysing Analysing the the multistoreyedmultistoreyed building
building with with reference reference to to thethe construction sequence or staged construction sequence or staged
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construction using ETABS construction using ETABS software.
software. 3)
3) Comparison of the variation inComparison of the variation in deformations and forces for the deformations and forces for the transfer girders and the frames transfer girders and the frames which is above the transfer girders. which is above the transfer girders.
SCOPE:
SCOPE:
Deformations and forces for the Deformations and forces for the transfer girders and the frame which is above transfer girders and the frame which is above the transfer girders for
the transfer girders for Twenty Two StoreyedTwenty Two Storeyed building
building with reference to the conventional with reference to the conventional analysis and construction sequence analysis. analysis and construction sequence analysis.
3.
3. PLANNING AND DESIGNING THEPLANNING AND DESIGNING THE
MULTISTOREYED STRUCTURAL
MULTISTOREYED STRUCTURAL
FRAME WITH TRANSFER GIRDER FRAME WITH TRANSFER GIRDER AND FLOATING COLUMNS USING AND FLOATING COLUMNS USING ETABS SOFTWARE
ETABS SOFTWARE
3.1
3.1 DESCRIPTION DESCRIPTION OF OF STRUCTURE:STRUCTURE:
The Project consists of residential The Project consists of residential multistoreyed building. The building is situated multistoreyed building. The building is situated in Zone-III as per Indian standard code of in Zone-III as per Indian standard code of practice IS: 1893-2002.
practice IS: 1893-2002.
The structure is a reinforced The structure is a reinforced concrete frame with conventional beam slab concrete frame with conventional beam slab system. Lateral stability for the structure is system. Lateral stability for the structure is
provided
provided by by shear shear walls walls and and are are providedprovided suitably at selected places. Floating columns are suitably at selected places. Floating columns are starting from ground floor.
starting from ground floor.
It’s a LB+UP+ G+22 upper floors It’s a LB+UP+ G+22 upper floors building.
building. Lower Lower Basement Basement and and upper upper basementbasement is used for car park and the other floor serves is used for car park and the other floor serves residential purpose.
residential purpose. 3.2 FOUNDATION: 3.2 FOUNDATION:
The foundations are mainly pile The foundations are mainly pile foundations with raft on plies. As per foundations with raft on plies. As per geotechnical investigation report soil type
geotechnical investigation report soil type – – 1 is 1 is considered for seismic analysis.
considered for seismic analysis.
3.3 DESIGN STANDARDS: 3.3 DESIGN STANDARDS:
Structural Designs are carried out as per Indian Structural Designs are carried out as per Indian Standards.
Standards. Following are the Following are the list of list of codes used.codes used. IS
IS 456: 456: 2000 2000 Code oCode of practice f practice for plain for plain andand reinforced concrete.
reinforced concrete.
IS 875: 1987 (Part 1 to 5) Code of practice for IS 875: 1987 (Part 1 to 5) Code of practice for design loads (other than earth quake).
design loads (other than earth quake).
IS 1893:2002 Criteria for earthquake resistant IS 1893:2002 Criteria for earthquake resistant design of structures (fourth revision).
design of structures (fourth revision).
IS 4326:1993 Code of practice for earthquake IS 4326:1993 Code of practice for earthquake resistant design and
resistant design and
construction of buildings (second construction of buildings (second revision).
IS 13920:1993 Code of practice for ductile IS 13920:1993 Code of practice for ductile detailing of reinforced concrete structures detailing of reinforced concrete structures subjected to seismic forces.
subjected to seismic forces.
3.4
3.4 STRUCTURAL DRAWINGS:STRUCTURAL DRAWINGS:
Fig.
Fig. Structural lower Structural lower Basement planBasement plan
.. FIG:Structural upper Basement plan
FIG:Structural upper Basement plan
Fig.
Fig. Structural ground Structural ground floor planfloor plan
Fig.
Fig. Structural typical Structural typical floor planfloor plan
4.5 WALL SCHEDULE: 4.5 WALL SCHEDULE:
Table:
Table: wall wall sheduleshedule
Wall
Wall no: no: Size Size Wall Wall no: no: SizeSize
W1 200*2 W1 200*2 750 750 W12 200*9 W12 200*9 00 00 W2,W3 200*3 W2,W3 200*3 400 400 W13,W20,W23 W13,W20,W23 ,W25 ,W25 200*1 200*1 500 500 W4,W10, W4,W10, W18 W18 300*1 300*1 200 200 W14 200*1 W14 200*1 950 950 W7,W11 200*1 W7,W11 200*1 200 200 W15 200*4 W15 200*4 050 050 W5,W6 200*2 W5,W6 200*2 400 400 W19 200*2 W19 200*2 460 460 W8 200*1 W8 200*1 850 850 W22 200*4 W22 200*4 550 550 W9 200*2 W9 200*2 750 750 W26 200*2 W26 200*2 150 150 4.6
4.6 COLUMN COLUMN AND BAND BEAM SCHEDULEAM SCHEDULE:E: UPPER BASEMENT:
UPPER BASEMENT:
Table:
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GROUND: GROUND:
Table:
Table: column ancolumn and beam d beam schedule ground schedule ground floorfloor
TYPICAL: TYPICAL:
Table: column and Table: column and beam
beam schedule schedule ofof typical floor
typical floor
ETABS MODEL: ETABS MODEL:
Fig.
Fig. 3D view 3D view of ETABS mof ETABS modelodel
4.
4. ANALYSING THE STRUCTURE AS AANALYSING THE STRUCTURE AS A
WHOLE AND COMPARING THE
WHOLE AND COMPARING THE
DEFORMATIONS AND FORCES OF DEFORMATIONS AND FORCES OF TRANSVERSE BEAMS, FLOATING TRANSVERSE BEAMS, FLOATING COLUMNS AND FRAMES ABOVE COLUMNS AND FRAMES ABOVE TRANSVERSE BEAMS ALONG WITH TRANSVERSE BEAMS ALONG WITH
CONSTRUCTION SEQUENCE
CONSTRUCTION SEQUENCE
ANALYSIS ANALYSIS
Fig. 3D view of transverse beams, floating columns and Fig. 3D view of transverse beams, floating columns and
frame above transverse beams frame above transverse beams
5.
5. COMPARISON OF DEFORMATIONSCOMPARISON OF DEFORMATIONS
OF TB1 ALONG WITH OF TB1 ALONG WITH CONSTRUCTION SEQUENCE CONSTRUCTION SEQUENCE ANALYSIS: ANALYSIS: Column
Column no: no: sizesize
C3 300*850 C3 300*850 C4 300*900 C4 300*900 C5 300*600 C5 300*600 C6 200*450 C6 200*450 C7 200*850 C7 200*850 C8 200*900 C8 200*900 C9 250*750 C9 250*750 FC1,FC2,FC3 200*450 FC1,FC2,FC3 200*450 Beam Beam no no Size Size B1 200*750 B1 200*750 B2 200*450 B2 200*450 B3 200*600 B3 200*600 B4 300*750 B4 300*750 B5 300*900 B5 300*900 B6 400*900 B6 400*900 Beam
Beam no: no: SizeSize
B1 300*750 B1 300*750 B2 300*900 B2 300*900 B3 400*900 B3 400*900 B4 300*1350 B4 300*1350 B5 200*750 B5 200*750 B6 200*450 B6 200*450 B7 200*600 B7 200*600 TB1 1000*1200 TB1 1000*1200 Beam
Beam no: no: SizeSize
B1 200*450 B1 200*450 B2 200*600 B2 200*600 B3 200*525 B3 200*525 B4 200*750 B4 200*750 B5 200*525/600 B5 200*525/600 B6 200*675 B6 200*675 B7 200*300 B7 200*300 B8 200*375 B8 200*375 DB 150*450 DB 150*450
a)
a) DEFORMATION DEFORMATION OF OF TB1 TB1 ININ CONVENTIONAL ANALYSIS:
CONVENTIONAL ANALYSIS: Table:
Table: Deformation of TB1 Deformation of TB1 in conventional in conventional analysis (Allanalysis (All deflections are in “mm”)
deflections are in “mm”)
b)
b) DEFORMATION OF TB1 IN CONSTRUCTIONDEFORMATION OF TB1 IN CONSTRUCTION SEQUENCE ANALYSIS:
SEQUENCE ANALYSIS:
Table:
Table: Deformation Deformation of TB1 of TB1 in in construction construction sequencesequence analysis
analysis (All deflections are in “mm”)(All deflections are in “mm”)
(For values refer appendix-A table 1) (For values refer appendix-A table 1)
6.1
6.1
COMPARISON OF DEFORMATIONSCOMPARISON OF DEFORMATIONSOF TB2 ALONG WITH OF TB2 ALONG WITH CONSTRUCTION SEQUENCE CONSTRUCTION SEQUENCE ANALYSIS: ANALYSIS: a) a) DEFORMATION DEFORMATION OF OF TB2 TB2 ININ CONVENTIONAL ANALYSIS: CONVENTIONAL ANALYSIS: Table:
Table: Deformation of TB2 in Deformation of TB2 in conventional analysis (Allconventional analysis (All deflections are in “mm”) deflections are in “mm”) b) b) DEFORMATION DEFORMATION OF OF TB2 TB2 ININ CONSTRUCTION SEQUENCE CONSTRUCTION SEQUENCE ANALYSIS: ANALYSIS: Table:
Table: Deformation Deformation of TB2 of TB2 in in construction construction sequencesequence analysis
analysis (All deflections are in “mm”)(All deflections are in “mm”)
(For values refer appendix-A table 2) (For values refer appendix-A table 2)
RESULTS AND DISCUSSIONS RESULTS AND DISCUSSIONS
With reference to the above mentioned With reference to the above mentioned conventional lumped and construction stage conventional lumped and construction stage analysis results are presented and compared in analysis results are presented and compared in the Table the Table 0 0 20 20 0 0 2200 4400 R R M M A A T T I I O O N N ( ( m m m m ) ) STOREY STOREY Fig: DEFORMATION OF TB1 Fig: DEFORMATION OF TB1 WITH CONSTRUCTION WITH CONSTRUCTION SEQUEN
SEQUENCE ANALCE ANALYSISYSIS
CONSTRUCT CONSTRUCT ION ION SEQUENCE SEQUENCE ANALYSIS ANALYSIS 0 0 10 10 20 20 0 0 1100 2200 3300 F F O O R R M M A A T T I I O O N N ( ( m m m m ) ) STOREY STOREY
Fig: DEFORMATION OF TB2 WITH Fig: DEFORMATION OF TB2 WITH
CONSTRUCTION SEQUENCE CONSTRUCTION SEQUENCE ANALYSIS ANALYSIS CONSTRUCTIO CONSTRUCTIO N SEQUENCE N SEQUENCE ANALYSIS ANALYSIS LUMPED LUMPED ANALYSIS ANALYSIS
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Table: percentage increase in sequence analysis Table: percentage increase in sequence analysis
CONTENT LU CONTENT LU MPE MPE D D AN AN ALY ALY SIS SIS SEQU SEQU ENTI ENTI AL AL ANAL ANAL YSIS YSIS PERCE PERCE NTAG NTAG E E INCRE INCRE ASE ASE IN IN SEQU SEQU ENTIA ENTIA L L ANAL ANAL YSIS YSIS Deformation of TB1 Deformation of TB1 (mm) (mm) 8.105 8.105 11.36311.363 2 2 8.67% 8.67% Deformation of frame Deformation of frame above TB1 (mm) above TB1 (mm) 9.695 9.695 13.06213.062 2 2 5.78% 5.78%
Column force of the Column force of the column above TB1 in column above TB1 in ground floor (kN) ground floor (kN) 3300. 3300. 78 78 4839.4 4839.4 4 4 3 3 1.79% 1.79% Bending moment of Bending moment of TB1 (kN-m) TB1 (kN-m) 4798. 4798. 46 7041 46 7041 3 3 1.85% 1.85% Shear force of TB1 Shear force of TB1 11991155.. 2288117 7 33 (kN) (kN) 73 73 1.99%1.99% Bending moment of Bending moment of frame above TB1 frame above TB1 (kN-m) m) 76.14 76.14 108.69108.69 2 2 9.95% 9.95%
Shear force of frame Shear force of frame above TB1 (kN) above TB1 (kN) 59.1 59.1 76.7876.78 2 2 3.03% 3.03% Deformation of TB2 Deformation of TB2 (mm) (mm) 8.277 8.277 11.37411.374 2 2 7.23% 7.23% Deformation of frame Deformation of frame above TB2 (mm) above TB2 (mm) 9.822 9.822 13.02713.027 2 2 4.60% 4.60%
Column force of the Column force of the column above TB2 in column above TB2 in ground floor (kN) ground floor (kN) 3330. 3330. 6 6 4861.3 4861.3 6 6 3 3 1.49% 1.49% Bending moment of Bending moment of TB2 (kN-m) TB2 (kN-m) 4840. 4840. 92 7084 92 7084 3 3 1.66% 1.66% Shear force of TB2 Shear force of TB2 (kN) (kN) 1930 1930 28332833 3 3 1.87% 1.87% Bending moment of Bending moment of frame above TB2 frame above TB2 (kN-m) m) 75.35 75.35 103.81103.81 2 2 7.42% 7.42%
Shear force of frame Shear force of frame above TB2 (kN) above TB2 (kN) 58.77 58.77 74.6774.67 2 2 1.29% 1.29%
METHODOLOGY METHODOLOGY
Fig.
Fig. Flow chaFlow chart showing rt showing methodologymethodology
Planning and designing of multistoreyed building Planning and designing of multistoreyed building with transfer girder and floating columns as per with transfer girder and floating columns as per architect requirement using ETABS software. architect requirement using ETABS software.
CASE 1 CASE 1
Analysing the structural frame with Analysing the structural frame with floating columns as a whole for design floating columns as a whole for design
loads (DL, LL, WL, SL). loads (DL, LL, WL, SL).
CASE 2 CASE 2
Analysing the structural frame with floating Analysing the structural frame with floating columns based on sequence of construction columns based on sequence of construction for design loads (DL, LL) and structure as a for design loads (DL, LL) and structure as a
whole for WL and SL. whole for WL and SL.
Comparison of the variation in deformations and forces Comparison of the variation in deformations and forces for the transfer girders and the frame which is above for the transfer girders and the frame which is above thethe
transfer girders. transfer girders.
Conclusion Conclusion
Finalising the design forces for the transfer Finalising the design forces for the transfer
girders and frame. girders and frame.
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CONCLUSION CONCLUSION
It is evidenced that simulation of sequence of It is evidenced that simulation of sequence of construction in the analysis leads to construction in the analysis leads to considerable variations in deformations and considerable variations in deformations and design forces obtained by conventional design forces obtained by conventional analysis.
analysis.
It is, therefore necessary that for It is, therefore necessary that for Multistoreyed building frames with transfer Multistoreyed building frames with transfer girders and floating columns system, the girders and floating columns system, the construction sequence effect shall be taken into construction sequence effect shall be taken into consideration.
consideration.
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