IRJET- Securing an IoT Based Home using Digital Image Processing and an Android Application

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 05 Issue: 08 | Aug 2018 www.irjet.net p-ISSN: 2395-0072
© 2018, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 1589
Effect of Bracing Pattern on the L Shape of RCC Tall Building Due to
Wind Load
Dharm Singh1, Dr. Sanjay Tiwari2
1M.E. Scholar, Structural Engineering, MITS, Gwalior (M.P.), India
2Professor, Dept. of Civil Engineering, MITS, Gwalior (M.P), India
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Abstract - The behavior of the Structures during wind loads
definitely has a major role, not only from structural
Engineering point of view, but also safety of humans living in
the structure. It is a major challenge to study the impact and
performance of tall RCC structures of L shape underwindload.
In this paper, the influence of wind load on R.C.C. tall buildings
of L shape as per IS: 875-1987 (part-3) codes of practice are
studied effect of bracing pattern on building of L shape. Wind
load analysis with force coefficient method is usedfor analysis
of a 40-storey RCC high rise building as per IS
875(Part3):1987 codes respectively. The building is modelled
in 3D using STAAD.ProV8i software. The geometrical
configuration of a high rise building is a vital parameter that
affects the wind response of the structure. In this study,
Rectangular shape geometrical configurations having 40
floors with a total height of 120m built with RCC and bracing
pattern were modelled using STAAD.ProV8i. Allthemodelsare
loaded with the Dead load, Live load and Wind Load as per IS:
875 (part I to III).
Key Words: Shape, Load, Force Coefficient Method,
STAAD.PRO V8i, Brace, Shear force, Bending Moment,
Rotation, Displacement.
1. INTRODUCTION
Over the last two decades, wind engineeringhasincreasingly
focused on the high rise structures. As some of these IS Code
and full scale wind engineering into the design codes and
standards, one may expect to see reduced
hurricane/cyclonic damage.
However, when one combines the more rapid increase in
population along the world’stropical coasts with agenerally
unacceptably low standard of new building construction
inspection, it seems quite likely that loss of life, as well as
insured and uninsured property losses will continue to be
the norm in the foreseeable future.
The wind engineering community needs to be more
responsible in forcefully transferring our technical
knowledge to the designer and builder.
It is observed that, the rapid growth of population and
industrial activity has resulted in the increase in horizontal
construction, reduce forest area and cultivable land has
resulted of environmental deterioration, with such rapid
urbanization and the use of new materials and building
configurations there is a need to understand the effect of
wind not only for the buildingsbut also for thesurroundings.
There is increase in the shortage of land for buildings and
therefore the vertical construction is given importance.
Structural engineers face this major challenge and are
concerned about the wind loads on the buildings from the
safety standpoint, both of structural and ofcladdingsystems.
The need is to construct high rise building which are
structurally safe.
1.1 Objective of the study
 To understand and analyses the wind effect on tall
RCC structures.
 To study and analyses the effect of wind load on L
shape of the tall RCC building.
 The present study deals with the buildings of L
shape with varying bracing pattern, like X, V,
inverted V bracing.
2. Parameter of building
Various parameter of the building which are kept constants
as follows:
 Height : 120 m
 Total number story : 40
 Storey height : 3m
 Bay size : 4m *4m
 Length : 24 m
 Width : 20 m
 Column size : 600 mm*600 mm
 Beam size : 450 mm* 450 mm
 Wall thickness : 230 mm
 Support: Fixed
 Material use: Concrete: M-40, Steel: Fe-500

 Type of structure: Ordinary Moment Resisting
Frame (OMRF)
 Type of system : Moment frame system
 Bracing member : ISA 110*110*16
 Location : Gwalior (M.P.), India
2.1 Load Considered:
Dead load:
The loads of beam, column and slab have been taken in
account by STAAD.PRO V8i, Using the command of self-
weight.
Considering unit weight of RCC: 25kN/m3,
Unit Weight of brick: 20kN/m3
Deal load due to wall =.23*3*20 =13.8kN/m.
Live load:
Live load has been taken as on floors: 4.5kN/m2
Wind load:
Wind pressure and forces on multi story building (force
coefficient method)
VZ=VB*k1*k2*k3
Where: k1=Probability factor, k2=terrain, height, and
structure Size factor, & k3= topography factor.
For Gwalior City:
G+39 story building @ 3.0mheight of each floor=120mtotal
height of building.
Basic Wind Speed for Gwalior city = 47m/s, k1=1.07, k2=
Varies with each story height of building
For class –C and Categories-3 of building k3=1
Then, VZ=50.3*K2 m/s
Design Wind Pressure (PZ) = 0.6*Vz
2 =1518.054*(K2)2N/m2,
Wind force in a Building = CF*Ae* PZ
Wind intensity (PI) = CF* PZ kN/m2,
CF =force coefficient
For L shape Building
CF = 1.85
Rectangular shape of buildings under consideration:
Fig-1.1 L Shape
2.2 Load Combination
Loads & Load combination under consideration as per
IS 875:1987 (part-3)
1. DL, 2.LL, 3.WL: +X,
4. WL: -X, 5.WL: +Z, 6.WL: -Z
7. 1.5(DL+LL)
8. 1.5(DL+ WL: +X)
9. 1.5(DL+ WL: +Z)
10. 1.5(DL+ WL: -X)
11. 1.5(DL+ WL: -Z)
12. 1.2(DL+LL+WL: +X)
13. 1.2(DL+LL+WL: +Z)
14. 1.2(DL+LL+WL: -X)
15. 1.2(DL+LL+WL: -Z)
16. 0.9(DL) +1.5(WL: +X)
17. 0.9(DL) +1.5(WL: +Z)
18. 0.9(DL) +1.5(WL: -X)
19. 0.9(DL) +1.5(WL: -Z)

Table-1.1: Wind intensity of L shape building
Graph-1: Variation of wind intensity(kN/m2)v/sHeight(m)
3. Bracing Pattern use in Rectangular shape:
The following type of L shape of model use with bracing
pattern:
• OMRF L shape – Model: 5
• X bracing in L shape – Model: 6
• V bracing in L shape – Model: 7
• Inverted V bracing in L shape - Model: 8
Shapes
H (m.)
L shape H (m.) L shape
Wind Intensity in kN/m2
3 0 63 3.042
6 0 66 3.07
9 1.888 69 3.098
12 1.982 72 3.127
15 2.126 75 3.156
18 2.245 78 3.184
21 2.351 81 3.218
24 2.429 84 3.242
27 2.508 87 3.26
30 2.588 90 3.3
33 2.637 93 3.329
36 2.686 96 3.359
39 2.736 99 3.388
42 2.786 102 3.411
45 2.837 105 3.429
48 2.888 108 3.448
51 2.931 111 3.466
54 2.959 114 3.485
57 2.986 117 3.504
60 3.014 120 3.523

Loading diagram for bracing pattern in L shape
(X bracing):
Similarly for other bracing pattern also-
Fig-1.2: Loading of X bracing L shape of
Load combination-14
4. Discussions on Result:
Maximum displacement in L shape of building:
Table-1.2: Max. +Ve nodal displacement (in mm.)
dx dy dz
Model:5 820.11 24.3 699.852
Model:6 497.144 37.763 777.871
Model:7 377.575 26.186 600.544
Model:8 365.806 25.122 582.909
Graph-1.2: Max. +Ve nodal displacement (in mm.)
Table-1.3: Max. -Ve nodal displacement (in mm.)
Graph-1.3: Max. -Ve nodal displacement (in mm.)
4.1 Comparison of maximum absolute nodal
displacement and joint rotation:
Table-1.4: Absolute max nodal displacement (in mm.)
dx dy dz
Model:5 837.339 102.846 1280
Model:6 515.292 122.962 777.871
Model:7 405.502 106.848 627.945
Model:8 393.218 104.704 609.442
Graph-1.4: Absolute max. nodal displacement (mm.)
dx dy dz
Model:5 837.339 102.846 1280
Model:6 515.292 122.962 772.084
Model:7 405.502 106.848 627.975
Model:8 393.218 104.704 609.442

Table-1.5: Maximum nodal Rotation (in rad.)
Graph-1.5: Maximum nodal Rotation (in rad.)
Table-1.6: Max. Bending Moment (in kN.m)
Graph-1.6: Max. Bending Moment (in kN.m)
Table-1.7: Max. Shear Force (in kN)
Fx Fy Fz
Model:5 388.195 15400 503.353
Model:6 1120 21400 1350
Model:7 542.83 15800 686.469
Model:8 757.326 17700 987.568
Graph-1.7: Max. Shear Force (in kN)
5. CONCLUSIONS
 It can be concluded that for 40 storied building of L
shape with height of 120 m, with their varying in
bracing pattern.
 The Increasing order of the maximum node
displacement in L shape of bracing pattern of building :
 inverted V bracing building < V bracing building < X
bracing building < OMRF L shape building.
 The increasing order of stability of structure:
 OMRF L shape building < X bracing building < V bracing
building < inverted V bracing building.
 Similar in the case for the joint (Node) rotation & max.
B.M.
 It can be concluded that OMRF L shape and X bracing
shape of building are the least stable of all the bracing
pattern in the L shape building.
Inverted V bracing and V bracing pattern in L shape of
RCC tall building is the most structurally stable shapeas
compared to the other bracing pattern in L shape
building.

6. REFERENCES
[1] IS: 875, “code of practice for design load (other than
earthquake) for buildings and structures” Bureau of
Indian Standards, New Delhi,2002..
[2] STAAD PRO V8i user guide.
[3] Advanced Reinforcement concrete by B.C.Punmia.
[4] Abhay Guleria, “Structural Analysis of a Multi-Storeyed
Building using ETABS for different Plan Configurations”
International Journal For Engineering Research And
Technology, Vol. 3 Issue 5, May – 2014.
[5] IS: 456, Code of practice for plain and reinforced
concrete code of practice, Bureau of Indian Standards,
New Delhi, 2000.
[6] STAAD PRO V8i; Structural analysis and design
software.
[7] Comparative Study of Wind Analysis with Horizontal
Irregularities in Multi-Storied Buildings using STAAD
Pro, International Journal of Science Technology &
Engineering Volume 2 | Issue 01 | July 2015.
[8] SATISHKUMAR ET AL (2011): “Importance ofwindload
in design of tall buildings” Indian InstituteofTechnology
Madras, Design of Steel structures.
[9] IS: 16700:2017 Criteria for structural safety of tall
structural buildings.
[10] High rise building: Structure system and services by
Abhinav, Sandeep Verma, Vishal,ShrivanBARCresearch.
[11] ANALYSIS AND DESIGN OF RC TALL BUILDING
SUBJECTED TO WIND AND EARTHQUAKE LOADS K.
Rama Raju*,1, M.I. Shereef3, Nagesh R Iyer2, S.
Gopalakrishnan4 1Chief Scientist, 2Director, 3Project
Student, CSIR-Structural Engineering Research Centre,
Chennai-600113, *krraju@serc.res.in, 4Professor, K S
Rangasamy College of Technology, Tiruchengode-
637215.
[12] COMPARATIVE ANALYSIS OF TWO DIFFERENT WIND
SPEEDS FOR A MULTISTOREY BUILDING P.Sirisha*,
E.V.Raghava Rao, V.Bhargavi.
[13] COMPUTATIONAL TOOL FOR WIND PRESSURE AND
FORCES ON A MULTISTORYCOMMERCIALCOMPLEX1N
G Shilu, 2Dr. H S Patel.
[14] The AUST Journal of Science and Technology, Volume 5,
Issue 2, Page 84-94, January 2013(Published in January
2014), ISSN 2072-0149, (DRAFT COPY)
[15] Analysis on the Structural Systems for Drift Control of
Tall Buildings due to Wind Load: Critical Investigation
on Building Heights by Shafiqul Islam1 and Md.
Mashfiqul Islam
[16] ANALYSIS AND DESIGN OF RC TALL BUILDING
SUBJECTED TOWIND AND EARTHQUAKE LOADS
K. Rama Raju,1, M.I. Shereef, Nagesh R Iyer, S.
Gopalakrishnan
[17] Chief Scientist, Director, ProjectStudent,CSIR-Structural
Engineering Research Centre, Chennai-600113,
*krraju@serc.res.in, 4Professor, K S Rangasamy College
of Technology, Tiruchengode-637215.

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