DOI : 10.17577/IJERTV12IS110166
- Open Access
- Authors : Allavarapu Durga Bharat, P. Narendra Babu
- Paper ID : IJERTV12IS110166
- Volume & Issue : Volume 12, Issue 11 (November 2023)
- Published (First Online): 02-12-2023
- ISSN (Online) : 2278-0181
- Publisher Name : IJERT
- License:
This work is licensed under a Creative Commons Attribution 4.0 International License
Comparative Seismic Analysis Of Concrete And Steel Structures With Shear Wall Using Etabs
Allavarapu Durga Bharat Department of civil engineering NRI Institute of Technology Vijayawada, A.P, India.
P. Narendra Babu
Department of civil engineering NRI Institute of Technology Vijayawada, A.P, India.
Abstract : The requirement for tall buildings has increased dramatically as a result of population growth and rising metropolitan area space demands. Tall buildings are vulnerable to dynamic loading, which mostly poses a risk in the form of lateral stress that varies over time and is mostly brought on by wind and earthquakes. In these situations, response spectrum analysis is frequently employed to assess a structure's seismic capabilities. The two models with and without shear walls with various percentage openings are the subject of the current literature. The parametric research for base shear comparison, and displacement for various shear wall locations inside the building is presented in this paper. The outcomes are distinct and worthwhile of further study.
KeyWords: Linear Dynamic Analysis, Response Spectrum Analysis, Shear wall, ETABS,Sear wall opening.
-
INTRODUCTION
The relative movement of the tectonic plates along and across plate boundaries causes earthquakes, which are natural phenomena. There are three types of plate boundaries: transform, divergent, and convergent. While divergent borders result in less harm, convergent and transformative plate boundaries do more. An earthquake of a given magnitude causes different levels of intensities of shaking in the neighbouring locations of its focal point and therefore the structural damage induced in the buildings differs from location to location. In earthquake resistant design, due to the random motion of ground the building will reacts differently which can be classified into three different cases as (i) minor shaking with no structural damage, (ii) moderate shaking with minor structural damage and (iii) severe earthquake with both structural and non-structural damage.
Ground motion induces inertia force in the building in terms of a displacement-type loading. Among the structural elements columns and walls are the most important in transferring the loads, so for tradition construction designing of the floor slab and beam should receive more important. Poorly designed reinforced concrete columns can be disastrous. It was observed that during the BHUJ earthquake in 2001 (India), many buildings collapsed due to the failure of the ground storey
column. Therefore, engineers have come out with many techniques to resist the lateral forces by increasing the stiffness
by providing shear walls, bracing system, and moment- resisting system. Nowadays, structures are normally design based on the performance of the building or structure.
Shear wall system is one of the most commonly used lateral load resisting system in high rise buildings. Shear wall is high in plane stiffness and strength which can be used to simultaneously resist large horizontal loads and support gravity loads, which significantly reduces lateral sway of the building and thereby reduces damage to structure and its contents. Steel Plate Shear Wall (SPSW) system is an effective seismic load resisting system for new building and seismic up gradation of existing buildings. Its robust post-buckling strength, large ductility, great initial stiffness and stable hysteretic behaviours have introduced it as an alternative to conventional lateral load resisting systems.
-
CLASSIFICATION OF SHEAR WALLS
-
Simple rectangular types and flanged walls (bar bell type)
-
Coupled shear walls
-
Rigid frame shear walls
-
Framed walls with in filled frames
-
Column supported shear walls
-
Core type shear walls
-
-
TYPES OF SHEAR WALLS
-
RC Shear Wall
-
Plywood Shear Wall
-
Mid ply Shear Wall
-
RC Hollow Concrete Block Masonry Wall
-
Steel Plate Shear Wall
-
-
1.2.1.RC Shear Wall: It comprises of strengthened solid dividers and fortified solid pieces. Divider thickness differs from 140 mm to 500 mm, contingent upon the quantity of stories, building age, and warm protection prerequisites. By and large, these dividers are consistent all through the building stature; be that as it may, a few dividers are suspended at the road front or storm cellar level to take into account business or parking spots. Typically the divider design is symmetrical regarding no less than one Floor pieces are either thrown in-
situ level sections or less frequently, precast empty center chunks. Structures are upheld by solid strip or tangle establishments; the last kind is basic for structures with storm cellars. Auxiliary changes are not exceptionally normal in this sort of development. Fortification prerequisites depend on construction standard necessities particular for every nation. All in all, the divider support comprises of two layers of appropriated fortification (even and vertical) all through the divider length. What's more, vertical support bars are given near the entryway and window openings, and in addition at the divider end zones (otherwise called limit components or barbells).
1.2.2 Steel Plate Shear Wall:
When all is said in done, steel plate shear divider framework comprises of a steel plate divider, limit segments and even floor shafts. Together, the steel plate divider and limit sections go about as a vertical plate support. The sections go about as spines of the vertical plate brace and the steel plate divider goes about as its web. The level floor shafts act, pretty much, as transverse stiffeners in a plate brace Steel plate shear divider frameworks have been utilized as a part of ongoing years in exceptionally seismic zones to oppose sidelong loads. Figure demonstrates two fundamental sorts of steel shear dividers; unstiffened and hardened with or without openings.
-
RESPONSE SPECTRUM ANALYSIS
The response spectrum is the linear-dynamic response analysis of building or structure which is subjected to lateral/seismic force. Response spectrum is a single degree of freedom system based analysis. Response spectrum curve of building subjected to lateral/earthquake force can be plotted considering time period (horizontal axis) vs. acceleration, velocity, displacement (vertical axis) to find the peak response of structure with respect to past earthquake force applied on it. It is an elastic dynamic approach which assumes that the dynamic response of a structure can be found by considering the response of the building to different modes of vibration independently and then recombining them suitably to study their combined effects. The plot of the peak responses (viz. Displacement, acceleration etc.) of an elastic structure having single degree of freedom can be obtained after applying ground acceleration with a specified damping in the structure. The dynamic response spectrum analysis (IS code 1893-2016) gives us following engineering properties below;
-
The natural period of vibration of the structures response to the dynamic motion.
-
Building provided with different types of foundation
-
The damping properties of the structure
-
Importance factor of the building
-
The structural ductility can be represented by response reduction factor.
-
-
Objectives of study
The present work aims at studying the following characteristics using linear dynamic analysis:
-
To investigate the behaviour of RCC building and steel buildings with shear wall.
-
To study the effect of different percentage of openings in shear wall
-
To study various responses such as Roof displacement, Time period, Storey Shears, Overturning moments of buildings.
-
2.0. MODELING
The structural models consists of Twenty one storeys (G+20). The floor diaphragms are assumed to be rigid.Preliminary sizes of structural components are calculated for gravity loads only.
For structural elements, for columns, beams and slabs Fe500 grade steel and M30 grade Concrete is used for concrete structure.Fe 345 grade steel is used for steel structure.The height of typical floor height was considered as 3.00m.The Fig 1 represent the plan in Ground and typical floor plan of the building. The models considered were:
-
Details of G+20 Concrete Structure with RCC Shear wall:
-
Model 1: RCC structure without Shear wall.
-
Model 2: RCC with Shear wall.
-
Model 3: RCC with 10%Shear wall opening.
-
Model 4: RCC with 20% Shear wall opening
-
Model 5: RCC with 30% Shear wall opening
-
-
Details of G+20 Steel Structure with Steel Plate shear wall:
-
Model 1: Steel structure without Shear wall.
-
Model 2: Steel with Shear wall.
-
Model 3: Steel with 10% Shear wall opening.
-
Model 4: Steel with 20% Shear wall opening.
-
Model 5: Steel with 30% Shear wall opening.
-
Fig.1: Ground Floor and Typical Floor Plan
Fig.2: Ground Floor and Typical Floor Plan with shear wall Table 2.1: Details Of Concrete Structure
|
Number of storeys |
20 Storey |
|
Shear wall thickness |
120 mm |
|
Slab thickness |
120 mm |
|
Beam dimensions |
450×230 mm |
|
Column dimensions |
750×750 mm |
|
Grade of concrete |
M30 |
|
Grade of steel |
HYSD500 |
|
Unit weight of concrete |
25 KN/m3 |
|
Live loads
|
4 KN/m3 1.5 KN/m2 |
|
Importance factor |
1.0 |
|
Seismic zone factor |
0.36 |
|
Response reduction factor |
5 |
|
Number of storeys |
20 Storey |
|
Shear wall thickness |
8 mm |
|
Slab thickness |
120 mm |
|
Beam dimensions |
ISMB350 |
|
Column dimensions |
ISMB550 |
|
Grade of steel |
Fe345 |
|
Live loads
|
4 KN/m3 1.5 KN/m2 |
|
Importance factor |
1.0 |
|
Seismic zone factor |
0.36 |
|
Response reduction factor |
5 |
Table 2.2: Details Of Steel Structure
Fig.3: Isometric view of shear wall with 10% opening
Fig.4: Isometric view of shear wall with 20% opening.
Fig 5: Isometric view of shear wall with 30% opening.
2.2. Seismic Analysis:
For the analysis purpose, these structures are assumed to be located in Zone V (Zone factor-0.36)on site with medium soil
and value taken from the figure 2A &2B of IS 1893-2016
i.e., Response spectra for and soil sites for 5% damping for
equivalent and response spectrum analysis respectively. These structures are considered having importance factor is 1.0 and the frames are proposed to have special RC moment resisting frames(SMRF) and hence the Reduction factor is taken as 5.
3. RESULTS FROM SEISMIC ANALYSIS:
-
G+20 Concrete Structure:
Table3.1: Horizontal Storey Displacements(mm) of G+20 Concrete Building RSX
Storey Displacements G+20 Concrete structure (RSX)
Storey
X-Direction (mm)
Without
with
10%
20%
30%
Story1
4.73
2.80
0.91
0.93
0.99
Story2
17.02
9.28
6.56
6.92
7.53
Story3
34.61
17.98
15.53
16.44
18.12
Story4
55.76
28.24
26.55
28.12
31.18
Story5
79.13
39.70
38.92
41.17
45.73
Story6
103.73
52.09
52.21
55.11
61.15
Story7
128.80
65.22
66.15
69.64
77.04
Story8
153.78
78.93
80.56
84.54
93.14
Story9
178.27
93.08
95.26
99.66
109.27
Story10
201.98
107.55
110.15
114.88
125.29
Story11
224.70
122.21
125.11
130.08
141.11
Story12
246.27
136.98
140.05
145.19
156.65
Story13
266.61
151.76
154.88
160.12
171.82
Story14
285.61
166.47
169.52
174.79
186.56
Story15
303.23
181.03
183.88
189.11
200.79
Story16
319.42
195.37
197.89
203.00
214.42
Story17
334.17
209.41
211.46
216.39
227.38
Story18
347.50
223.09
224.51
229.19
239.60
Story19
359.50
236.38
237.01
241.37
251.04
Story20
370.37
249.22
248.91
252.89
261.74
Story21
380.45
261.62
260.31
263.87
271.83
Fig 1: Storey Displacements G+20 Concrete structure (RSX) Table3.2: Horizontal Storey Displacements(mm) of G+20 Concrete Building (RSY)
Storey Displacements G+20 Concrete Structure (RSX)
Storeys
Y-Direction (Mm)
Without
With
10%
20%
30%
Story1
4.75
2.74
0.89
0.98
0.98
Story2
17.09
9.00
6.41
7.51
7.45
Story3
34.77
17.38
15.14
17.87
17.90
Story4
56.05
27.24
25.82
30.63
30.77
Story5
79.59
38.24
37.78
44.81
45.08
Story6
104.39
50.15
50.63
59.87
60.24
Story7
129.69
62.80
64.13
75.44
75.85
Story8
154.93
76.04
78.09
91.29
91.68
Story9
179.69
89.74
92.37
107.25
107.54
Story10
203.69
103.77
106.85
123.20
123.31
Story11
226.70
118.05
121.44
139.05
138.89
Story12
248.60
132.46
136.04
154.70
154.21
Story13
269.25
146.93
150.57
170.09
169.18
Story14
288.59
161.36
164.94
185.13
183.74
Story15
306.55
175.69
179.08
199.74
197.81
Story16
323.08
189.83
192.89
213.83
211.30
Story17
338.18
203.71
206.30
227.32
224.15
Story18
351.87
217.28
219.23
240.14
236.26
Story19
364.23
230.47
231.63
252.23
247.62
Story20
375.47
243.26
243.47
263.59
258.25
Story21
385.92
255.62
254.81
274.36
268.28
Table3.3: Storey Shear (KN) of G+20 Concrete Building (RSX)
Storey Shears G+20 Concrete structure(RSX)
Storey
X-Direction (mm)
Without
With
10%
20%
30%
Storey1
3603.1
5800.9
6966.4
6230.4
6473.0
Storey2
3602.0
5799.0
6965.9
6229.9
6472.5
Storey3
3597.4
5791.6
6960.6
6224.7
6467.5
Storey4
3587.0
5774.9
6945.6
6210.0
6453.7
Storey5
3568.7
5745.3
6916.4
6181.4
6426.5
Storey6
3539.9
5699.1
6868.0
6134.1
6381.6
Storey7
3498.6
5632.5
6795.8
6063.3
6314.5
Storey8
3442.3
5541.8
6694.9
5964.6
6220.7
Storey9
3368.8
5423.3
6560.6
5833.1
6095.9
Storey10
3275.7
5273.4
6388.1
5664.1
5935.6
Storey11
3160.9
5088.4
6172.6
5453.2
5735.4
Storey12
3021.8
4864.5
5909.3
5195.4
5490.8
Storey13
2856.4
4598.0
5593.5
4886.2
5197.4
Storey14
2662.2
4285.3
5220.4
4520.9
4850.8
Storey15
2437.1
3922.5
4785.2
4094.8
4446.5
Storey16
2178.6
3506.2
4283.2
3603.3
3980.0
Storey17
1884.5
3032.4
3709.5
3041.6
3447.0
Storey18
1552.4
2497.6
3059.4
2405.1
2843.0
Storey19
1180.2
1898.0
2328.1
1689.1
2163.6
Storey20
765.5
1230.3
1510.9
889.0
1404.3
Storey21
305.9
490.0
602.9
590.5
560.7
Table3.4: Storey Shear (KN) of G+20 Concrete Building (RSY)
Storey Shears G+20 Concrete structure
Storey
Y-Direction (mm)
Without
With
10%
20%
30%
Storey1
3564.7
5968.6
7147.5
6849.7
6588.3
Storey2
3563.6
5966.7
7147
6849.2
6587.9
Storey3
3559
5959.1
7141.5
6843.9
6582.8
Storey4
3548.8
5942
7126.2
6829.3
6568.7
Storey5
3530.6
5911.5
7096.2
6800.5
6541
Storey6
3502.2
5863.9
7046.6
6753
6495.3
Storey7
3461.3
5795.4
6972.4
6681.9
6427
Storey8
3405.6
5702.1
6868.9
6582.7
6331.6
Storey9
3332.9
5580.2
6731.1
6450.7
6204.6
Storey10
3240.8
5426
6554.1
6281.1
6041.4
Storey11
3127.1
5235.6
6333
6069.2
5837.6
Storey12
2989.6
5005.2
6062.9
5810.3
5588.7
Storey13
2825.9
4731
5738.9
5499.8
5290.1
Storey14
2633.8
4409.3
5356.1
5133
4937.2
Storey15
2411.1
4036.1
4909.6
4705.1
4525.7
Storey16
2155.3
3607.7
4394.5
4211.5
4051
Storey17
1864.4
3120.3
3805.9
3647.4
3508.5
Storey18
1535.9
2570
3138.9
3008.2
2893.7
Storey19
1167.6
1953.1
2388.6
2289.2
2202.2
Storey20
757.31
1265.8
1550.1
1485.7
1429.4
Storey21
302.67
504.18
618.56
592.96
570.74
Fig 2: Storey Displacements G+20 Concrete structure (RSY)
Fig 3: Storey Shear G+20 Concrete structure (RSX)
8000
7000
6000
5000
4000
3000
2000
1000
0
Storey Shear(KN)
Table3.6: Lateral Loads G+20 Concrete structure (RSY)
Without
With 10%
20%
30%
Number of storeys
Storey1
Storey3 Storey5 Storey7 Storey9 Storey11 Storey13 Storey15 Storey17 Storey19 Storey21
Fig 4: Storey Shear G+20 Concrete structure (RSY)
8000
STOREY SHEAR(KN)
7000
6000
5000
4000
3000
2000
1000
0
Lateral Loads G+20 Concrete structure(RSY)
Storey
Y-Direction (mm)
Without
With
10%
20%
30%
Storey1
1.14
1.90
0.49
0.47
0.45
Storey2
4.55
7.62
5.51
5.28
5.08
Storey3
10.23
17.14
15.31
14.67
14.11
Storey4
18.19
30.46
30.01
28.76
27.66
Storey5
28.42
47.60
49.61
47.54
45.73
Storey6
40.92
68.54
74.11
71.02
68.31
Storey7
55.69
93.30
103.51
99.19
95.40
Storey8
72.74
121.86
137.81
132.06
127.02
Storey9
92.07
154.22
177.01
169.63
163.14
Storey10
113.66
190.40
221.11
211.89
203.79
Storey11
137.53
230.38
270.10
258.84
248.95
Storey12
163.67
274.17
324.00
310.49
298.63
Storey13
192.09
321.77
382.80
366.84
352.82
Storey14
222.77
373.18
446.50
427.88
411.53
Storey15
255.74
428.40
515.10
493.62
474.75
Storey16
290.97
487.42
588.59
564.05
542.50
Storey17
328.48
550.25
666.99
639.18
614.75
Storey18
368.26
616.89
750.29
719.01
691.53
Storey19
410.31
687.34
838.49
803.53
772.82
Storey20
454.64
575.78
931.58
892.74
858.62
Storey21
302.67
504.18
618.56
592.96
570.74
Without With 10%
20%
30%
NUMBER OF STOREYS
Table3.5: Lateral Loads G+20 Concrete structure (RSX)
Fig 5: Lateral Load G+20 Concrete structure (RSX)
LATERAL LOAD(KN)
1000.00
800.00
600.00
400.00
200.00
0.00
NUMBER OF STOREYS
Without With 10%
20%
30%
Lateral Loads G+20 Concrete structure(RSX)
Storey
X-Direction (mm)
Without
With
10%
20%
30%
Storey1
1.15
1.85
0.48
0.47
0.45
Storey2
4.60
7.40
5.37
5.26
4.99
Storey3
10.34
16.65
14.92
14.61
13.87
Storey4
18.38
29.61
29.25
28.64
27.18
Storey5
28.72
46.26
48.35
47.34
44.92
Storey6
41.32
66.62
72.23
70.72
67.11
Storey7
56.29
90.68
100.89
98.78
93.73
Storey8
73.53
118.44
134.32
131.51
124.79
Storey9
93.06
149.89
172.52
168.91
160.29
Storey10
114.89
185.05
215.50
211.00
200.22
Storey11
139.01
223.92
263.26
257.75
244.59
Storey12
165.44
266.48
315.79
309.19
293.40
Storey13
194.16
312.74
373.10
365.30
346.64
Storey14
225.18
362.71
435.19
426.08
404.32
Storey15
258.49
416.37
502.05
491.54
466.44
Storey16
294.11
473.74
573.68
561.68
533.00
Storey17
332.02
534.89
650.09
636.49
603.99
Storey18
372.23
599.58
731.28
715.98
679.42
Storey19
414.74
668.05
817.24
800.15
759.28
Storey20
459.54
740.22
907.98
888.99
843.59
Storey21
305.93
490.03
602.89
590.46
560.75
Fig 6: Lateral Load G+20 Concrete structure (RSY)
LATERAL LOADS(KN)
1000.00
800.00
600.00
400.00
200.00
0.00
NUMBER OF STOREYS
Without With 10%
20%
30%
Table3.7: Time Periods of G+20 Concrete structure
Time Periods of G+20 Concrete Structure
Mode
Without
With
10%
20%
30%
Time Period ( sec )
Mode1
2.27
1.44
1.46
1.48
1.56
Storey Displacements G+20 Steel Structure(RSY)
Storey
Y-Direction (mm)
without
with
10%
20%
30%
Story1
240.04
6.63
8.53
12.55
14.62
Story2
309.94
18.85
22.74
31.71
36.00
Story3
375.27
35.70
41.66
55.22
61.96
Story4
438.81
56.23
64.24
82.00
90.23
Story5
500.44
79.60
89.60
110.82
119.95
Story6
560.01
105.08
116.97
140.89
150.57
Story7
617.38
132.09
145.73
171.70
181.68
Story8
672.39
160.13
175.39
202.88
212.97
Story9
724.89
188.81
205.54
234.13
244.19
Story10
774.72
217.82
235.88
265.25
275.17
Story11
821.74
246.92
266.18
296.08
305.76
Story12
865.79
275.92
296.27
326.50
335.85
Story13
906.70
304.70
326.01
356.41
365.33
Story14
944.30
333.13
355.31
385.73
394.10
Story15
978.40
361.13
384.08
414.37
422.06
Story16
1008.82
388.64
412.26
442.23
449.10
Story17
1035.36
415.60
439.79
469.20
475.09
Story18
1057.81
441.97
466.63
495.16
499.90
Story19
1075.95
467.77
492.77
520.03
523.40
Story20
1089.54
493.03
518.25
543.76
545.51
Story21
1098.45
517.84
543.13
566.43
566.27
Fig 7: Time Period (sec) G+20 Concrete structure
2.50
2.00
1.50
1.00
0.50
0.00
Mode1
Without With 10% 20% 30%
-
G + 20 Steel Structure:
Table3.8: Horizontal Storey Displacements(mm) of G+20 Steel Building RSX
Storey Displacements
Storey Displacements for G+20 Steel Structure(RSX)
Storey
X-Direction (mm)
Without
with
10%
20%
30%
Story1
44.315
7.369
9.579
12.111
13.81
Story2
76.127
18.48
22.128
26.81
29.76
Story3
104.095
33.02
37.829
44.048
47.82
Story4
130.609
50.03
55.779
63.035
67.28
Story5
156.262
68.76
75.266
83.201
87.65
Story6
181.17
88.63
95.731
104.09
108.5
Story7
205.334
109.2
116.73
125.34
129.7
Story8
228.73
130
137.94
146.68
150.7
Story9
251.335
150.9
159.07
167.87
171.6
Story10
273.126
171.5
179.94
188.76
192.2
Story11
294.076
191.8
200.37
209.2
212.3
Story12
314.149
211.5
220.24
229.08
231.8
Story13
333.291
230.6
239.45
248.3
250.6
Story14
351.427
249
257.89
266.77
268.8
Story15
368.46
266.5
275.5
284.42
286.1
Story16
384.27
283.2
292.2
301.17
302.5
Story17
398.721
298.9
307.95
316.94
317.9
Story18
411.665
313.7
322.71
331.69
332.3
Story19
422.959
327.6
336.5
345.39
345.6
Story20
432.515
340.6
349.38
358.01
357.7
Story21
440.46
352.8
361.23
369.42
368.6
Fig 8: Storey Displacements G+20 Steel structure (RSX)
500
400
300
200
100
0
Without
with 10%
20%
0 10 20
30
30%
Number of Storeys
Fig 9: Storey Displacements G+20 Steel structure (RSY)
Storey Displacements
1200
1000
800
600
400
200
0
0 10 20 30
Number of Storeys
Without
with 10%
20%
30%
Table3.9: Horizontal Storey Displacements(mm) of G+20 Steel Building RSY
Table3.10: Storey Shear (KN) of G+20 Steel Building (RSX)
14000
12000
10000
8000
6000
4000
2000
0
without
with 10%
20%
30%
Number of storeys
Table3.11: Storey Shear (KN) of G+20 Steel Building (RSY)
Storey shear (KN)
Storey Shear(KN)
Story1
Story3 Story5 Story7 Story9 Story11 Story13 Story15 Story17 Story19 Story21
Storey Shears of G+20 Steel Structure (RSX)
Storey
X-Direction (mm)
without
with
10%
20%
30%
Story1
9504.32
11866
11697
11670
11524
Story2
9330.65
11758
11572
11538
11385
Story3
9062.57
11547
11343
11296
11134
Story4
8749.34
11252
11035
10975
10805
Story5
8423.11
10895
10669
10598
10422
Story6
8101.03
10495
10264
10187
10009
Story7
7789.64
10072
9840.7
9762.9
9588
Story8
7491.32
9641
9416.4
9342.7
9176
Story9
7207.94
9218
9004.9
8938.3
8783
Story10
6939.08
8811
8614.7
8557
8416
Story11
6678.03
8423
8244.8
8196.7
8071
Story12
6410.78
8048
7887.7
7848.8
7738
Story13
6119.78
7673
7531.9
7499.8
7402
Story14
5789.11
7280
7157.2
7128.5
7040
Story15
5405.86
6846
6738
6709.6
6627
Story16
4956.55
6343
6248.1
6216.9
6137
Story17
4422.63
5745
5659
5620.9
5540
Story18
3780.75
5022
4940.6
4890.7
4807
Story19
3009.97
4135
4058.6
3995
3911
Story20
2102.34
3026
2959.1
2889.6
2815
Story21
1069.73
1623
1576.3
1525.3
1478
Fig 11: Storey Shear G+20 Steel structure (RSY)
12000
10000
8000
6000
4000
2000
0
without
with
10%
20%
30%
Number of Storeys
Story1
Story3 Story5 Story7 Story9 Story11 Story13 Story15 Story17 Story19 Story21
Storey Shears Of G+20 Steel Structure (RSY)
Storey
Y-Direction (mm)
without
with
10%
20%
30%
Story1
4632.44
9679
9372
8902.4
8435
Story2
4515.37
9558
9237.6
8782.7
8317
Story3
4392.75
9310
8978.1
8538.9
8081
Story4
4268.35
8963
8625.1
8205.2
7766
Story5
4139.76
8542
8205.9
7813
7407
Story6
4004.49
8076
7749.5
7395.5
7036
Story7
3861.69
7593
7284.5
6980.5
6675
Story8
3711.82
7123
6838.9
6593.5
6343
Story9
3555.38
6694
6440.2
6251.7
6049
Story10
3392.18
6330
6106.1
5964.7
5795
Story11
3221.04
6042
5845.1
5734.3
5582
Story12
3040.24
5830
5654.3
5551.3
5399
Story13
2847.91
5676
5515.6
5400.7
5235
Story14
2642.58
5553
5401.4
5257.7
5068
Story15
2423.07
5421
5274.1
5092.4
4876
Story16
2187.51
5232
5089.9
4869.8
4631
Story17
1931.62
4943
4806.2
4550
4299
Story18
1646.54
4506
4375.9
4092.9
3843
Story19
1318.68
3863
3745
3453.3
3221
Story20
932.681
2939
2842.4
2585.3
2397
Story21
479.757
1634
1575
1421.5
1312
Table3.12: Lateral Loads G+20 Steel structure (RSX)
Lateral Loads for G+20 Steel Structure (RSX)
Storey
X-Direction (mm)
without
with
10%
20%
30%
Story1
173.666
108.3
124.38
131.92
138.7
Story2
268.084
211
228.98
241.67
250.8
Story3
313.231
294.7
308.19
321.13
329.5
Story4
326.233
357.6
366.26
376.81
382.8
Story5
322.074
399.6
404.97
411.2
413.1
Story6
311.394
423.4
423.21
424.01
420.7
Story7
298.317
430.7
424.25
420.27
412.1
Story8
283.379
422.9
411.5
404.39
392.7
Story9
268.86
406.7
390.22
381.31
367.2
Story10
261.049
388.4
369.94
360.23
345
Story11
267.257
375
357.04
347.91
333
Story12
290.996
374.7
355.83
349.04
336.3
Story13
330.666
392.7
374.67
371.26
361.8
Story14
383.257
434.5
419.22
418.97
413
Story15
449.312
503.1
489.92
492.7
490.1
Story16
533.915
597.5
589.08
595.98
596.8
Story17
641.881
722.9
718.41
730.21
733.1
Story18
770.777
887.9
882.02
895.73
896.2
Story19
907.628
1108
1099.5
1105.4
1096
Story20
1032.62
1403
1382.8
1364.3
1336
Story21
1069.73
1623
1576.3
1525.3
1478
Table3.13: Lateral Loads G+20 Steel structure (RSY)
Fig 10: Storey Shear G+20 Steel structure (RSX)
Time Periods of G+20 Steel Structure
Mode
Without
With
10%
20%
30%
Time Period ( sec )
Mode1
4.484
2.046
2.142
2.16
2.178
Lateral Loads for G+20 Steel Structure (RSY)
Storey
Y-Direction (mm)
without
with
10%
20%
30%
Story1
117.073
121.4
134.41
119.64
118.1
Story2
122.614
247.3
259.52
243.86
236.5
Story3
124.398
347.5
352.99
333.65
314.3
Story4
128.593
420.9
419.19
392.17
359.3
Story5
135.273
465.8
456.41
417.57
371.1
Story6
142.799
482.8
465.06
414.93
360.5
Story7
149.865
470.8
445.56
387.03
332.4
Story8
156.445
428.4
398.71
341.82
294.4
Story9
163.197
364.1
334.08
286.96
253
Story10
171.138
288.1
260.96
230.44
213.2
Story11
180.806
212.6
190.83
183
182.9
Story12
192.33
153.4
138.76
150.56
164.7
Story13
205.325
122.6
114.17
143.08
166.6
Story14
219.513
132.4
127.32
165.24
191.7
Story15
235.558
188.8
184.22
222.61
245.2
Story16
255.896
288.9
283.64
319.77
332.4
Story17
285.076
437.1
430.29
457.15
455.8
Story18
327.857
642.7
630.89
639.57
621.8
Story19
386.003
924.4
902.61
868.04
824.6
Story20
452.924
1305
1267.5
1163.8
1084
Story21
479.757
1634
1575
1421.5
1312
Fig 14: Time Period (sec) G+20 Steel structure
5
4
3
2
1
0
Mode1
Without With 10% 20% 30%
Lateral loads(KN)
Fig 12: Lateral Load G+20 Steel structure (RSX)
2000
1500
1000
500
0
without
with 10%
20%
30%
Number of Storeys
Lateral Load(KN)
Story1
Story3 Story5 Story7 Story9 Story11 Story13 Story15 Story17 Story19 Story21
Fig 13: Lateral Load G+20 Steel structure (RSY)
2000
1500
1000
500
0
without
with 10%
20%
30%
Number of Storeys
Story1
Story3 Story5 Story7 Story9 Story11 Story13 Story15 Story17 Story19 Story21
Table3.14: Time Periods of G+20 Steel structure
4.CONCLUSIONS:
This study presents a summary of the project work, for R.C.C Shear wall building and Steel Shear wall building for different opening percentages. The effect of Seismic load has been studied for a building with different openings of shear wall. On the basis of the results following conclusions have been drawn:
-
Shear walls are considered to be a gift to the future construction industry. Scope of shear walls in construction field is immense.
-
Steel Plate Shear wall buildings have more roof displacement than RCC shear wall Buildings. This is as time period is less, lesser is mass of structure and more is the stiffness, the time period is observed less in RCC shear wall models which reflects more stiffness of the structure and lesser mass of structure
-
Storey Shear of SPSW models is more than the RCSW models. This is due to stiffness and the seismic weight of the building. Storey shear increases as the stiffness and the seismic weight increases. But in this study stiffness effect is more compared to seismic weight of the structure. Though SPSW models are lighter in weight than the RCSW models due to the high ductile nature of steel i.e. less stiffness, Storey shears are higher.
-
As the opening % increases there is an increase in the storey shear of RCSW models as well as SPSW models. In RCSW it is 5% to 32% which is lesser than SPSW having 6% to 49% increase compared to Shear walls without openings.
-
Due to the RCC shear walls have more stiffness than the steel shear walls which are more flexible due to the ductility property.
-
As the opening % increases in the shear wall the Roof Displacement increases, as the stiffness of the structure is disturbed.
-
Time period of steel shear wall building is more than the RCC shear wall building by 25% to 30%. Time period of a structure is inversely proportional to the
-
REFERENCES
-
stiffness of the structure. Hence as the stiffness of a structure increases the Time period of the structure decreases and vice versa. As the SPSW are less stiff than the RCSW, steel shear wall building has more time period.
-
There is an increase in the Time period as the opening
% increases in both RCSW and SPSW models. But in SPSW it is more by 3.41%, 5.71% and 8.7% increase for 10%, 20%and 30% respectively when compared to SPSW without openings. In RCC it is somewhat lesser compared which is 4.13% ,6.08%and 10.32% increase for 10%, 20% and 30% respectively.
-
On studying the results for both Steel structure with SPSW and RC structure with RCSW it was observed that shear wall with 10% opening performed much similar to that of complete shear wall.
-
A.M. Mwafy, A.S. Elnashai,Static Pushover versus Dynamic Collapse Analysis of RC Buildings. Engineering Structures, 23, 407-424,2001.
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Erol Kalkan, Sashi K Kunnath, Adaptive modal combination procedure for nonlinear static analysis of building structures. J. Struct. Engrg., ASCE, 132:11, 1721-1731, 2006.
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Rajat Bongilwar, V R Harne and Aditya Chopade, Significance Of Shear Wall In Multi-Storey Structure With Seismic Analysis, IOP Conference series: Materials Science And Engineering,2018
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Boria Anyaa, Tamal Ghosh, A Study on Effect of Shear Wall in Seismic Analysis of Building, IOP Conf. Series: Earth and Environmental Science,2021.
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FRISCHMANN, W. W., PRABHU, S. S., and TOPPLER,J. F., Multi-Storey Frames and InterConnected ShearWalls-SY.!?,jected to Lateral 'Loads, Cone. Constr, Eng., Vol. 58, pp. 227-34, and 283- 92, 1963(also published in Indian Concrete Journal, Vol. 38, pp. 219-29, 1964.)
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MuTO, K., and KUROMASA, K., Experimental Study of Vibration Resistant Reinforced Concrete Walls; Study of Strength and Construction of Reinforced Concrete Frames with Walls, Japanese Arch. Eng. Research Fund (in Japanese) Tokyo 1952.
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Vinay Agrawal, Rajesh Gupta, Manish Goyal, A Study on Seismic Analysis of High-Rise Irregular Floor Plan Building with Different Position of Shear Walls.
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IS 1893(Part-I):2016. Criteria for Earthquake Resistant Design Of Structures, General Provision and Buildings.
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IS456:2000.Plain and Reinforced Concrete. 10) IS 875 :2015 (Part I & II)