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International Journal of Civil Engineering and Technology (IJCIET)Volume 8, Issue 5, May 2017, pp.

Available online at http://www.iaeme.com/IJCIET/issues.

ISSN Print: 0976-6308 and ISSN

© IAEME Publication

STUDY OF OMRF AND SM

FOR DIFFERENT EARTHQ

Prof. & Advisor, Department of Civil Engineering, Amity University, UP, Noida, India

ABSTRACT

The increase in the rate of earthquake every year and thereby increasing loss of

life and property has led to necessity of comparing the methods of

analyzing/designing of building structures. The stu

done by classifying them into two meth

(OMRF) structures and Special RC Moment Resisting Frame (SMRF) Structures. In

these study two comparisons has been done. First comparison is between OMRF and

SMRF structures. Second comparison is the behavior of

different earthquake zones of India. STAAD Pro software is us

structures, for four Earthquake zones

done while designing, considering

fixed dimensions of beams and columns

the displacement of OMRF and SMRF Structure due to lateral force generated by the

earthquake in x and z direction. In conclusion, the comparison of study ou

for following the suitable method of

prevent the loss of life, infrastructure and to meet the better serviceability criteria

during the earthquake.

Key Words: OMRF, SMRF, Framed Structures, Se

Cite this Article: J. Bhattacharjee Study

Different Earthquake Zones

Technology, 8(5), 2017, pp.

http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=8&IType=5

1. INTRODUCTION

Every building behaves differently when exposed to earthquake force. The shape of building,

size of the building, total weight of the building at the same time vertica

and should be studied. The priority of strength, rigidity, ductileness should also be

considered. To resist the earthquake force which comes on the structure through lateral

direction, we have many options to resist that force such as

we have three options; first one is ordinary moment resisting frames (OMRF), second one is

special moment resisting frames (SMRF), third one is special moment resisting frames

(SMRF) with shear wall. Further, we can also h

IJCIET/index.asp 968 [email protected]

International Journal of Civil Engineering and Technology (IJCIET) 2017, pp.968–983, Article ID: IJCIET_08_05_105


6308 and ISSN Online: 0976-6316

Scopus Indexed

STUDY OF OMRF AND SMRF STRUCTURES

FOR DIFFERENT EARTHQUAKE ZONES OF

INDIA

J. Bhattacharjee

Department of Civil Engineering, Amity University, UP, Noida, India

the rate of earthquake every year and thereby increasing loss of


analyzing/designing of building structures. The study of the building structures was

them into two methods i.e. Ordinary RC Moment Resisting Frames



SMRF structures. Second comparison is the behavior of a building structure in

different earthquake zones of India. STAAD Pro software is used for designing

for four Earthquake zones. In this study the variation in the structure

considering OMRF and SMRF Structures. For

fixed dimensions of beams and columns was taken, so as to co-relate the variation in


earthquake in x and z direction. In conclusion, the comparison of study ou

he suitable method of designing the structure for safety purpose, to


OMRF, SMRF, Framed Structures, Serviceability Criteria.

J. Bhattacharjee Study of OMRF and SMRF Structures for

Different Earthquake Zones of India. International Journal of Civil Engineering and

, 8(5), 2017, pp. 968–983.



size of the building, total weight of the building at the same time vertical uniformity matters



direction, we have many options to resist that force such as moment resisting frames in which



(SMRF) with shear wall. Further, we can also have bearing wall system, side (lateral)

[email protected]

asp?JType=IJCIET&VType=8&IType=5

RF STRUCTURES

UAKE ZONES OF

Department of Civil Engineering, Amity University, UP, Noida, India.

the rate of earthquake every year and thereby increasing loss of


dy of the building structures was

Ordinary RC Moment Resisting Frames



a building structure in

ed for designing

the variation in the structure was

Structures. For that purpose

relate the variation in


earthquake in x and z direction. In conclusion, the comparison of study output is done

designing the structure for safety purpose, to


rviceability Criteria.

nd SMRF Structures for

International Journal of Civil Engineering and



l uniformity matters



moment resisting frames in which



ave bearing wall system, side (lateral)

Study of OMRF and SMRF Structures for Different Earthquake Zones of India

http://www.iaeme.com/IJCIET/index.asp 969 [email protected]

bracing option. The most important concern is to identify the most suitable option according

to the condition available as well as resources available.

In this piece of work, the study of the behavior of the building structure is done by

classifying them into two categories one is Ordinary RC Moment Resisting Frames Structure

and second is Special RC Moment Resisting Frame Structures. In this project our concern is

only confined to reinforced concrete structure. It has been observed that advanced analysis is

required for all the structures located in the Nation. So, we are doing our analysis for all the

four zones of India. The history of the Indian earthquake zone division indicates that there

were changes in the earthquake zones many times. The zone I is now completely merged with

zone II, whereas many zones up gradation has also been done. So it is the need of the hour to

have such type of solution that whenever any up gradation is done, the structure which was

constructed before up gradation will also be safe after up gradation. To find the solution of

such problem with the available earthquake codes this piece of research is done. In this study

we have analyses the following:

• Find out variation in the displacement of the Ordinary RC Moment Resisting

Frames Structures to the Special RC Moment Resisting Frames Structures.

• Calculate the seismic behavior of the structure in different zones as well as with

the different heights of buildings/structures.

Different codes used for the designing are Indian standard 875 (l & 2), Indian standard

1893:2002 (l), Indian standard 456:2000 and Indian standard 13920:1993.

2. DESIGN IDEOLOGY

2.1. Preface to building arrangement

In this report we are dealing with the variation in the structure designed as Ordinary RC

Moment Resisting Frame Structures and Special RC Moment Resisting Frame Structures. For

that purpose we have fixed some dimensions so that we can relate the variation in

displacement due to lateral force generated by the earthquake in x and z direction both.

The structure which is designed is having dimensions of 20 x 30 m. The dimension 20 m

is along the length wise direction and the dimension 30 m is along the depth wise direction.

Each length as well as depth both have five division due to which the dimension of one

division along the length is divided into five parts i.e. 20/5 resulting into 4 m, also the

dimension of one division along the depth is divided into five parts i.e. 30/5 resulting into 6

m. The analysis for the detail design of structure is done by structural analysis and design

programming known as Staad pro. The thickness of the slab provided is also fixed for all the

building structures. The thickness of the slab is assumed as 140 mm.

2.2. Earthquake zones in India

In India the zonal division till present date is of four zones starting from zone II to the zone

V; the complete mountain range of north as well as east is coming under zone V; in addition

to this Nicobar Islands and part of Gujarat also comes under zone V with some portion of

Maharashtra also. This is that region where the earthquake of very high magnitude had

occurred earlier in the history. The zonal division is according to the magnitude. The zonal

divisions are changed / revised according to the occurrence of the earthquake as shown in

Figure 1-4.

J. Bhattacharjee


Figure 1 1962 seismic map of India.





Figure 4 Present seismic map of India

3. DELIBERATION ON EXEMPLARY BUILDING

In this exemplary buiding, design structures were done as Ordinary RC Moment Resisting

Frames Structures and Special RC Moment Resisting Frames Structures. The model is

designed according to the requirement of the section in such a way that we need to keep the

section constant in all the zones. Here while designing 5 story structure as shown in Figure 5,

the section of beam, column, plate same for earthquake zone II to V was kept same. The only

thing which is changed is the reinforcement. But the section of column and beams will be

different for ordinary moment resisting frames and special moment resisting frames. But the

section of ordinary moment resisting frames for all zone will be constant.

Figure 5 5 Storey structure

J. Bhattacharjee


3.1. Loading and Dimension of the sections

5 Storey OMRF

Space Column size mm Beam size mm in

X direction

Beam size mm in Z

direction Slab thickness

Upto 5 storey 0.4x0.55 0.3x0.5 0.3x0.6 140

5 Storey SMRF

Space Column size mm Beam size mm

in X direction

Beam size mm

in Z direction Slab thickness

Upto 5 storey 0.35x0.55 0.3x0.45 0.3x0.5 140

Load considered for the analysis are: Live load = 3kn/m2 ; Seismic load = Indian standard

1893:2002 (l), Live load = Indian standard 875(ll); Dead load = Indian standard 875 (l);

Indian standard 1893:2002 (l)

Zone factor considered is for Zone ll =0.1, Zone lll = 0.16 , Zone lV = 0.24, Zone V =

0.36

Response reduction factor considered For ordinary moment resisting frame structure = 3

and for For special moment resisting frame structure = 5

Load combinations taken are i) 1.5xD.L+1.5xI.L, ii) 1.2xD.L+1.2xI.L±1.2xEL(+X),

i) 1.2xD.L+1.2xI.L±1.2xEL(-X), iv) 1.2xD.L+1.2xI.L±1.2xEL(+Z) , v)

2xD.L+1.2xI.L±1.2xEL(-Z), vi) 0.9xD.L±1.5xEL(+X), vii) 0.9xD.L±1.5xEL(-X),

viii) 0.9xD.L±1.5xEL(+Z), xi) 0.9xD.L±1.5xEL(-Z), x) 1.5xD.L±1.5xEL(-X), xi)

1.5xD.L±1.5xEL(+Z), xii) 1.5xD.L±1.5xEL(-Z), xiii) 1.5xD.L±1.5xEL(+X)

Design calculation: The designing of different structures has been done and a combination

of minimum dimention of column has been find out to resist the load as well as a section of

the column which is capable to bearing streangth in all the zone from II to V. different models

for different structures has been made for the 5, 10, 15, 20 with Ordinary RC Moment

Resisting Frames Structures also for the Special RC Moment Resisting Frames Structures.

The software used for analysis is Structural Analysis and Design Programming (STAAD

Pro).

4. ORDINARY RC MOMENT RESISTING FRAMES STRUCTURES

AND SPECIAL RC MOMENT RESISTING FRAMES STRUCTURES

The ordinary moment resisting frame structure is designed by creating nodes than joining the

nodes by using the beam node cursor than the column is created by using the beam node

cursor. The support provided to the structure is fixed. The load of the wall is assigned to the

beams and also the load coming from the slab is coming in the vertical direction is also

assigned to the beams. The horizontal force which are coming are prevented by the slab

which helps in preventing the deformation of the structure. Special RC Moment Resisting

Frame Structure is also made by the same procedure. The difference is in the seismic load

defination.



5. RESULTS OF THE PROJECT WORK

5.1. Performance of OMRF Structure and SMRF Structure

The performance of Ordinary RC Moment Resisting Frame and Special RC Moment

Resisting Frame is analysed. For the purpose of analysis a structure having dimension 20x30

m is taken. In which there are five division in both the direction , due to which the value of

single pannel becomes 4x6. The building is analysied in all four zones of india. The drift is

properly checked and according to the provision of indian standard 1893:2002code clause

7.11.1. the values are with in the permissible limit i.e. h/250 = 0.004 h, here h is representing

the height upto that storey. Later on the analysis of ordinary RC moment resisting frame and

special RC moment resisting frame is done.

5.2. Observation of the deflection of OMRF Structure and SMRF Structure

The deflection for the building having dimension of 20x30 m is analysed for both i.e.

ordinary moment resisting frame and special moment resisting frame by varing the height

keeping the base dimention constant, the height which is varied is 5, 10, 15, 20 story. The

analysis which is done by using staad. Pro is as follows.

The values of maximum deflection is taken in all the load combination. In all cases we

have used the maximum value of deflection in X direction and Z direction by using the load

combination.

The value of deflection for ordinary RC moment resisting frame and special RC moment

resisting frame is as follows:

5.2.1. For zone II

For the 5 storey in x and z direction by using the load combination as shown in Table 1.

Table 1 StoreyX and Z Direction Zone II

Floor OMRF Structure SMRF Structure OMRF Structure SMRF Structure

X direction cm X direction cm X direction cm Z direction cm

0. 0.0000 0.0000 0.0000 0.0000

1. 0.0749 0.0450 0.0985 0.0591

2. 0.5073 0.3044 0.7022 0.4213

3. 0.9810 0.5886 1.3330 0.7998

4. 1.4165 0.8499 1.9067 1.1440

5. 1.7660 1.0596 2.3638 1.4183

6. 1.9820 1.1892 2.6354 1.5813

Observation of the deflection of OMRF Structure and SMRF Structure 5 storey in x

direction.

J. Bhattacharjee


Observation of the deflection of OMRF Structure and SMRF Structure 5 storey in z

direction.

From the above two graph value it is very clear that the results of OMRF Structure are

less safer as compared to SMRF Structure in terms of storey drift.

5.2.2. For zone III

Table 2 5 Storey X and Z Direction Zone III

Floor OMRF

Structure SMRF Structure

OMRF

Structure

SMRF

Structure

X direction X direction Z direction Z direction

0. 0.0000 0.0000 0.0000 0.0000

1. 0.1199 0.0719 0.1575 0.0946

2. 0.8117 0.4870 1.1235 0.6741

3. 1.5696 0.9417 2.1328 1.2797

4. 2.2664 1.3598 3.0507 1.8304

5. 2.8255 1.6953 3.7820 2.2692

6. 3.1712 1.9027 4.2167 2.5300


direction.

0

0.5

1

1.5

2

2.5

0 1. 2. 3. 4. 5. 6.

5 storey x direction zone II

OMRF Structure SMRF Structure

0

1

2

3

0 1. 2. 3. 4. 5. 6.

5 storey z direction zone II





direction.



5.2.3. For zone IV

Table 3 5 Storey X and Z Direction Zone IV



0. 0.0000 0.0000 0.0000 0.0000

1. 0.1798 0.1079 0.2364 0.1418

2. 1.2176 0.7305 1.6852 1.0111

3. 2.3543 1.4126 3.1992 1.9195

4. 3.3996 2.0398 4.5760 2.7456

5. 4.2383 2.5430 5.6730 3.4038

6. 4.7568 2.8541 6.3250 3.7950


direction.

0

1

2

3

4

1. 2. 3. 4. 5. 6.

5 storey x direction zone III


0

1

2

3

4

5

1. 2. 3. 4. 5. 6.

5 storey z direction zone III


J. Bhattacharjee



direction



5.2.4. For zone V

Table 4. 5 Storey X and Z Direction Zone V



0. 0.0000 0.0000 0.0000 0.0000

1. 0.2697 0.1618 0.3546 0.2128

2. 1.8263 1.0958 2.5278 1.5167

3. 3.5315 2.1189 4.7988 2.8793

4. 5.0994 3.0596 6.8641 4.1184

5. 6.3575 3.8145 8.5095 5.1057

6. 7.1352 4.2811 9.4876 5.6925


direction.

0

1

2

3

4

5

1. 2. 3. 4. 5. 6.

5 storey X direction zone IV


0

2

4

6

8

1. 2. 3. 4. 5. 6.

5 storey z direction zone IV





direction

From the above two graphs value, it is very clear that the results of OMRF Structure are


5.3. Calculation of multiplication factor

Table 5 OMRF and SMRF Displacement Values of 5 Storey with all Zones

Floor

OMRF

Structure

zone II

SMRF

Structure

zone II

OMRF

Structure

zone III

SMRF

Structure

zone III

OMRF

Structure

zone IV

SMRF

Structure

zone IV

OMRF

Structure

zone V

SMRF

Structure

zone V

X direction X direction X direction X direction X direction X direction X direction X direction

1. 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

2. 0.0749 0.0450 0.1199 0.0719 0.1798 0.1079 0.2697 0.1618

3. 0.5073 0.3044 0.8117 0.4870 1.2176 0.7305 1.8263 1.0958

4. 0.9810 0.5886 1.5696 0.9417 2.3543 1.4126 3.5315 2.1189

5. 1.4165 0.8499 2.2664 1.3598 3.3996 2.0398 5.0994 3.0596

6. 1.7660 1.0596 2.8255 1.6953 4.2383 2.5430 6.3575 3.8145

7. 1.9820 1.1892 3.1712 1.9027 4.7568 2.8541 7.1352 4.2811

0

2

4

6

8

1. 2. 3. 4. 5. 6.

5 storey x direction zone V


0

2

4

6

8

10

1. 2. 3. 4. 5. 6.

5 storey z direction zone V


J. Bhattacharjee


Table 6 Multiplication Factor to Convert OMRF Displacement to

SMRF Displacement for all Zone

Floor OMRF Structure zone II Multiplication factor SMRF Structure zone II

X direction cm Applicable for both direction X direction cm

1. 0.0000 0.6 0.0000

2. 0.0749 0.6 0.0450

3. 0.5073 0.6 0.3044

4. 0.9810 0.6 0.5886

5. 1.4165 0.6 0.8499

6. 1.7660 0.6 1.0596

7. 1.9820 0.6 1.1892

For checking the variation in behavior of a building /structure with repect to displacement

we have to use a multiplication factor of 0.6

Multiplication factor for calculating SMRF

SMRF = 0.6 OMRF

Table 7 5 Storey OMRF Value for all Zones

Floor OMRF Structure

zone II

OMRF Structure

zone III

OMRF Structure

zone IV

OMRF Structure

zone V

X direction cm X direction X direction X direction

1. 0.0000 0.0000 0.0000 0.0000

2. 0.0749 0.1199 0.1798 0.2697

3. 0.5073 0.8117 1.2176 1.8263

4. 0.9810 1.5696 2.3543 3.5315

5. 1.4165 2.2664 3.3996 5.0994

6. 1.7660 2.8255 4.2383 6.3575

7. 1.9820 3.1712 4.7568 7.1352

0

2

4

6

8

1. 2. 3. 4. 5. 6.

5 storey OMRF value for all zones

OMRF zone II OMRF Zone III OMRF Zone IV OMRF Zone V



Table 8 Multiplication Factor to Convert Zone II into Zone III, IV, V Respectively

Floor

OMRF

Structure

zone II

Multiplication

factor

OMRF

Structure

zone III

Multiplication

factor

OMRF

Structure

zone IV

Multiplication

factor

OMRF

Structure

zone V

X direction

cm

Applicable for

zone II to zone

III

X direction

Applicable for

zone II to zone

IV

X direction

Applicable for

zone II to zone

V

X direction

1. 0.0000 1.6 0.0000 2.4 0.0000 3.6 0.0000

2. 0.0749 1.6 0.1199 2.4 0.1798 3.6 0.2697

3. 0.5073 1.6 0.8117 2.4 1.2176 3.6 1.8263

4. 0.9810 1.6 1.5696 2.4 2.3543 3.6 3.5315

5. 1.4165 1.6 2.2664 2.4 3.3996 3.6 5.0994

6. 1.7660 1.6 2.8255 2.4 4.2383 3.6 6.3575

7. 1.9820 1.6 3.1712 2.4 4.7568 3.6 7.1352

Table 9 Multiplication Factor to Convert Zone III Into Zone IV, V Respectively

Floor

OMRF

Structure

zone III

Multiplication

factor

OMRF

Structure zone

IV

Multiplication

factor

OMRF

Structure zone

V

X direction Applicable for zone

III to zone IV X direction

Applicable for zone

III to zone V X direction

1. 0.0000 1.5 0.0000 2.25 0.0000

2. 0.1199 1.5 0.1798 2.25 0.2697

3. 0.8117 1.5 1.2176 2.25 1.8263

4. 1.5696 1.5 2.3543 2.25 3.5315

5. 2.2664 1.5 3.3996 2.25 5.0994

6. 2.8255 1.5 4.2383 2.25 6.3575

7. 3.1712 1.5 4.7568 2.25 7.1352

Table 10 Multiplication Factor to Convert Zone IV Into Zone V

Floor OMRF Structure zone IV Multiplication factor OMRF Structure zone V

X direction Applicable for zone IV to zone

V X direction

1. 0.0000 1.5 0.0000

2. 0.1798 1.5 0.2697

3. 1.2176 1.5 1.8263

4. 2.3543 1.5 3.5315

5. 3.3996 1.5 5.0994

6. 4.2383 1.5 6.3575

7. 4.7568 1.5 7.1352

J. Bhattacharjee


For a building constructed in different zones having same type of soil the multiplication

factor will be for Zone II x 1.6=zone III , zone III x 1.5 = zone IV, zone IV x 1.5 = zone V;

Zone II x 2.4 = zone IV; Zone III x 2.25 = zone V; Zone II x 3.6 = zone V Multiplication

factor to find displacement from OMRF of one zone to SMRF of another zone.

Table 11 Multiplication Factor to Convert Displacement of OMRF of Zone II to SMRF of Zone III

Floor OMRF Structure zone

II Multiplication factor SMRF Structure zone III

X direction cm Applicable for zone II to Zone III X direction

1. 0.0000 0.959 0.0000

2. 0.0749 0.959 0.0719

3. 0.5073 0.959 0.4870

4. 0.9810 0.959 0.9417

5. 1.4165 0.959 1.3598

6. 1.7660 0.959 1.6953

7. 1.9820 0.959 1.9027

Table 12 Multiplication Factor to Convert Displacement of OMRF of Zone II to SMRF of Zone IV

Floor OMRF Structure zone

II Multiplication factor

SMRF Structure zone

IV

X direction cm Applicable for zone II to Zone

IV X direction

1. 0.0000 1.441 0.0000

2. 0.0749 1.441 0.1079

3. 0.5073 1.441 0.7305

4. 0.9810 1.441 1.4126

5. 1.4165 1.441 2.0398

6. 1.7660 1.441 2.5430

7. 1.9820 1.441 2.8541

Table 13 Multiplication Factor to Convert Displacement of OMRF of Zone II to SMRF of Zone V

Floor OMRF Structure

zone II Multiplication factor SMRF Structure zone V

X direction cm Applicable for zone II to Zone V X direction

1. 0.0000 2.16 0.0000

2. 0.0749 2.16 0.1618

3. 0.5073 2.16 1.0958

4. 0.9810 2.16 2.1189

5. 1.4165 2.16 3.0596

6. 1.7660 2.16 3.8145

7. 1.9820 2.16 4.2811



Table 14 Multiplication Factor to Convert Displacement of OMRF of Zone III to SMRF of Zone IV

Floor OMRF Structure zone III Multiplication factor SMRF Structure zone IV

X direction Applicable for zone III to Zone IV X direction

1. 0.0000 0.9 0.0000

2. 0.1199 0.9 0.1079

3. 0.8117 0.9 0.7305

4. 1.5696 0.9 1.4126

5. 2.2664 0.9 2.0398

6. 2.8255 0.9 2.5430

7. 3.1712 0.9 2.8541

Table 15 Multiplication Factor to Convert Displacement of OMRF of Zone III to SMRF of Zone V

Floor OMRF Structure zone III Multiplication factor SMRF Structure zone V

X direction Applicable for zone III to Zone V X direction

1. 0.0000 1.35 0.0000

2. 0.1199 1.35 0.1618

3. 0.8117 1.35 1.0958

4. 1.5696 1.35 2.1189

5. 2.2664 1.35 3.0596

6. 2.8255 1.35 3.8145

7. 3.1712 1.35 4.2811

Table 16 Multiplication Factor to Convert Displacement of OMRF of Zone IV to SMRF of Zone V

Floor OMRF Structure zone IV Multiplication factor SMRF Structure zone V

X direction Applicable for zone IV to Zone V X direction

• 0.0000 0.9 0.0000

• 0.1798 0.9 0.1618

• 1.2176 0.9 1.0958

• 2.3543 0.9 2.1189

• 3.3996 0.9 3.0596

• 4.2383 0.9 3.8145

• 4.7568 0.9 4.2811

In Table 11, 14 and 16 the multiplication factor is less than 1, it means the displacement

value of OMRF Structure of zone II is higher than the SMRF value of zone III, OMRF

Structure of zone III is higher than the SMRF value of zone IV and OMRF Structure of zone

IV is higher than the SMRF value of zone V.

J. Bhattacharjee


Graph : OMRF and SMRF Displacement Values of 5 Storey with All Zones

6. CONCLUSION

This study was done to analyse the effect of lateral force on the high rise buildings,as the land

surface is fixed and there is very rapid growth of population in India. Due to which the study

of high rise building is important. As the rate of earthquake is increasing every year, so it

became more important to study the effect of earthquake forces on the high rise structure to

resist the lateral forces coming on the structure. the effect of lateral forces in the form of

displacement is done by using the structure analysis and design programe software. Along

with the lateral load coming from the earthquake the dead load and live load is also

considered.

The result from the above analysis is that the structure is more safe while using Special

RC Moment Resisting Frame Structure in comparison to the Ordinary RC Moment Resisting

Frame Structure. However the reinforcement required in the Special RC Moment Resisting

Frame Structure is more as compared to ordinary RC moment resisting frame structure.The

more intresting fact is that the high rise building displacement value is with in permisible

limit in special RC moment resisting frame structure as well as in ordinary RC moment

resisting frame structure; the percentage of steel used in special moment resisting frame is

high at joints due to the presence of more tie members near the joints as compared to ordinary

moment resisting frame structure. In this study we can cleary see the fact that a SMRF

structure whose dimensions are less than OMRF structure can resist more lateral force. If we

construct SMRF Structure in zone II, it will show less displacement than the OMRF structure

constructed in zone III. Simillar fact also exists for SMRF of zone III to OMRF of Zone IV

also for SMRF of zone IV to OMRF of zone V.

The designing of special moment resisting frame structure is advised because it can resist

more earthquake load coming in the form of lateral load and will provide more searvisibility

as compared to ordinary RC moment resisting frame structure, also it will make our structure

safe when there is up gradation of zone in eartthquake code.

0

2

4

6

8

1. 2. 3. 4. 5. 6.

Chart Title

OMRF Structure zone 2 SMRF Structure zone 2 OMRF Structure zone 3

SMRF Structure zone 3 OMRF Structure zone 4 SMRF Structure zone 4

OMRF Structure zone 5 SMRF Structure zone 5



REFERENCES

[1] Ijret eISSN:2319-1163|pISSN:2321-7308

[2] IS 875 (part 1):1987 code of practice for design loads.

[3] IS 1893:2002 criteria for earthquake resistant design of structures.

[4] Learning earthquake design and construction by C.V.R.Murty indian institute of

technology kanpur, India.

[5] Research engineers international, staad pro. 2006 technical reference-2004

[6] IS 13920:1993 ductile detailing of reinforced concrete structures subjected to seismic

forces.

[7] Code of practise IS 456:2000 plain reinforced concrete code of practise

[8] Chopra, A.K., Dynamics of structures, second edition, prentice Hall, 2000

[9] Anshuman. S, Dipendu. Bhunia, Bhavin RAmjiyani. “solution of shear wall location in

multi storey building” CIRES & Geological Sciences University of Colorado

http://www.colorado.edu/GoelSci.

[10] Sanjay Kumar Verma and Saleem Akhtar. Effect of Earthquake on Structures Built on

Reclaimed Lands In Jabalpur of India, International Journal of Civil Engineering and

Technology, 7(2), 2016, pp. 376–386.

[11] Dr. S. B. Shinde and N.B. Raut, Effect of Change in Thicknesses and Height in Shear

Wall on Deflection of Multistoried Buildings. International Journal of Civil Engineering

and Technology, 7(6), 2016, pp.587–591.

[12] Guidalines for high rise buildings-regarding no. 21-270/2008-Ia.Iii Ministery of

Environment and Forests Government of India.

[13] Akis,Tolga” Laterral Load Analysis of Shear Wall Frame Structures “ Department of

Engineering Science.

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