Performance Assessment of High-Rise Building using Diagrid

IJIRST –International Journal for Innovative Research in Science & Technology| Volume 3 | Issue 04 | September 2016 ISSN (online): 2349-6010

All rights reserved by www.ijirst.org 74

Performance Assessment of High-Rise Building

using Diagrid

Hrdya Menon Paul Jose

M. Tech. Scholar Assistant Professor

Department of Civil Engineering Department of Civil Engineering

FISAT, Kerala, India- 683577 FISAT, Kerala, India- 683577

Abstract

In recent trends, the construction development has been rapidly increasing towards tall building structures. Recently different

structural system like braced tube structure, space truss, diagrid structural system etc. are adopted in tall buildings due to its

structural efficiency and flexibility in architectural planning. Diagrid is a particular form of space truss. It consists of a perimeter

grid made up of a series of triangulated truss system. Diagrid is formed by intersecting the diagonal and horizontal components.

Due to inclined columns lateral loads are resisted by axial action of the diagonal in diagrid structure compared to bending of

vertical columns in conventional buildings. Generally for tall building diagrid structure steel is used. Analysis and design of 30

RC building with steel is presented. A regular floor plan of 36 x36 m size is considered. ETABS software is used for modeling

and analysis of structural members. All structural members are designed as per IS 456:2000 and IS 800:2007 considering all load

combinations. Later the optimum angle for a 30 storey RC building with steel diagrid is found out.

Keywords: Structural System, Diagrid Building, Space Truss

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I. INTRODUCTION

The rapid growth of urban population and limitation of available land, the taller structures are preferable now a day. As the

height of the building increases, the lateral resisting systems becomes as important as the gravity supporting system. For

conventional high rise building, shear wall braced frame, outrigger structures etc. forms the interior system and framed tube, and

braced tube etc. forms the exterior system. Diagrid comes under exterior system. The concept of diagrid is not a new one. The

term “diagrid” is a combination of words “diagonal” and” grid”. Diagrid structures can be seen as the latest mutation of braced

tube structures. For diagrid structures, almost all the conventional vertical columns are eliminated. This is possible because the

diagonal members in diagrid system can carry gravity load as well as lateral forces owing to their triangulated configuration.

Diagrid carry shear by the axial action of the diagonal members, while the conventional framed tubular structures carry shear by

the bending of the vertical columns. Diagrid structures do not need high shear rigidity cores because shear can be carried by

thediagrids located on the perimeter. The configuration and efficiency of a diagrid system reduce the number of structural

element required on the facade of the building, therefore less obstruction to the outside view. The structural efficiency of diagrid

system also helps in avoiding interior and corner columns, therefore allowing significant flexibility with the floor plan. Diagrids

can be constructed with steel, concrete or timber. Due to the flexibility of triangulated shape, diagrids can be easily used for

modeling any complex shaped buildings.

II. LITERATURE REVIEW

Significant researches were carried out on seismic behaviour of diagrid structural system and a few published works are

reviewed in this section. Moon “et al.”, developed a general method for preliminary design od diagrid by adopting a stiffness

based design method. Leonard “et al.”, carried out research on shear lag effect in high rise building that adopted diagrid system

and concluded that diagrid structure performed three times better than framed tube buildings. Moon studied the performance and

constructability issue of diagrid structures employed for complex shaped tall buildings. He proposed extracting regularity from

irregular form. Kushbu Jani “et al”., performed analysis and design of diagrid structure based on IS code specification. Seismic

performance evaluation of typical diagrid building was carried out by Kim “et al”. He concluded that diagrid structure shows

higher strength and lower ductility compared to tubular structures. The ductility of diagrid structures can be improved by

replacing the diagonal members with buckling restrained braces. Nishith B Panchal “et al”., compared static analysis results of

concrete diagrid structures having different diagrid angles and different diagrid member sizes. They concluded that optimum

angle of diagrid is in the region of 65 ֯ to 75֯.

Performance Assessment of High-Rise Building using Diagrid (IJIRST/ Volume 3 / Issue 04/ 013)


III. FINITE ELEMENT MODELING OF THE TANK

Modeling and analysis of building is performed in ETABS. The geometric details and the member sizes of the building are

provided in Table 1 and 2 respectively. The angle of diagrid is decided on the basis of the storey module. Here, four different

storey module is considered, that is 2-storey module, 3-storey module, 4-storey module and 6-storey module.

Fig. 1: Structural Plan

Table – 1 Geometric Details of the Building

Plan dimension 36 x36m

Number of stories 30

Storey height 3.6m

Slab thickness 0.150m

Characteristic strength of concrete 30N/mm2

Characteristic strength of steel 500N/mm2

Table - 2

Member Sizes

Member No Size

Beam B1 300 x 600

B2 300 x 1050

Column C 1700 x 1700

Diagrid D 375mm Pipe sections with 12mm thick

(from 16thto30thstorey)450 mm Pipe sections with 25 mm thickness(from 1st to 16th storey)

IV. RESULTS AND DISCUSSIONS

Linear Static Analysis

Equivalent static seismic loads were calculated as per IS 1893: 2002 guidelines. Building was assumed to be in seismic zone 3

and soil type was taken as medium. Importance factor 1 and response reduction factor 5 were adopted. Wind speed of 39 m/s was

assumed.

The following results were obtained.

1) 3 storey module shows les top storey displacement and storey drift compared to others.

2) Time period is observed to be less for 4 storey module, which reflects more stiffness and less mass of the structure.



Fig. 2: Storey vs Storey displacement Fig. 3: Storey vs Storey drift

Fig. 4: Time period vs Modes

Nonlinear Static Analysis

Table - 3

Stiffness and ductility for different diagrid modules

Stiffness kN/m Ductility

2 Storey module 158333.33 2.99




Fig. 5: Pushover curve for different diagrid modules

Comparing uniform angle diagrids, a diagrid four storey module is found to be showing highest stiffness and moderate ductility.

Linear Time History Analysis

Linear time history analysis results shows less storey shear, column force and overturning moment for 4 storey module. Here

only one seismic time history was used for simulation. The calculated response can be very sensitive to the characteristics of the

individual ground motion used as seismic input. Therefore several analysis are required using different ground motion records.



Fig. 6: Storey vs storey shear for different diagrid angles Fig. 7: Column force for different diagrid modules

Fig. 8: Overturning moment kNm

V. CONCLUSIONS

The study of the seismic performance of 30 storey diagrid building is accomplished by analytical methods. Equivalent static

analysis, nonlinear static pushover analysis and linear time history analysis were conducted using ETABS analysis package.

1) Equivalent static analysis results show less top storey displacement and drift for 3 storey module. And also time period is

less for 4 storey module (67.4 ֯).

2) Equivalent static analysis will not give any idea about the ductility of the structure. Therefore nonlinear static pushover

analysis results shows high stiffness and moderate ductility for 4 storey module (67.4 ֯).

3) Linear time history results shows less overturning moment, storey shear, column force for 4 storey module (67.4֯).

4) From all the above analysis the optimum angle for a 30 storey RC building with steel diagrid is 67.4 ֯

REFERENCES

[1] Ali M and Moon K,” Structural developments in tall buildings, current trends and future prospects”, Architectural science review, Volume 50.3, pp 205-

223, june 2007

[2] Moon K , “ Diagrid structures for complex shaped tall buildings”, Elsevier, Vol.14, pp 1343-1350, july 2011. [3] Nishith B Panchal, “Diagrid structural system: strategies to reduce lateral forces on high rise buildings”, International journal of research in engineering and

technology, Vol 13 , Issue 4, pp 374-378, April 2014.

[4] Kushbu Jani and Paresh V Patel, “Analysis and design of diagrid structural system for high rise building”, NUiCONE 2012. [5] Moon K, Jerome J, Connor and John E Fernandez, “ Diagrid structural system for tall buildings; Characteristics and methodology for preliminary design”,

The structural design of tall and special buildings, Vol 16, pp 205-230, October 2007.

[6] Kim J, Y.Jun and Lee, “Seismic performance evaluation of diagrid system building”, 2nd specialty conference on disaster mitigation, pp 41-45, june 2010

Performance Assessment of High-Rise Building using Diagrid

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