DESIGN AND ANALYSIS OF HIGH RISE BUILDING WITH · PDF fileThe design of high rise buildings is ... This project is concerned with the study of high rise buildings with steel plate

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International Journal of Civil Engineering and Technology (IJCIET) Volume 8, Issue 4, April 2017, pp. 1012-1025, Article ID: IJCIET_08_04_115 Available online at http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=8&IType=4 ISSN Print: 0976-6308 and ISSN Online: 0976-6316 © IAEME Publication Scopus Indexed

DESIGN AND ANALYSIS OF HIGH RISE BUILDING WITH STEEL PLATE SHEAR WALL

Anjana R K Unnithan

Post Graduate Student, Structural Engineering, School of Mechanical and Building Sciences, VIT University, Chennai, India

Dr. S. Karthiyaini Assistant Professor (S G), Structural Engineering Division, School of Mechanical and

Building Sciences, VIT University, Chennai, India

ABSTRACT Structural design and analysis produces the capability of resisting all the applied

loads without failure during its intended life. The design of high rise buildings is governed by lateral loads mainly due to earthquake. The interior structural system or exterior structural system provides the resistance to lateral loads in the structure. The present paper describes the analysis and design of high rise buildings with Steel Plate Shear Wall (SPSW) for (G+9) stories. The properties of Steel plate shear wall system include the stiffness for control of structural displacement, ductile failure mechanism and high energy absorption. The design and analysis of the composite building with steel plate shear wall is carried out using software ETABS. The present study is to carry out the response spectrum analysis of a high rise composite building by optimizing the thickness of steel plate shear wall and to compare the results of displacement, story drift, overturning moment and story shear. The models are analysed by Response Spectrum analysis as per IS 1893:2002. All structural members are designed as per IS 800:2007 considering all load combinations. Key words: High Rise Composite Building, Response Spectrum Analysis, Steel Plate Shear Wall, Story Drift, Story Shear. Cite this Article: Anjana R K Unnithan and Dr. S. Karthiyaini, Design and Analysis of High Rise Building with Steel Plate Shear Wall. International Journal of Civil Engineering and Technology, 8(4), 2017, pp. 1012-1025. http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=8&IType=4

1. INTRODUCTION 1.1. General In the latest decades, the steel plate shear wall (SPSW) system has emerged as a promising lateral load resisting system for both construction of new buildings and retrofit of the existing buildings (especially in high rise building).This system has acceptable stiffness for control of structure displacement, ductile failure mechanism and high energy absorption. The main function of steel plate shear wall is to resist horizontal storey shear and overturning moment

Design and Analysis of High Rise Building with Steel Plate Shear Wall


due to lateral loads. In general, steel plate shear wall system consists of a steel plate wall, two boundary columns and horizontal floor beams. Together, the steel plate wall and the two boundary columns acts as a vertical plate girder. The columns act as flanges of vertical plate girder and the steel plate wall acts as its web. The horizontal floor beams act, more or less, as transverse stiffeners in a plate girder. Steel plate shear walls possess properties that are fundamentally beneficial in resisting seismically induced loads. These include superior ductility, a resistance to degradation under cyclic loading, high initial stiffness and when moment resisting beam-column connections are present, inherent redundancy and a capacity for significant energy dissipation. Moreover, the low mass of a steel plate shear wall as compared with an equivalent reinforced concrete shear wall reduces both the gravity loads and the seismic loads transmitted to the foundation. This can lead to considerable cost savings in construction. In steel framed building, the use of a steel system for resisting lateral loads can lead to significant cost savings as compared to systems that use a steel frame in conjunction with a concrete shear core.

The models are analysed by Response Spectrum analysis as per IS 1893:2002.All structural members are designed as per IS 800:2007 considering all load combinations. A response spectrum is simply a plot of the peak or steady-state response (displacement, velocity or acceleration) of a series of oscillators of varying natural frequency that are forced into motion by the same base vibration or shock. The resulting plot can then be used to pick off the response of any linear system, given its natural frequency of oscillation. One such use is in assessing the peak response of buildings to earthquakes. The science of strong ground motion may use some values from the ground response spectrum (calculated from recordings of surface ground motion from seismographs) for correlation with seismic damage. If the input used in calculating a response spectrum is steady-state periodic, then the steady-state result is recorded. Damping must be present, or else the response will be infinite. For transient input (such as seismic ground motion), the peak response is reported. Some level of damping is generally assumed, but a value will be obtained even with no damping.

Response spectra can also be used in assessing the response of linear systems with multiple modes of oscillation (multi-degree of freedom systems), although they are only accurate for low levels of damping. Modal analysis is performed to identify the modes, and the response in that mode can be picked from the response spectrum. This peak response is then combined to estimate a total response. A typical combination method is the square root of the sum of the squares (SRSS) if the modal frequencies are not close. The result is typically different from that which would be calculated directly from an input, since phase information is lost in the process of generating the response spectrum.

1.2. Objective and Scope This project is concerned with the study of high rise buildings with steel plate shear wall. The structural analysis of the G+9 storeyed composite building is done with the help of ETABS software. Response Spectrum Analysis is carried out and the final comparison of the results are obtained. The objectives of this study are:

To analyze and design the high rise building with steel plate shear wall using ETABS.

To compare the displacement, story drift, overturning moment and story shear by varying the thickness of steel plate shear wall.

To carry out the response spectrum analysis of a high rise composite building.

The models are analyzed by Response Spectrum analysis as per IS 1893:2002.

All structural members are designed as per IS 800:2007 considering all load combinations.

Anjana R K Unnithan and Dr. S. Karthiyaini


2. LITERATURE REVIEW Carlos E. V et.al [1] studied simplified and detailed analytical models of a 4-storey specimen at the University of British Columbia (UBC) were generated to assess the ability of current analysis techniques to reasonably describe the behaviour observed during the experiment. The results of this investigation showed that the simplified and detailed analytical models over predicted the elastic stiffness of the test specimen. The orthotropic model representation of a SPSW system produced stresses in the beams, columns and infill plates consistent with the results obtained from a detailed explicit finite element formulation.

Jeffrey W. Berman. et.al [2].assessed the behaviour of code designed SPSWs. A series of walls are designed and their behaviour is evaluated using nonlinear response history analysis for ground motions representing different hazard levels. It is found that designs meeting current code requirements satisfy maximum inter story drift requirements considering design level earthquakes and have maximum inter story drifts of less than 5%for maximum considered earthquakes. The percentage of story shear resisted by the web plate relative to the boundary frame is found to be between60% and 80% and is relatively independent of panel aspect ratio, wall height, or hazard level, but is affected by transitions in plate thickness.

Gangisetty Sri Harsha, Dr. H. Sudarsana Rao [3] analyzed a residential building with 19 floors is analyzed with and without shear walls for wind and earthquake loads. For this system of wall and cores they were checked for displacement, Internal Stresses and Intensities when subjected to various loadings. Bending Moments, axial force and storey drift of columns in both directions were reduced at each floor level by using shear walls for a building. Reduction in bending moments for columns with shear walls is more comparable to columns away from shear walls. Torsional Moments were reduced by using shear walls for a building.

Kai Hu, Yimeng Yang et.al[4] conducted the response spectrum, time history and linking slab in-plan stresses analysis combined with a practical project with inclined columns by several programs such as ETABS, SAP2000, MIDAS/gen and SATWE. All the results of response spectrum analysis calculated by different programs are basically similar, while ETABS may miss the statistic of oblique columns. As for the slab stress analysis, ETABS and MIDAS/Gen have their respective advantages: ETABS good at pre-processing with automatically line constraint and area division; and MIDAS/Gen does well in the post-processing such as the stresses combinations.

Khushbu Jani, Paresh V. Patel. et.al [5] conducted analysis and design of 36 storey diagrid steel building is presented in detail. A regular floor plan of 36 m ×36 m size is considered. ETABS software is used for modelling and analysis of structure. Lateral and gravity load are resisted by axial force in diagonal members on periphery of structure, which make system more effective. Diagrid structural system provides more flexibility in planning interior space and façade of the building.

Pundkar R. S, Alandkar P. M. et.al [6]. Described the analysis and design of high-rise steel building with and without Steel Plate Shear Wall (SPSW).Results indicate that steel plate shear walls have a large effect on the behaviour of frames under earthquake excitation. In general, infill steel plate increases stiffness of the structure. Deflection in case of without SPSW is large as compared with SPSW.

Mohammad Anwar-Us-Saadat, MahmudAshraf, ShameemAhmed. et.al [7]. A numerical study has been presented in the current paper to develop rational design rules for slender stainless steel subjected to combined loading. Developed FE models were thoroughly validated using available test results for compression, four-point bending, and uniaxial and biaxial eccentric loading. Results clearly showed conservative nature of code predictions



largely originating from the adoption of the traditional effective width approach for stainless steel. Recently proposed guidelines for the Continuous Strength Method (CSM), predominantly targeted for stocky cross-sections, can produce comparatively better performance in uniaxial bending and compression loading cases.

Masoumeh Gholipour, Mohamad Mehdi Alinia et.al [8] considered eighteen SPSW frame models to investigate the effects of bay width on the design and the overall behaviour of SPSW structures. The models consisted of 4- to 19-story frames and 3 to 9 m bay widths. The maximum increase in the stiffness and load capacity of moment frames due to the employment of infill plates are obtained in the suitable design bay width. With the increase of bay width, the deformation mode of SPSW frame changes from a flexure-dominant mode to a combined flexure–shear mode.

Mohammad hossein Akhavan, Abdolreza Joghataie, NaderK.A.Attari.et.al[9] presented the procedure and results from analytical investigation on seismic behaviour of diagonally stiffened steel plate shear walls. Studies were based on two 1/3-scaled one story single bay specimens denoted by SPW-1 and SPW-2 with different diagonal stiffener's configurations and one unstiffened steel plate shear wall denoted by SPW-0 which were designed and built for the testing program. Triangular plates were used at the column base connection to prevent failure due to high axial force and in the analytical models it was clear that by using these plates stress concentration was distancing from the column base.

Ricky Chana, Faris Albermanib and S. Kitipornchai. et.al [10] for typical frame configurations, very thin panels are often required to limit such demand but sometimes result in construction difficulties. This paper attempts to reduce such demand by introducing perforations to thicker panels. The effect on stiffness and strength is investigated through nonlinear finite element technique. Results demonstrated that under monotonic loading perforations reduce strength and stiffness of the system. In particular, perforations on panel promote more uniform stress on panels and reduce deformation demand on surrounding frame elements.

3. DESIGN OF STRUCTURAL ELEMENTS The analysis and design of G+9 high rise composite building with steel plate shear wall are done using ETABS software. The structure is assumed to be located in seismic zone III in India on a site with medium soil. The details of building considered for the analysis are given in Table 1

Table 1 Building Details

Sl. No. Parameter Value 1 Number of storey 10 2 Seismic zone Zone-III 3 Zone factor 0.36 4 Response reduction factor 5 5 Importance factor 1.5 6 Floor area 625 m2

7 Height of building 30m 8 Column section ISMB 600 with M30 encasement 9 Beam section ISMB 600 10 Slab 150mm 11 Shear wall Steel Plate (Fe345) 12 Live load 3kN/m2

13 Wind load IS 875-Part 3-1987 14 Grade of concrete M30 15 Grade of steel Fe345



4. ANALYTICAL INVESTIGATION

4.1. Model of the Study Modelling of the building is done in ETABs software with the following steps:

Selection of a grid pattern

Defining beams, columns, slabs and shells

Modelling the structure

Modelling steel plate shear wall

Defining load and load combinations

Assigning loads

Figure 1 Plan of the structure

Figure 2 Elevation of the structure

The model has been analysed and designed using ETABS software. The results found to be are shown with the help of graph for the parameters deflection, shear force and storey drifts.

4.2. Loading Details The gravity loads, wind loads and earthquake loads will be taken for analysis. According to IS 1893-2002 the following load combinations shall be accounted. Total 14 load



combinations are used for the analysis which is given below. Out of it the last load combination is automatically generated by the ETABS software.

1.5(DL+ IL)

1.2(DL+IL + EL along X direction)

1.2(DL+IL + EL along Y direction)

1.2(DL+IL - EL along X direction)

1.2(DL+IL - EL along Y direction)

1.5(DL + EL along X direction)

1.5(DL + EL along Y direction)

1.5(DL - EL along X direction)

1.5(DL - EL along Y direction)

0.9DL + 1.5EL along X direction

0.9DL + 1.5EL along Y direction

0.9DL - 1.5EL along X direction

0.9DL - 1.5EL along Y direction

1.5DL Where DL-dead load, IL-imposed/live load and EL-earthquake/seismic load.

5. RESULTS AND DISCUSSION

5.1. Story Displacements Various load combinations are used in the design as per IS 1893-2002, it is found that the load combination (EQ-X) is responsible for maximum displacement for all models.

Figure 3 Maximum Displacements for 8mm, 16mm, 24mm, 32mm thick SPSW

0

20

40

60

80

Stor

y di

spla

cem

ent i

n m

m

Story Displacement

32mm 24mm 16mm 8mm



Figure 4 Maximum Displacement for 40mm, 48mm, 56mm thick SPSW

Figure 5 Maximum Displacement for 64mm, 72mm and 80mm thick SPSW

Figure 6 Comparison of story displacement for 8mm and 80mm thick SPSW

When the thickness of the plate increases, the story displacement decreases.

The maximum story displacement is found to be in 8mm thick SPSW i.e, 74mm.

The minimum story displacement is found to be in 80mm and 72mm thick SPSW i.e, 52.2mm

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5.2. Story Drift

Figure 7 Maximum Story Drift for 8mm, 16mm, 24mm, 32mm thick SPSW

Figure 8 Maximum Story Drift for 40mm, 48mm, 56mm thick SPSW

Figure 9 Maximum Story Drift for 64mm, 72mm and 80mm thick SPSW

Figure 10 Comparison of story drift for 8mm and 80mm thick SPSW

0

0.001

0.002

0.003

0.004

Story10 Story9 Story8 Story7 Story6 Story5 Story4 Story3 Story2 Story1 Base

Stor

y dr

iftStory Drift

32mm 24mm 16mm 8mm

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ift

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Story drift is the lateral displacement of one level of the building relative to the other.

Whereas the story drift is maximum in the 7th floor for 64mm, 72mm and 80mm thick SPSW.

As per IS 1893-2002, the storey drift in any storey due to the minimum specified design lateral force, shall not exceed 0.004 times the storey height.

5.3. Story Overturning Moment

Figure 11 Story Overturning Moment for 8mm, 16mm, 24mm, 32mm thick SPSW

Figure 12 Story Overturning Moment for 40mm, 48mm, 54mm thick SPSW

Figure 13 Story Overturning Moment for 64mm, 72mm and 80mm thick SPSW

0

0.1

0.2

0.3

Story10 Story9 Story8 Story7 Story6 Story5 Story4 Story3 Story2 Story1 BaseOve

rturn

ing m

omen

t in

kN-m

Overturning Moment

32mm 24mm 16mm 8mm

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56mm 48mm 40mm

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ent i

n kN

-m

Overturning Moment

80mm 72mm 64mm



Figure 14 Comparison of overturning moment for 8mm and 80mm thick SPSW Story overturning moment of a building is the moment of energy capable of upsetting the

story, the point where the story has been subjected to enough disturbances that it ceases to be stable or collapses resulting in damage and hence the structure fails.

Maximum overturning moment is 0.8kN-m which is for 80mm thickness.

5.4. Story Shear

Figure 15 Maximum Story Shear for 8mm, 16mm, 24mm, 32mm thick SPSW

Figure 16 Maximum Story Shear for 40mm, 48mm, 56mm thick SPSW

0

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Ove

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80mm 8mm

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32mm 24mm 16mm 8mm

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-5

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Story Shear

56mm 48mm 40mm



Figure 17 Maximum Story Shear for 64mm, 72mm and 80mm thick SPSW

Figure 18 Comparison of story shear for 8mm and 80mm thick SPSW Figure 5.10, 5.11 and 5.12 shows the story shear at different storey levels where the shear is

minimum at the base and the top storeys.

Story shear is a force that acts on any storey in a direction perpendicular to its extension which is measured in kN.

Here the story shear is maximum for 8mm thick steel plate.

5.5. Response Spectrum Curve

Figure 19 Spectral Displacement Curve

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-10

0St

ory

shea

r in

kN

Story Shear

80mm 72mm 64mm

-40

-20

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Stor

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Story Shear

80mm 8mm



Figure 20 Spectral Velocity Curve

Figure 21 Spectral Acceleration Curve

Figure shows the response spectrum curve for 80mm thick steel plate shear wall. The displacement, velocity and acceleration spectra are shown in the Figures 5.17, 5.18 and 5.19. Response spectrum shows the peak oscillation of the building during earthquake. Damping ratios of 0, 0.05, and 0.1 are provided to reduce the amplitude of vibrations.

6. CONCLUSION On the basis of work done so far and analytical results of this study, the following general conclusions were drawn:

The obtained results indicate that steel plate shear walls have a large effect on the behaviour of frames under earthquake excitation. In general, steel plate increase stiffness of the structure.



It was found that the displacement increases with the storey height and decreases as the thickness of steel plate shear wall increases. Here the minimum displacement obtained in 80mm thick steel plate shear wall.

Story drift varies for different thickness, maximum drift occurs at 6th storey. For 80mm thick steel plate shear wall, maximum story drift occurs at 7th story and for 16mm thick steel plate shear wall, maximum story drift occurs at 5th story.

Storey overturning moment decreases with increase in thickness of the plate. Here the overturning moment is approximately zero.

Storey shear varies for different thickness of plates. Story shear remains zero at the base and the top storey.

From the response spectrum curve, spectral displacement, velocity and acceleration reduces as the damping increases and finally sets to zero.

Maximum spectral displacement occurs at a time period of 3.33 sec.

Maximum spectral velocity occurs at a time period of 0.416 sec.

Maximum spectral acceleration occurs at a time period of 0.427 sec.

REFERENCES [1] Carlos E Ventura, Mahmoud Rezai, Helmut Prion, Aug 2004, Simplified and detailed

finite element models of steel late shear walls, 13th world conference on earthquake engineering, Canada.

[2] Jeffrey W. Berman, Patricia M. Clayton, Laura N. Lowes, Michel Bruneau, Larry A.Fahnestock, and Keh-Chyuan Tsai, 2010, Development of a recentering steel plate shear wall and addressing critical steel plate shear wall research needs, 10th Canadian conference on earthquake engineering, Canada.

[3] Gangisetty Sri Harsha, Dr. H. Sudarsana Rao, Aug 2015, Shear wall analysis & design optimization in high rise buildings, International journal of engineering sciences & research technology (IJESRT).

[4] Kai Hu, Yimeng Yang,Suifeng Mu, Ge Qu, 2012, Study on High-rise Structure with Oblique Columns by ETABS, SAP2000, MIDAS/GEN and SATWE, Elsevier, Vol 31, pages 474-480.

[5] Khushbu Jani, Paresh V. Patel, 2013, Analysis and design of diagrid structural system for high rise steel building, Elsevier, Vol 51, pages 92-100.

[6] Pundkar R. S, Alandkar P. M, 2013, Influence of steel plate shear wall on multi-storey building, International journal of Engineering Research and Applications (IJERA).

[7] Mohammad Anwar-Us-Saadat, Mahmud Ashraf, Shameem Ahmed, 2016, Behaviour and design of stainless steel slender cross-sections subjected to combined loading,Elsevier, Vol 104, pages 225-237.

[8] Masoumeh Gholipour, Mohamad Mehdi Alinia, 2016, Behaviour of multi-story code-designed steel plate shear wall structures regarding bay width, Elsevier, Vol 122, pages 40-56.

[9] Mohammad hossein Akhavan, Abdolreza Joghataie, Nader K.A.Attari, 2016, Analysis and design recommendations for diagonally stiffened steel plate shear walls, Elsevier, Vol 103, pages 72-80.

[10] Ricky Chana, Faris Albermanib and S. Kitipornchai, 2011, Stiffness and strength of perforated steel plate shear wall, Vol 14, pages 675-679.



[11] IS 1893 (Part 1):2002, Indian Standard, “Criteria for Earthquake Resistant Design of Structures”, Part 1 General Provisions And Buildings. (Fifth Revision).

[12] IS 800:2007, Code of practice for general construction in steel, Bureau of Indian Standards

[13] Bureau of Indian Standards: IS-875, part 1 (1987), Dead Loads on Buildings and Structures, New Delhi, India.

[14] Limit state design of steel structures (tata mc graw hill education private ltd.) – S K Duggal

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DESIGN AND ANALYSIS OF HIGH RISE BUILDING WITH · PDF fileThe design of high rise buildings is ... This project is concerned with the study of high rise buildings with steel plate