Comparative Study of Seismic Performance of Reinforced Concrete ...

Comparative Study of Seismic Performance of Reinforced

Concrete Buildings designed in accordance with the Seismic

Provisions of ASCE 7-10 and IS 1893-2002

A thesis submitted to the

Graduate school of

University of Cincinnati

in partial fulfillment of the requirements for the degree of

Master of Science

in the School of Advanced Structures of

The College of Engineering and Applied Science

By

Sagar M Jadhav

Bachelor of Engineering (Civil), 2006, V.J.T.I, University of Mumbai, India.

Committee Chair: Dr. Bahram M. Shahrooz

Committee Members:

Dr. Gian A. Rassati

Dr. Richard A. Miller

ii

Abstract

The study focuses on the comparison of the American and Indian standards in relation to

seismic design and analysis of reinforced concrete structures. Seismic provisions of the current

versions of ASCE 7 and IS 1893 are compared on the basis of the type of allowable analysis

procedures, zoning system, site classification, fundamental time period of the structure, response

reduction factor, importance factor, minimum design lateral force, allowable story drifts, and

design response spectra. Two geometrically similar commercial reinforced concrete buildings

were designed in high seismic regions of USA and India as per the respective seismic provisions

in ASCE 7 and IS 1893. The member dimensions, reinforcement sizes, and detailing were

determined per guidelines of the respective codes.

A mathematical model of the structure is created in Ruaumoko 3D for nonlinear response

history analysis (RHA). Inelastic properties in terms of cross-sectional properties of members

and hysteretic behavior are reflected in the modeling of the individual members. Design response

spectrum compatible artificial and scaled recorded ground motions were chosen for each

structure based on the current code methods. Both structures were subjected to a pair of ground

motions applied orthogonally. The analytical results from RHA were synthesized in terms of

overall structural performance, i.e., roof displacements and inter-story drifts, and performance of

individual members, i.e., beam flexural demands and column biaxial axial load-moment

demands. Thus, it was possible to examine the seismic performance of the members and the

structure as a whole. The response of both the buildings is compared in an effort to explore

potential differences in the seismic performance of buildings per ASCE 7 and IS 1893 codes.

iv

Acknowledgement

First and foremost, I would like to thank Dr. Bahram Shahrooz for his support, and being

always available to help me with all my doubts and queries. His immense patience and valuable

guidance has helped me in completing my research work. The opportunity to work with him has

helped me gain thorough knowledge in my field and learn a variety of tools that will help me in

my future career. I would also like to thank my thesis committee members Dr. Gian Rassati and

Dr. Richard Miller for their valuable comments during the course of this research work.

The past few years have been a good learning experience at the University of Cincinnati.

I will take this opportunity to thank my friends from V.J.T.I, my office colleagues from L&T and

my friends here at UC (especially Allakh Kulkarni and Sagar Bhamare), who in some way or

other have helped me in my journey. I shall thank my close friends Himanshu, Sanyog, and

Sachin who have been a very important part throughout my life. I thank my fiancée Sonia and

my sisters Madhavi and Manali in believing in me and keeping me focused in both happy and

tough times in my life. Finally and most importantly, I would like to thank my parents Mr.

Moreshwar Jadhav and Mrs. Asha Jadhav who have sacrificed a lot for me; I would not have

reached here so far without their support. I dedicate this thesis to them.

v

Table of Contents

List of Tables ................................................................................................................................ ix

List of Figures ............................................................................................................................... xi

List of Symbols and Abbreviations .......................................................................................... xiv

Chapter 1 Introduction................................................................................................................. 1

1.1 Background ........................................................................................................................... 1

1.2 Objective and Scope ............................................................................................................. 2

1.2.1 Objective ........................................................................................................................ 2

1.2.2 Scope and Outline .......................................................................................................... 2

Chapter 2 Review of the U.S. and Indian seismic design standards ........................................ 4

2.1 Review of the seismic design codes...................................................................................... 4

2.1.1 ASCE-7 (2010) .............................................................................................................. 4

2.1.2 IS 1893(2002) ................................................................................................................ 4

2.1.3 Common features of ASCE 7and IS 1893 ..................................................................... 5

Chapter 3 Analysis and Design of structure per ASCE 7-10 seismic provisions (Case 1) ... 11

3.1 Structural Geometry and Occupancy .................................................................................. 11

3.2 Site Location and Site Class ............................................................................................... 11

3.3 Loads and Load Combinations ........................................................................................... 12

3.3.1 Gravity Loads............................................................................................................... 12

3.3.2 Seismic Loads and Analysis Procedure ....................................................................... 12

3.3.3 Load Combinations ...................................................................................................... 13

3.4 Modeling and Analysis of Structure ................................................................................... 13

3.5 Design of Structure ............................................................................................................. 14

vi

Chapter 4 Analysis and Design as per IS 1893(2002) seismic provisions (Case 2) ............... 21

4.1 Structural Geometry and Occupancy .................................................................................. 21

4.2 Site Location and Site Class ............................................................................................... 21

4.3 Loads and Load Combinations ........................................................................................... 22

4.3.1 Gravity Loads............................................................................................................... 22

4.3.2 Seismic Loads and Analysis Procedure ....................................................................... 22

4.3.3 Load Combinations ...................................................................................................... 23

4.4 Modeling and Analysis of Structure ................................................................................... 24

4.5 Design of Structure ............................................................................................................. 25

Chapter 5 Nonlinear Response History Analysis of the designed structures ........................ 30

5.1 Modeling of Structure in Ruaumoko 3D ............................................................................ 30

5.2 Modeling of Nonlinear Sectional Properties in Ruaumoko 3D .......................................... 31

5.2.1 P-Mzz-Myy capacity check columns in MATLAB ....................................................... 33

5.3 Lumped Masses .................................................................................................................. 35

5.4 Gravity Loads...................................................................................................................... 35

5.5 Selection of Artificial and Recorded Ground Motions ....................................................... 35

5.5.1 Artificial Ground Motion ............................................................................................. 36

5.5.2 Recorded ground motions ............................................................................................ 36

5.6 Nonlinear Analysis Output in Ruaumoko 3D ..................................................................... 39

Chapter 6 Results and Conclusions ........................................................................................... 57

6.1 Case 1 (Structure designed per ASCE 7) ............................................................................ 57

6.1.1 GM-1 (Artificial ground motion compatible with ASCE 7 design spectrum)............. 57

6.1.2 GM-2 (Scaled recorded ground motion, Event-Imperial Valley-06) ........................... 58

vii

6.1.3 GM-3 (Scaled recorded ground motion, Event-Loma Prieta) ..................................... 58

6.2 Case 2 (Structure designed per IS 1893)............................................................................. 59

6.2.1 GM-4 (Artificial ground motion compatible with IS 1893 design spectrum) ............. 59

6.2.2 GM-5 (Scaled recorded ground motion, Event-Superstition Hills) ............................. 60

6.2.3 GM-6 (Scaled recorded ground motion, Event-Bhuj) ................................................. 60

Chapter 7 Summary, Discussion, Conclusions and Future Research .................................... 72

7.1 Summary and Relative Comparison ................................................................................... 72

7.1.1 Performance of structure designed as per ASCE 7 seismic provisions (Case 1) ......... 72

7.1.2 Performance of structure designed as per IS 1893 seismic provisions (Case 2) ......... 72

7.1.3 Relative comparison of performance of Case1 and Case 2 structures ......................... 73

7.2 Discussion ........................................................................................................................... 73

7.3 Conclusion .......................................................................................................................... 74

7.4 Recommendations for future research ................................................................................ 75

References .................................................................................................................................... 76

Appendix A Analysis and Design of Structure as per American Standards ......................... 79

A.1 Load calculation as per ASCE 7(Spreadsheet) .................................................................. 79

A.2 Load combination in ETABS ............................................................................................. 91

A.3 Design and detailing of beams ........................................................................................... 92

A.4 Design and detailing of columns ........................................................................................ 98

Appendix B Analysis and Design of Structure as per Indian Standards ............................. 116

B.1 Load calculation as per IS 1893, IS 875(Spreadsheet)..................................................... 116

B.2 Load combinations in ETABS ......................................................................................... 125

B.3 Design and detailing of beam ........................................................................................... 126

viii

B.4 Design and detailing of columns ...................................................................................... 132

Appendix C Nonlinear Response History analysis of the structures ................................... 147

C.1 Material models used in XTRACT .................................................................................. 147

C.2 Bilinear Approximation from M- diagram (Sample Calculation) .................................. 152

C.3 Ground Motions-Scaling .................................................................................................. 155

C.4 Ground Motions-Orthogonal Transformation .................................................................. 157

C.5 P-Mzz-Myy capacity surface generation for columns (MATLAB code) ........................ 161

C.6 Ruaumoko 3D Input file ................................................................................................... 164

C.6.1 Input file for structure designed as per ASCE 7 seismic provisions (Case 1) .......... 164

C.6.2 Input file for structure designed as per IS 1893 seismic provisions (Case 2) ........... 218

C.7 Detailed results of nonlinear response history analysis (RHA) ....................................... 275

ix

List of Tables

Table 2-1 Common-terms in seismic provisions of ASCE7-10 and IS 1893(2002) ...................... 7

Table 2-2 Zone Factor (Z), IS 1893(2002) ................................................................................... 10

Table 2-3 Site Class classification in IS 1893(2002) and ASCE 7-10 ......................................... 10

Table 3-1 Lateral forces from ELF analysis: Case 1 .................................................................... 15

Table 3-2 X Direction story drifts: Case 1 .................................................................................... 15

Table 3-3 Y Direction story drifts: Case 1 .................................................................................... 16

Table 3-4 Sectional dimensions and reinforcement of designed members: Case 1 ...................... 17

Table 4-1 Modal mass participation ratios from analysis in ETABS: Case 2 .............................. 26

Table 4-2 X direction story drifts: Case 2 ..................................................................................... 26

Table 4-3 Y direction story drifts: Case 2 ..................................................................................... 27

Table 4-4 Sectional dimensions and reinforcements: Case 2 ....................................................... 27

Table 5-1 Bilinear factors(r) for flexure: Case 1 .......................................................................... 40

Table 5-2 Bilinear factors(r) for flexure: Case 2 .......................................................................... 40

Table 5-3 Sectional response properties of columns and beams: Case 1 ..................................... 41

Table 5-4 Sectional response properties of columns and beams: Case 2 ..................................... 42

Table 5-5 Elastic sectional properties of columns and beams: Case 1 ......................................... 43

Table 5-6 Elastic sectional properties of columns and beams: Case 2 ......................................... 43

Table 5-7 Modified Takeda hysteresis rule parameters ................................................................ 43

Table 5-8 Ground motions for Response History Analysis: Case 1 ............................................. 44

Table 5-9 Ground motions for Response History Analysis: Case 2 ............................................. 44

Table 6-1 Results: Maximum base shear, roof displacements and inter-story drifts .................... 62

Table 6-2 Results: Number of members yielding (%) .................................................................. 63

x

Table C-1 Confining reinforcement details in XTRACT ........................................................... 147

Table C-2 Axial Compressive Loads for M-relationships. ...................................................... 154

Table C-3 Results: Performance of beams and columns, Case 1- GM 1 .................................... 276






xi

List of Figures

Figure 2-1 Seismic zoning in India ................................................................................................. 6

Figure 2-2 Design response spectrums for 5% damping ................................................................ 6

Figure 3-1 Plan and Side Elevation of the structural frame .......................................................... 18

Figure 3-2 Side Elevation and Isometric view of the structural frame ......................................... 19

Figure 3-3 Sectional details of the designed members: Case 1 .................................................... 20

Figure 4-1 Design response spectra for 5% damping as per IS 1893(2002): Case 2 .................... 28

Figure 4-2 Sectional details of the designed members: Case 2 .................................................... 29

Figure 5-1 Model of the structure in Ruaumoko 3D..................................................................... 45

Figure 5-2 Global and Local Axes in Ruaumoko 3D ................................................................... 45

Figure 5-3 Grouping of columns as per design axial load for a typical story ............................... 46

Figure 5-4 Hysteresis model (Modified Takeda) .......................................................................... 46

Figure 5-5 P-M diagram for principal bending axis at 0o to 45

o, w.r.t z-z axis (for Col30x30,

Story 1 to 6, Case 1) ...................................................................................................................... 47

Figure 5-6 P-Mzz-Myy capacity surface (for Col 30x30, Story 1 to 6, Case 1) ........................... 48

Figure 5-7 Response spectrums for Nonlinear Analysis: Case 1 (Mode 1 time period = 1.75 sec)

....................................................................................................................................................... 49


....................................................................................................................................................... 49

Figure 5-9 Principal axes and rotated orthogonal horizontal components ................................... 50

Figure 5-10 Artificial ground motion (GM-1) .............................................................................. 51

Figure 5-11 Recorded uncorrelated ground motion component pair (GM-2) .............................. 52


xii

Figure 5-13 Artificial Ground Motion (GM-4) ............................................................................. 54



Figure 6-1 Base shear (kips) vs. Time (sec): Case 1..................................................................... 64

Figure 6-2 Base shear (kips) vs. Time (sec): Case 2..................................................................... 65

Figure 6-3 Roof displacement (in.) vs. Time (sec): Case 1 .......................................................... 66

Figure 6-4 Roof displacement (in.) vs. Time (sec): Case 2 .......................................................... 67

Figure 6-5 Maximum inter-story drifts: Case 1 ............................................................................ 68

Figure 6-6 Maximum inter-story drifts: Case 2 ............................................................................ 68

Figure 6-7 Results: Member Yielding, Case 1-GM 1 ................................................................... 69



Figure 6-10 Results: Member Yielding, Case 2-GM 4 ................................................................. 70



Figure A-1 Load application in ETABS: Case 1 .......................................................................... 84

Figure B-1 Load application in ETABS: Case 2 ........................................................................ 121

Figure C-1 Material Models in XTRACT (Unconfined Concrete and Reinforcement): Case 1 148

Figure C-2 Material Models in XTRACT (Confined Concrete): Case 1 .................................... 149

Figure C-3 Material Models in XTRACT (Unconfined Concrete and Reinforcement): Case 2 150

Figure C-4 Material Models in XTRACT (Confined Concrete): Case 2 .................................... 151

Figure C-5 Bilinear Approximation (Sample Calculation) ......................................................... 152

Figure C-6 Scaling of individual recorded ground motions (GM-2) .......................................... 156

xiii

Figure C-7 Orthogonal transformation-ground Motion (GM-3) ................................................ 160

Figure C-8 Yielding of beams and columns, Case 1: GM-1 ....................................................... 282

Figure C-9 Yielding of beams and columns, Case 1: GM-2 ....................................................... 283

Figure C-10 Yielding of beams and columns, Case 1: GM-3..................................................... 284




xiv

List of Symbols and Abbreviations

A = Cross-sectional area of the member section

Ah = Design spectral acceleration coefficient

Asz, Asy = Effective shear area of the member section in z and y local axis direction

a1(t), a2(t) = Pair of orthogonal acceleration time histories in the as-recorded directions,

a1,(t), a2,(t) = Rotated components of the as-recorded orthogonal acceleration time histories at a

clockwise rotation angle

bw = Width of the member

Cd = Deflection amplification factor

D = Dead load (ASCE 7)

DL = Dead Load (IS 1893)

E = Elastic (Young's) Modulus of member material

ELF = Equivalent lateral force analysis

EQX = Earthquake load in X-direction

EQY = Earthquake load in Y-direction

Fa = Short-period site coefficient (at 0.2 s-period)

fc’ = Specified compressive strength of concrete (ACI 318)

fck = Characteristic cube compressive strength of concrete (IS 456)

Fv = Long-period site coefficient (at 1.0 s-period)

fy = Specified yield stress of steel reinforcement (ACI 318)-Chapter 2

fy = Characteristic strength of steel reinforcement (IS 456)-Chapter 3

G = Shear Modulus of member material

h = Depth of the member

xv

hn = Height of the structure

hsx = Height of story of level xth

level

Hstorey = Story height (Chapter 1)

I = Importance factors (IS 1893)

Ia = Arias intensity

Ie =Seismic Importance factor (ASCE 7)

Ig = Gross moment of inertia

IL = Imposed Loads (IS 1893)

IMRF = Intermediate Moment Resisting Frame

Izz, Iyy = Moment of Inertia of the section in z-z and y-y direction

Jxx = Torsional second moment of area of the section in x-x axis

L = Live load (ASCE 7)

Lr = Roof live load (ASCE 7)

M- = Moment-Curvature

MBz = Moment about z-z local axis at balance point

MBy = Moment about y-y local axis at balance point

MCE = Maximum considered earthquake

Mzz (demand), Myy (demand) = Moment demand about local zz and yy axis for a column

MYy = Yield moments about minor y-y local axis

MYz = Yield moments about major z-z local axis

M0y = Yield moment about y-y local axis when axial force is zero

M0z = Yield moment about z-z local axis when axial force is zero

N = Standard penetration value (IS 1893)

xvi

= Average field standard penetration resistance (ASCE 7)

OMRF = Ordinary Moment Resisting Frame

P-M = Axial load-Moment

PBy = Axial force at balance point corresponding to moment about y-y local axis

PBz = Axial force at balance point corresponding to moment about z-z local axis

PC,PYC = Axial force for compression yield

Pdemand = Axial load demand for a column

PT,PYT = Axial force for tensile yield

r = Bilinear factor

R = Response reduction factor

SFX, SFY = Scale factor for design response spectrum for X and Y direction

S1 = Mapped MCER, 5 percent damped, spectral response acceleration parameter at period of 1s

Sa/g = Average spectral response acceleration coefficient for the site in terms of acceleration due

to gravity for 5% damping (IS 1893)

SD1 = Design, 5 percent damped, spectral response acceleration parameter at a period of 1s

SDS = Design, 5 percent damped, spectral response acceleration parameter at short periods

SM1 = the MCER, 5 percent damped, spectral response acceleration parameter at a period of 1s

adjusted for site class effects

SMS = the MCER, 5 percent damped, spectral response acceleration parameter at short periods

adjusted for site class effects

SMRF = Special Moment Resisting Frame

SS = Mapped MCER, 5 percent damped, spectral response acceleration parameter at short

periods

xvii

= Undrained shear strength

T = Time

Ta = Approximate fundamental time period of the building

te = Time at which maximum moment demand exceed moment capacity

TL = Long-period transition period

tn = Duration of ground motion

V = Design lateral force calculated from static analysis

VB = Base shear calculated as per seismic coefficient method

= Average shear wave velocity

Vs30 = Shear wave velocity

Vt = Modal base shear

VX, VY = Base shear as per response spectrum analysis in X and Y direction

WGT = Weight per unit length of the member

W = Seismic weight of the structure

Z = Seismic zone factor

β = Ratio of shear demand to shear capacity for the story between level x and x–1

x,y = Calculated inelastic displacements of the center of mass of a story in X and Y direction

xe, ye = Elastic displacements of the center of mass of a story in X and Y direction

= Diameter of reinforcement bar (Chapter 3)

= clockwise angle of rotation for horizontal orthogonal transformation (Chapter 4)

Stability coefficient (ASCE 7)

= Redundancy factor

X, Y = Design story drift calculated in X and Y direction

1

Chapter 1 Introduction

1.1 Background

Countries like USA, Japan, and New Zealand with a history of earthquakes have well-

developed and detailed seismic provisions. Design codes in USA are refined and updated every

3-5 years to keep up with the advances in research in the field of earthquake engineering. The

Indian seismic code (IS 1893) first published in 1962, has been revised only five times in the last

50 years; the most recent revision being in 2002 after the devastating Bhuj earthquake (M 7.7) of

2001 where more than about 20,000 lives were lost and 339,000 houses were badly affected in

this earthquake. Reinforced concrete framed buildings were heavily damaged in Bhuj earthquake

and the majority of them collapsed completely according to a reconnaissance report prepared by

World Seismic Safety Initiative (2001). Based on the observations and lessons learned from Bhuj

earthquake, most of the weaknesses in IS 1893(1984) were removed in the 2002 version of the

code. Since then, India has witnessed 2 major earthquakes; both the Andaman tsunami

earthquake in 2004 (M 9.3) and Kashmir earthquake in 2005 (M 7.8) have caused a significant

level of loss of life and property.

The poor quality of the material, workmanship, and construction practices of the

contractors were identified as the main reasons for the failures. Lack of knowledge of architects

and design engineers about the seismic provisions compounded the construction issues.

Nevertheless, the possibility of code inadequacies cannot be overlooked. Studies of Jain (2003)

and Khose (2010) have illustrated a number of deficiencies in the Indian seismic design code. In

the current study, seismic provisions of the latest versions of the American and Indian seismic

design codes are compared in Chapter 2. Two geometrically similar reinforced concrete

buildings in high seismic regions of USA and India were designed as per the respective codes.

2

Using nonlinear response analyses, the seismic performance of buildings was accessed. These

analyses allowed an in-depth comparison of the overall performance as well as member

responses.

1.2 Objective and Scope

1.2.1 Objective

The main objective of this research is to study and compare the seismic performance of

reinforced concrete buildings that are designed in USA and India according to the seismic

provisions of the codes, ASCE 7-10 and IS 1893(2002), respectively. Nonlinear response history

analysis was used as the tool to generate the necessary responses to allow for an in-depth

comparison of these two codes. The primary deliverables of this study are: (1) an evaluation of

the seismic performance of a commercial building in the US, designed as per the seismic

provisions of ASCE 7-10, (2) an evaluation of the seismic performance of a commercial

building, which is geometrically identical to the U.S. building, located in India, designed as per

seismic provisions of IS 1893(2002), (3) development of a MATLAB program to check for the

bidirectional-moment-axial capacity of any reinforced concrete cross-section, and (4)

comparison of the performance of the two buildings.

1.2.2 Scope and Outline

In the current study three major tasks were performed.

1) Design and detail a 12-story symmetrical commercial building, located in San Francisco,

which is a high seismic region. The structural system consists of moment-resting frames.

The commercial analysis and design software ETABS Version 9.6 (2009) was used for this

purpose. The seismic provisions of ASCE 7-10 (2010) and ACI 318 (2011) were used to

design and detail the members. The design process as well as the final member sizes and

3

details are presented in Chapter 3. The building located in San Francisco is referred to as

“Case 1” in this report.

2) Design and detail a building that is geometrically identical to Case 1 but is located in the high

seismic region of Bhuj, India. The seismic provisions of IS 1893(2002), IS 456 (2000), IS

13920 (1993) were used to proportion and detail the members. The design process as well

as the final member sizes and details are presented in Chapter 4. The building located in

Bhuj, India is referred to as “Case 2” in this report.

3) Using a computer program called Ruaumoko 3D (2011), the seismic performance of the two

buildings was established. Response-spectrum compatible ground motions and scaled

recorded ground motions were used in the reported nonlinear analyses. Various aspects of

modeling and the selected ground motions are discussed in Chapter 5

4) The overall performance as well as the responses of the individual members, as established

by nonlinear analyses, is compared in Chapter 6.

5) Chapter 7 provides a summary of the project along with the relevant conclusions. A number

of concepts for future research are also presented in this chapter.

4

Chapter 2 Review of the U.S. and Indian seismic design standards

This chapter presents an overview of the current U.S. and Indian seismic design codes.

These codes were used in the study presented herein.

2.1 Review of the seismic design codes

2.1.1 ASCE-7 (2010)

The latest NEHRP Recommended Seismic Provisions for New Buildings and Other

Structures (2009) have been incorporated in the American Society of Civil Engineers (ASCE),

Minimum Design Loads for Buildings and Other Structures (ASCE 7, 2010) seismic provisions.

ASCE 7-10 includes seismic design category (SDC) concept to categorize the structures

according to seismic risk level. The SDC of a structure depends upon the soil characteristics,

geographical location, occupancy category, geometry, framing system, and period for the

structure. Based on the SDC, one or more of the following analysis options is recommended: (a)

Equivalent Lateral Force (ELF) analysis, (b) Modal Response Spectrum analysis, and (c) Seismic

Response History procedures. Design and detailing of reinforced concrete structures are in

accordance with Building Code Requirements for Structural Concrete (ACI 318-11).

2.1.2 IS 1893(2002)

The structures designed in India must conform to the seismic design requirements of

Indian Standard, Criteria for Earthquake Resistant Design of Structures, Part 1, General

Provisions and Buildings, IS 1893(Part-1): 2002-Rev 5. The approach used in the Indian Code is

based on the seismic zoning system. According to the code, India is divided into four seismic

zones (see Figure 2-1). Based on the height, configuration (symmetrical or unsymmetrical,

vertical and horizontal irregularities), and zone factor, either static or dynamic analysis is

recommended by the code. Static analysis includes Seismic Coefficient Method (similar to ELF),

5

while dynamic analysis may be performed either by so-called Time History Method or by

Response Spectrum method. Reinforced concrete structures are designed based on Indian

Standard, Plain and Reinforced Concrete-Code of Practice, IS 456(2000)-Rev 4. Seismic

Detailing of Concrete structures is performed in accordance with Indian Standard, Code of

Practice for Ductile Detailing of Reinforced Concrete Structures subjected to Seismic forces, IS

13920(1993).

2.1.3 Common features of ASCE 7and IS 1893

Some of the common aspects of ASCE 7 and IS 1893 include (a) Zoning system, (b) Site

classification, (c) Fundamental time period of the structure, (d) Minimum design lateral force, (e)

Response reduction factor, (f) Importance factor, (g) Allowable story drifts, and (h) Design

response spectrum. The most critical aspects of the two codes are summarized in Table 2-1.

6

Figure 2-1 Seismic zoning in India

(Source: IS 1893(Part 1): 2002)

Figure 2-2 Design response spectrums for 5% damping

(Source: IS 1893(Part I): 2002 and ASCE 7-10)

7

Table 2-1 Common-terms in seismic provisions of ASCE 7 (2010) and IS 1893 (2002)

ASCE 7 (2010) IS 1893 (2002)

1) Zoning System:

i. Each region is assigned a location

specific mapped spectral acceleration

parameter (SS, short period and S1,

1second).

ii. SS & S1 are modified for Site Class

effects to get Maximum Considered

Earthquake (MCE) spectral response

acceleration parameters (SMS and SM1).

iii. The design spectral acceleration SDS

and SD1 parameters can be obtained by

dividing SMS and SM1 parameters by

1.5.

iv. Refer Fig.22-1 through 22-6, ASCE 7-

10 for maps showing S1 and SS values

in USA.

1) Zoning System:

i. The country is divided into 4 zones (II,

III, IV and V).

ii. Each Zone is assigned a zone factor

(Z), which is used to obtain the

response spectrum depending upon the

perceived seismic hazard in that zone

corresponding to MCE.

iii. Refer Figure 2-1 and Table 2-2.

2) Site Classification:

i. Average shear wave velocity ( ),

average field standard penetration

resistance ( ), and average undrained

shear strength ( ) for the top 100ft are

used to classify different sites.

ii. Refer Table 2-3.

2) Site Classification:

i. Site classification depends only on the

standard penetration value (N).

ii. Refer Table 2-3.

8

ASCE 7 (2010) IS 1893 (2002)

3) Approximate Fundamental Time period:

i. Approximate fundamental time period

for “Reinforced Concrete Moment

Resisting Frame”, 0.9

a nT =0.0160h

ii. For example, Ta=1.419 sec. for hn=146

ft.

3) Approximate Fundamental Time period:

i. Approximate fundamental time period

for “Reinforced Concrete Moment

Resisting Frame”, 0.75

a nT =0.0307h

ii. For example, Ta=1.289 sec for hn=146

ft.

4) Minimum Design Lateral force

i. Design lateral force calculated from

static analysis is V= [(2/3) x (S/g) x

(I/R)] x W, where (S/g) - spectral

response acceleration parameter for

MCE response spectrum corresponding

to Ta, and W is the seismic weight of

the building.

ii. If Modal base shear (Vt) < 0.85V, the

response quantities (forces, drifts, etc.)

are magnified by 0.85V/Vt.

4) Minimum Design Lateral force

i. Design lateral force calculated from

static analysis is V= [(1/2) x (S/g) x

(I/R)] x W, where (S/g) - spectral

response acceleration parameter for

MCE response spectrum corresponding

to Ta, and W is the seismic weight of

the building.

ii. If Modal base shear (Vt) < V, the

response quantities (forces, drifts, etc.)

are magnified by V/Vt.

5) Response reduction factor(R):

Classification of RC moment resisting

frames:

i. Ordinary Moment Resisting Frame

(OMRF), R=3.

ii. Intermediate Moment Resisting

Frames (IMRF), R=5.

iii. Special Moment Resisting Frame

(SMRF), R=8.

5) Response reduction factor(R):

Classification of RC moment resisting

frames:

i. Ordinary Moment Resisting Frame

(OMRF), R=3.

ii. Special Moment Resisting Frame

(SMRF), R=5.

9

ASCE 7 (2010) IS 1893 (2002)

6) Importance factor:

i. Based on the four risk categories (I, II,

III & IV), ASCE 7 has four seismic

importance factors (Ie), i.e., 1.0, 1.0,

1.25, and 1.5, respectively

ii. Refer Table 1.5-2, ASCE7-10.

6) Importance factor:

i. Based on the functional use and the

occupancy of the buildings, IS 1893 has

two importance factors (I), 1.0 and 1.5

ii. Refer Table 6, IS 1893(Part 1): 2002.

7) Drift Criterion:

i. Allowable ‘inelastic’ story drifts are

limited to 0.020Hstorey for commercial

buildings having Risk category I or II.

ii. The allowable limits decrease as the

risk category increases.

iii. Refer Table 12.12.1, ASCE7-10.

7) Drift Criterion:

i. Allowable ‘elastic’ story drifts are

0.004Hstorey for all the structures

irrespective of any structural or risk

category.

ii. Refer to clause 7.11.1, IS 1893(Part 1):

2002.

8) Response spectrum:

i. Design lateral For T < T0,

a DS

0

TS =S 0.4+0.6

T

,

where T0= 0.2.SD1/SDS

ii. T0 > T > TS, Sa = SDS,

where TS= SD1/SDS

iii. TS > T > TL, D1a

SS =

T

where TL=long period transition period

iv. T > TL, D1 La 2

S TS =

T

v. Refer Figure 2-2.

8) Response spectrum:

i. For rocky or hard soil sites,

Sa/g = 1+15T, (0.0 < T< 0.10)

2.5, (0.1 < T < 0.40)

1/T, (0.4 < T < 4.0)

ii. For medium soil sites,

Sa/g = 1+15T, (0.0 < T< 0.10)

2.5, (0.1 < T < 0.55)

1.36/T, (0.55 < T < 4.0)

iii. For soft soil sites,

Sa/g = 1+15T, (0.0 < T< 0.10)

2.5, (0.1 < T < 0.67)

1.67/T, (0.67 < T < 4.0)

iv. To get a site-specific design response

spectrum, a factor (Z/2) is to be

multiplied.

v. Refer Figure 2-2.

10

Table 2-2 Zone Factor (Z), IS 1893(2002)

Seismic Zone II III IV V

Seismic Intensity Low Moderate Severe Very severe

Z 0.1 0.16 0.24 0.36

Table 2-3 Site Class classification in ASCE 7-10 and IS 1893(2002)

ASCE 7 Classification (as per Table 20.3.1 ASCE 7-10) IS 1893 Classification (as per

Table 1 IS1893(Part 1):2002

Site Class Shear wave velocity

(ft/s)

(lb/ft2)

Site Class N

Type A-Hard rock > 5000 NA NA

Type-I (Rock

or Hard soil) > 30

Type B-Rock 2,500 to 5,000 NA NA

Type C-Very dense soil and

soft rock 1,200 to 2,500 >2,000 >50

Type D-Stiff soil profile 600 to 1,200

1,000

to

2,000

15 to

50 Type-II

(Medium soil) 10-30

Type E-Soft soil profile < 600 <1,000 <15 Type-III

(Soft soil) < 10

11

Chapter 3 Analysis and Design of structure per ASCE 7-10 seismic provisions

(Case 1)

This chapter presents the analysis and design of the structure according to seismic

guidelines of ASCE 7-10. The major design steps are: (a) finalizing structural geometry and

occupancy; (b) selection of site location; (c) calculation of anticipated dead loads, live loads, and

seismic loads; (d) modeling of structure for analysis; (e) identifying type of analysis, and (d)

design and detailing of the members for the worst load combinations in accordance with design

provisions of ASCE 7-10 and ACI 318-11.

3.1 Structural Geometry and Occupancy

For the reported study, a 12-story, 4-bay by 6-bay reinforced concrete special moment

resisting frame is considered. The height of the bottom story is 14’ and the remaining stories are

12’ each. The width of the structure is 72’ (c/c grid distance is 24’), the length is 120’ (c/c grid

distance is 24’), and the height of the structure is 146’ (see Figure 3-1 & Figure 3-2). The

structure chosen is a commercial/office structure. The category of the structure for determination

of seismic load based on the associated risk is Risk Category II per Table 1.5-1, ASCE 7-10.

Seismic Importance Factor (Ie) for the building, according to the code based on the risk category,

is 1.00 (refer Table 1.5-2, ASCE 7-10).

3.2 Site Location and Site Class

The site for the building is chosen to be San Francisco, which is in a high seismic region

with Latitude (37.75) & Longitude (-122.46). For site class classification, a standard penetration

resistance of =25 is assumed, and, hence, the site is classified as site class D: Stiff Soil (refer to

Table 2-3). Based on the geographic location of the site, the spectral response acceleration

12

parameters, SS and S1 are 1.829 and 0.85, respectively. These values can be easily found from

the URL https://geohazards.usgs.gov/designmaps/us or ASCE 7-10 (Chapter 22).

3.3 Loads and Load Combinations

3.3.1 Gravity Loads

The dead load consists of the self-weight of members, floors, roof, built-in partitions,

cladding, and mechanical loadings. The quantities taken are in compliance with Chapter 3,

ASCE 7-10. The live load for floor and roof is taken as per Table 4-1, ASCE 7-10. For detailed

calculations of dead and live loads refer Appendix A.1.

3.3.2 Seismic Loads and Analysis Procedure

Seismic loads are calculated as per the provisions given in Chapter 11 and 12 of ASCE 7-

10. Based on the seismic response acceleration parameters (SS & S1) and site coefficients (Fa=1.0

and Fv=1.5) for site class D, spectral response acceleration parameters adjusted for site class

effects (SMS & SM1) are found. The design spectral response acceleration parameters (SDS & SD1)

are found by dividing SMS and SM1 by 1.50. The calculated SDS and SD1 values for the structure

are 1.219g and 0.85g respectively. As the structure comes under Risk Category II and S1 > 0.75,

the seismic design category of the structure is E (as per clause 11.6, ASCE -10).

Equivalent Lateral Force (ELF) analysis procedure is selected as per code for seismic

loads, as it is permitted for seismic design category E structure, which is not irregular and have

height below 160ft (refer Table 12.6-1, ASCE 7-10). Response spectrum analysis is also

permitted as per the code, but the current study shall use ELF procedure as an engineer will

choose the easier method (ELF) over the later. The moment resisting system is chosen as a

special reinforced concrete frame (R=8, Cd=5.5) as the structure comes under the seismic design

category E (as per Table 12.2-1, ASCE 7-10). Effective seismic weight of the structure includes

13

only dead load (as per clause 12.7.2, ASCE 7-10). Lateral forces from ELF method are shown in

Table 3-1. Design base shear in X direction is 1248.29 kips and in Y direction is 1225.25 kips.

For detailed calculations of seismic loads refer Appendix A.1

3.3.3 Load Combinations

The structure is analyzed for all the load combinations involving dead loads, live loads and

seismic loads. The load combinations are taken as per Chapter 2 and 12 of ASCE 7-10.The

following primary load combinations are used,

1) 1.4D

2) 1.2D+1.6L+0.5Lr

3) 1.2D+1.6Lr+0.5L

4) (1.2+0.2SDS)D+(EQX+0.3EQY)+0.5L, i.e. 1.44D+(EQX+0.3EQY)+0.5L

5) (1.2+0.2SDS)D+(EQY+0.3EQX)+0.5L, i.e. 1.44D+(EQY+0.3EQX)+0.5L

6) (0.9+0.2SDS)D+(EQX+0.3EQY), i.e. 0.66D+(EQX+0.3EQY)

7) (0.9+0.2SDS)D+(EQY+0.3EQX), i.e. 0.66D+(EQY+0.3EQX),where (redundancy

factor)=1.0(as per clause 12.3.4.2, ASCE 7-10).

3.4 Modeling and Analysis of Structure

The structure is modeled in 3D in the commercial structural analysis and design software

ETABS NL (Version 9.6). X and Y axis are the global horizontal axis and Z is the global vertical

axis. Refer to Figure 3-2 for 3D view and global axes of the structure modeled in ETABS. The

bases of the columns are assumed to be fixed. Rigid diaphragm action of the slab is simulated on

each floor. The column and the beam members are modeled with a reduced gross moment of

inertia so as to account for cracking of the reinforced concrete (0.7Ig for columns and 0.35Ig for

beams) as per clause 10.10.4.1, ACI 318-11. Dead load, Live load and Seismic loads are applied

14

as static load on the structure. The time period for the first mode as per ETABS is 2.065sec. To

account for accidental torsional, the seismic load on each floor is applied with an eccentricity of

5% of the dimension of the structure perpendicular to the direction of the applied forces, with

respect to the C.G of the story. The material used is reinforced concrete with 7 ksi Concrete

(fc’=7 ksi) and ASTM Gr.60 Steel (fy=60 ksi) confirming to ACI 318-11.

3.5 Design of Structure

The columns and beam members are designed and detailed as per the provisions of the

ACI 318-11 for the most severe load combinations (refer to Appendix A.2) for the final load

combinations created in ETABS). Designing of the members is an iterative procedure where

member sizes and reinforcement are altered to get an economical design, keeping in mind the

structure as a whole should also satisfy the story drift and stability criteria of ASCE 7-10.

The elastic displacements are obtained from the static analysis in ETABS. These can be

converted to inelastic displacements by multiplying a factor of (Cd/Ie). The maximum inelastic

story drift in X and Y direction is 2.358 inches and 2.578 inches respectively for Story 4, which

is within the allowable drift of 0.02hsx/ i.e. 2.88 inches(as per Table 12.12-1,ASCE 7-10). The

maximum inelastic top displacements in X and Y direction are 20.799 inches and 22.849 inches

respectively. The maximum stability coefficient () is 0.05, which is less than 0.1 hence P-Delta

effects need not be considered (as per clause 12.8.7, ASCE 7-10). For detailed story drifts and

stability coefficients refer Table 3-2 and Table 3-3. The design forces for members are obtained

from the analysis in ETABS. For detailed design calculations of beam and column members

refer Appendix A.3 and A.4 respectively. The final sectional dimensions and the reinforcement

of the beam and column members after design are summarized in Table 3-4; also refer to Figure

3-3 for cross sectional diagrams.

15

Table 3-1 Lateral forces from ELF analysis: Case 1

X-Direction

1 Y-Direction

1

Level FX (kip) VX (kip) FY (kip) VY (kip)

12 223.02 223.02 221.95 221.95

11 222.79 445.81 221.50 443.45

10 189.39 635.20 188.08 631.53

9 158.31 793.50 157.02 788.55

8 129.61 923.11 128.38 916.93

7 103.37 1026.48 102.23 1019.16

6 79.69 1106.17 78.67 1097.83

5 58.66 1164.83 57.79 1155.62

4 40.42 1205.25 39.72 1195.34

3 25.13 1230.38 24.61 1219.95

2 13.03 1243.41 12.70 1232.64

1 4.88 1248.29 4.71 1237.36

XF 1248.29 kips YF 1237.36 kips 1 for global axes, please refer Figure 3-2

Table 3-2 X Direction story drifts: Case 1

X Direction Drift Calculations (Per clause 12.8.6, ASCE 7-10)

Level xe(in.) Cd x=Cd.xe/Ie x(in.) hsx(in.) allowable=0.020 x hsx/

12 3.7817 5.5 20.799 0.553 144 2.880 O.K

11 3.6811 5.5 20.246 0.884 144 2.880 O.K

10 3.5204 5.5 19.362 1.223 144 2.880 O.K

9 3.2981 5.5 18.140 1.526 144 2.880 O.K

8 3.0206 5.5 16.613 1.783 144 2.880 O.K

7 2.6964 5.5 14.830 1.995 144 2.880 O.K

6 2.3337 5.5 12.835 2.161 144 2.880 O.K

5 1.9408 5.5 10.674 2.284 144 2.880 O.K

4 1.5256 5.5 8.391 2.358 144 2.880 O.K

3 1.0968 5.5 6.032 2.357 144 2.880 O.K

2 0.6683 5.5 3.676 2.174 144 2.880 O.K

1 0.2730 5.5 1.502 1.502 168 3.360 O.K

Support 0.0000

16

X Direction Stability Coefficient ((Per clause 12.8.7, ASCE 7-10)

Level

Vertical

Load

(kips)

P

(kips)

Vx

(kips)

hsx

(in) x

(in.)

=

(P..Ie)/(Vx.hsx.Cd)

max = 0.5/(.Cd),

=1.0

12 1664 1664 223.02 144 0.553 0.005 0.091 O.K

11 1929 3593 445.81 144 0.884 0.009 0.091 O.K

10 1929 5522 635.20 144 1.223 0.013 0.091 O.K

9 1929 7451 793.50 144 1.526 0.018 0.091 O.K

8 1929 9380 923.11 144 1.783 0.023 0.091 O.K

7 1929 11309 1026.48 144 1.995 0.028 0.091 O.K

6 1929 13238 1106.17 144 2.161 0.033 0.091 O.K

5 1929 15167 1164.83 144 2.284 0.038 0.091 O.K

4 1929 17096 1205.25 144 2.358 0.042 0.091 O.K

3 1929 19025 1230.38 144 2.357 0.046 0.091 O.K

2 1929 20954 1243.41 144 2.174 0.046 0.091 O.K

1 2109 23063 1248.29 168 1.502 0.030 0.091 O.K

Table 3-3 Y Direction story drifts: Case 1

Y Direction Drift Calculations (Per clause 12.8.6, ASCE 7-10)

Level ye (in.) Cd x=Cd.ye/Ie y (in.) hsx (in.) allowable=0.020 x hsx/

12 4.1543 5.5 22.849 0.655 144 2.880 O.K

11 4.0352 5.5 22.194 1.008 144 2.880 O.K

10 3.8519 5.5 21.185 1.374 144 2.880 O.K

9 3.6021 5.5 19.812 1.701 144 2.880 O.K

8 3.2928 5.5 18.110 1.978 144 2.880 O.K

7 2.9331 5.5 16.132 2.204 144 2.880 O.K

6 2.5323 5.5 13.928 2.380 144 2.880 O.K

5 2.0995 5.5 11.547 2.507 144 2.880 O.K

4 1.6436 5.5 9.040 2.578 144 2.880 O.K

3 1.1749 5.5 6.462 2.559 144 2.880 O.K

2 0.7097 5.5 3.903 2.333 144 2.880 O.K

1 0.2856 5.5 1.571 1.571 168 3.360 O.K

Support 0.0000

17

Y Direction Stability Coefficient ((As per clause 12.8.7, ASCE 7-10)

Level

Vertical

Load

(kips)

P

(kips)

Vy

(kips)

hsx

(in) y

(in.)

=

(P..Ie)/(Vy.hsy.Cd)

max = 0.5/(.Cd),

=1.0

12 1664 1664 222.63 144 0.655 0.006 0.091 O.K

11 1929 3593 444.08 144 1.008 0.010 0.091 O.K

10 1929 5522 631.43 144 1.374 0.015 0.091 O.K

9 1929 7451 787.21 144 1.701 0.020 0.091 O.K

8 1929 9380 914.00 144 1.978 0.026 0.091 O.K

7 1929 11309 1014.45 144 2.204 0.031 0.091 O.K

6 1929 13238 1091.30 144 2.380 0.036 0.091 O.K

5 1929 15167 1147.37 144 2.507 0.042 0.091 O.K

4 1929 17096 1185.58 144 2.578 0.047 0.091 O.K

3 1929 19025 1209.01 144 2.559 0.051 0.091 O.K

2 1929 20954 1220.92 144 2.333 0.051 0.091 O.K

1 2109 23063 1225.25 168 1.571 0.032 0.091 O.K

Table 3-4 Sectional dimensions and reinforcement of designed members: Case 1

Column Beam

B (in.) H (in.) Reinforcement B (in.) H (in.) Reinforcement

Story 1 to 6 30 30 24 #7 bars 22 30

Top Bars: 5#9 bars,

Bottom Bars: 5#9 bars Story 7 to 12 30 30 24 #6 bars

18

Figure 3-1 Plan and Side Elevation of the structural frame

19

Figure 3-2 Side Elevation and Isometric view of the structural frame

20

Figure 3-3 Sectional details of the designed members: Case 1

21

Chapter 4 Analysis and Design as per IS 1893(2002) seismic provisions (Case

2)

This chapter presents the analysis and design of the structure per seismic guidelines of IS

1893(2002). Structural design involves the same general steps as those followed in Chapter 3,

such as finalizing structural geometry and occupancy; site location, calculation of anticipated

dead loads, live loads, and seismic loads; modeling of structure for analysis; identifying type of

analysis; and design of the members for the worst load combinations while satisfying the seismic

design provisions of IS 1893(2002), IS 456(2000), and IS 13920(1993).

4.1 Structural Geometry and Occupancy

For the current study, the structure chosen has the same geometry as the one described in

Chapter 3 (see Figure 3-1 & Figure 3-2). The structure is a commercial/office structure. The

importance factor (I) for the building according to the code is 1.00 (refer Table 6, IS 1893(Part

1): 2002).

4.2 Site Location and Site Class

The site for the building is selected in the Bhuj district of Gujarat, India, which is a high-

seismic prone area that witnessed a devastating earthquake in year 2001. The Indian code

follows a zoning system and the zone factor (Z) for Bhuj is 0.36 as it lies in the Seismic Zone V,

which comes in very severe category (as per Annex E, IS 1893(Part 1): 2002). In order to have a

similar soil type, a standard penetration value of N=25, which is similar to the one taken for Case

1 is assumed. The site for the building is, thus, classified as a Type II: Medium Soils as per Table

2-3.

22

4.3 Loads and Load Combinations

4.3.1 Gravity Loads

The dead loads consist of the self-weight of members, floors, roof, built-in partitions,

cladding, and mechanical loadings. The quantities taken are in compliance with (IS 875(Part 1)-

1987). The live loads for floor and roof are taken as per Table 1, IS 875(Part 2)-1987. Appendix

B provides detailed calculations of dead and live loads refer Appendix B.1.

4.3.2 Seismic Loads and Analysis Procedure

According to IS code regular buildings of height greater than 131.2ft (40m) in Zone IV or

V shall be analyzed by dynamic analysis (as per clause 7.8.1, IS 1893(Part 1): 2002). Dynamic

analyses in IS 1893 refers to either of Response Spectrum method or Time History Method, of

which guidelines to only the former is provided in the code. The code defined design spectrum

for medium soil site is shown in Figure 2-2. Design spectral acceleration value at any point is

given by

ah

Z.I SA =

g2.R

(4.1)

As per IS code, for all structures located in Zone IV and V, a special moment resisting

frame (R=5) should be used (refer Table 7-Note 6, IS 1893(Part 1): 2002). The structure is

analyzed for the design response spectrum in ETABS. The square root of sum of squares (SRSS)

method is used (as per clause 7.8.4.4, IS 1893(Part 1): 2002). The first 8 modes contribute to

more than 90% of mass participation. The modal mass participation ratios are shown in Table

4-1. The base shear calculated in both global axes (X & Y) as per response spectrum analysis in

ETABS is VX=317.86 kips and VY=303.80 kips.

Approximate fundamental natural time period for the building is

0.75

aT =0.075h (in S.I units) (4.2)

23

Where h is in meters, for the current study for h=146ft (44.5m), Ta=1.292sec.

For Ta = 1.292 sec, Sa/g = 1.0524

h

0.36 x 1A = 1.0524 =0.03789

2 x 5

As per seismic coefficient method, total design seismic base shear (VB) along any principal

direction is

B hV =A .W (4.3)

The seismic weight of the structure is dead load and 25% of the imposed load (as per clause

7.4.1, IS 1893(Part 1): 2002). Seismic weight (W) as per calculations is 21325 kips.

VB = Ah.W = 0.03789 x 21325 = 808.01 kips.

As per clause 7.8.2 IS 1893, if the base shear calculated from response spectrum method is less

than VB, the response quantities should be multiplies by a scale factor of (VB/VX) and (VB/VY) to

get the final design quantities in X and Y direction, respectively. Scale factor of response

spectrum in X direction is 808.01/315.55=2.56 and in Y direction is 808.01/301.48=2.68.

Hence, the design response spectrum is scaled up (as shown in Figure 4-1) and used to get the

design responses. Refer Appendix B.1 for detailed calculations.

4.3.3 Load Combinations

The structure is analyzed for all the load combinations involving dead loads, live loads,

and seismic loads. The load combinations are taken as per clause 6.3.1.2 and 6.3.4 of IS

1893(Part 1): 2002. The following primary load combinations are used.

1) 1.5(DL+IL)

2) 1.2(DL+IL)+1.2(EQX+0.3EQY)

3) 1.2(DL+IL)+1.2(EQY+0.3EQX)

24

4) 1.5DL+1.5(EQx+0.3EQY)

5) 1.5DL+1.5(EQY+0.3EQX)

6) 0.9DL+1.5(EQX+0.3EQY)

7) 0.9DL+1.5(EQY+0.3EQX)

IL is reduced to 0.25IL (as per clause 7.3.1, IS 1893(Part 1): 2002) where induced load is

combined with seismic loads. Induced load does not include roof live load for the combinations

(2) to (7).

4.4 Modeling and Analysis of Structure

The structure is modeled three dimensionally in the commercial structural analysis and

design software ETABS NL (Version 9.6). The bases of the columns are taken as fixed supports.

Rigid floor diaphragm is assumed for the floors. The column and the beam members are

modeled with a reduced gross moment of inertia in order to account for cracking of the

reinforced concrete (0.7Ig for columns and 0.35Ig for beams) even though specific guidelines are

not given in Indian code as for modeling of cracked section. Dead load and live load are applied

as static load on the structure, while seismic load is applied as per Response Spectrum method.

The first mode as computed by ETABS is 3.054sec. To account for accidental eccentricity, the

seismic load on each floor is applied with an eccentricity of 5% of the dimension of the structure

perpendicular to the direction of the applied forces, with respect to the C.G of the story as per

clause 7.9.2, IS 1893(Part 1): 2002. The material used is reinforced concrete with M50 Concrete

(fck=50 N/mm2) confirming to IS 456-2000 and Fe 415 Grade Steel (fy=415 N/mm

2) confirming

to IS 1768(2008).

25

4.5 Design of Structure

The columns and beam members were designed and detailed as per the provisions of the

IS 456(2000) and IS 13920(1993) for the most severe load combinations. Refer to Appendix B.2

for the final load combinations created in ETABS. The sizes of columns and beams were

adjusted to ensure sufficient stiffness in order to satisfy the drift criterion. For the current

structure the strength criterion the member sizes. The columns chosen are of size 600mmx600mm

so that the longitudinal reinforcement ratio does not exceed the maximum specified value of 6%

as per IS 456(2000) and keeping the reinforcement spacing within limits. The story drifts for all

floors are well within the limits. The maximum elastic story drift in X and Y direction is 0.226

inches and 0.236 inches respectively for Story 3, both which are within the allowable drift of

0.004hsx, i.e., 0.576 inches (as per clause 7.11.1, IS 1893(Part 1): 2002). The maximum elastic

top displacements in X and Y direction are 1.819 inches and 1.906 inches, respectively. IS

1893(2002) only limits the elastic story drifts and hence the factor is as low as 0.4% of story

height.

The design forces for members were obtained from the analyses conducted in ETABS.

The members were designed for these forces per IS 456(2000) and IS 13920(1993). For detailed

design calculations of beam and column members, refer to Appendix B.3 and B.4, respectively.

The story drifts are shown in Table 4-2 and Table 4-3. The final cross-sectional dimensions and

the reinforcement of the members are summarized in Table 4-4; Additionally, the cross sections

of various members are summarized in Figure 4-2.

26

Table 4-1 Modal mass participation ratios from analysis in ETABS: Case 2

Mode

No.

Time Period

(T),sec

% Mass

Participation

in X direction

% Mass

Participation

in Y direction

1 3.054 0.00 80.92

2 2.916 81.24 80.92

3 2.658 81.24 80.92

4 0.982 81.24 90.73

5 0.942 90.93 90.73

6 0.859 90.93 90.73

7 0.552 90.93 94.49

8 0.533 94.64 94.49

Table 4-2 X-direction story drifts: Case 2

X Direction Drifts (Elastic) Clause 7.11.1, IS 1893

Level xe x hsx(in) allowable=0.004 x hsx

12 1.819 0.040 144 0.576 O.K

11 1.778 0.066 144 0.576 O.K

10 1.713 0.092 144 0.576 O.K

9 1.620 0.117 144 0.576 O.K

8 1.503 0.140 144 0.576 O.K

7 1.363 0.162 144 0.576 O.K

6 1.201 0.181 144 0.576 O.K

5 1.020 0.199 144 0.576 O.K

4 0.821 0.215 144 0.576 O.K

3 0.606 0.226 144 0.576 O.K

2 0.380 0.220 144 0.576 O.K

1 0.159 0.159 168 0.672 O.K

Support 0.000

27

Table 4-3 Y direction story drifts: Case 2

Y Direction Drifts (Elastic) Clause 7.11.1, IS 1893

Level ye y hsx (in) allowable=0.004 x hsx

12 1.906 0.045 144 0.576 O.K

11 1.861 0.071 144 0.576 O.K

10 1.789 0.099 144 0.576 O.K

9 1.690 0.124 144 0.576 O.K

8 1.566 0.148 144 0.576 O.K

7 1.418 0.171 144 0.576 O.K

6 1.247 0.191 144 0.576 O.K

5 1.057 0.209 144 0.576 O.K

4 0.848 0.225 144 0.576 O.K

3 0.623 0.236 144 0.576 O.K

2 0.388 0.227 144 0.576 O.K

1 0.161 0.161 168 0.672 O.K

Support 0.000

Table 4-4 Sectional dimensions and reinforcements: Case 2

Story Level Column Beam

B (mm) H (mm) Reinforcement1 B (mm) H (mm) Reinforcement

1

Story 1 600 600 24 Nos, 32 bars

400 625 Top Bars: 5 Nos, 32 bars,

Bottom Bars: 5 Nos , 32 bars Story 2 to 3 600 600 24 Nos, 25 bars

Story 4 to 12 600 600 24 Nos, 16 bars 1

diameter of the 3225and16bar is 32mm, 25mm and 16mm, respectively,1 inch =25.4mm

28

Figure 4-1 Design response spectra for 5% damping as per IS 1893(2002): Case 2

29

Figure 4-2 Sectional details of the designed members: Case 2

(*Note: - 1 inch = 24.5 mm, Column dimension in inches are 5

823 x 5

823 and beam

dimensions in inches are 3

415 x 5

824 )

30

Chapter 5 Nonlinear Response History Analysis of the designed structures

This chapter describes the nonlinear response history analysis (RHA) performed on the

structures designed in Chapter 3 and Chapter 4. A powerful tool is required to perform the

nonlinear dynamic analysis. Ruaumoko Nonlinear Dynamic Analysis program is a suite of

applications specifically designed for the dynamic inelastic analysis of structures subjected to

earthquake loading. Ruaumoko 3D, which is a core program of Ruaumoko suite, is used for

current study. After nonlinear RHA, the performance of the members and the global response of

structure are studied.

The nonlinear RHA of the structure involves the following major steps: (a) modeling of

the structure, (b) calculation of inelastic sectional responses of reinforced concrete sections, (c)

selection of hysteresis model, (d) static load application, (e) selection of a suite of spectrum

compatible artificial ground motions as well as recorded ground motions, and (f) analysis of the

structure subjected to the selected ground motions.

5.1 Modeling of Structure in Ruaumoko 3D

The structure is modeled by creating an input text file according to the syntax that is

accepted by the Ruaumoko 3D execution file (refer to Appendix C.6). To achieve the desired

geometry of the structure (see Figure 3-1 and Figure 3-2), a total of 312 nodes and 744 members

(456 beams and 288 columns) are needed. Figure 5-1 shows the model of the structure in

Ruaumoko 3D. X and Z are the global horizontal axes, and Y is the global vertical direction (see

Figure 5-2). Boundary condition for the column base is fixed based on the assumption that the

foundation system is adequate and does not fail when subjected to seismic loading. For this

purpose, all the 6 DOFs of the columns at their base are restrained. To simulate rigid floor

diaphragm action, all the horizontal degrees of freedom in a given floor are slaved to a single

31

node; hence, all the nodes in a given floor have identical horizontal displacements in the X and Z

directions. P-delta effects are included allowing for the effects of large displacements, even

though secondary moments are not anticipated to be significant. Ruaumoko 3D offers a range of

element types to best represent the expected inelastic behavior of the beams and columns. The

column members are modeled by “FRAME” elements. Specifically, “Reinforced concrete

BEAM-COLUMN (type 3) member” is used for columns in order to capture the P-Mzz-Myy

interaction surface. Two-component “BEAM” elements, which do not include axial force-

moment interaction, are used to represent the beams. This element type is justified as the design

analyses by ETABS indicate that the beams carry zero axial force, and, moreover, selection of

rigid floor diaphragm precludes axial load in the beams. Detailed descriptions of the selected

elements are provided in the Ruaumoko user manual (Carr, 2009).

5.2 Modeling of Nonlinear Sectional Properties in Ruaumoko 3D

Inelastic sectional response of a member depends not only on the geometry of the section

but also upon the nonlinear material models of unconfined concrete, confined concrete, and steel

reinforcement. In order to get the sectional responses of individual sections, sectional analysis

software, XTRACT (version 3.0.5) is used. Using XTRACT, sectional responses like moment-

curvature relationship (M- diagram) and axial load-moment interaction diagram (P-M diagram)

can be generated. The following material models were selected.

1) Hognestad (1951) stress-strain model for unconfined concrete

2) Mander, Priestly, and Park model (1988) for confined concrete

3) Bilinear stress-strain curve with strain hardening for reinforcing steel

The details of the material models used in XTRACT are summarized in Appendix C.1.

The following properties are determined for the beams.

32

1) Axial force for tensile and compression yield (PT, PC)

2) The positive and negative yield moments about the major and minor local axes (+MYz, +MYy)

3) M- diagram for the major and minor local axes

For the columns, the following results are obtained.

1) Axial force for tensile and compression yield (PT, PC)

2) Axial force at the balanced point along with the corresponding moments about the minor and

major local axes (PBz, MBz, PBy, MBy)

3) Yield moments when axial force is zero (M0z, M0y)

4) M- diagram for both major and minor local axes

5) P-M diagram of the sections for various inclinations of principal bending axes (0o to 360

o) to

generate the P-Mzz-Myy interaction surface

The generated moment-curvature (M-) relationship is idealized as a bilinear curve, from

which the bilinear factor (r), which is the ratio of the stiffness post yield to the stiffness before

yield, is obtained. Appendix C.2 provides a sample calculation that illustrates the procedure for

idealizing the moment-curvature as a bilinear curve, and computation of the bilinear factor. The

moment-curvature relationship changes as a function of the axial load in the columns. Hence, the

columns in a given story were grouped according to their maximum axial load capacity; four

groups were identified. Figure 5-3 shows grouping of the columns are grouped per story. The

calculated bilinear factors for the beams and columns are shown in Table 5-1 and Table 5-2.

Various capacities needed as input data for the beam and column elements in Ruaumoko 3D are

summarized in Table 5-3 and Table 5-4. The elastic modulus, shear modulus, cross sectional

area, moment of inertia about both the minor and major local axes, and effective shear area (all

of which are also necessary input data) are tabulated in Table 5-5 and 5-6.

33

Modified Takeda model (Otani, 1981) is used to model the hysteretic characteristics of

the beams and columns. The various parameters in the model are shown in Figure 5-4. The

bilinear factors from sectional analysis are used as one of the input parameters. Table 5-7

summarizes the selected parameters used herein.

5.2.1 P-Mzz-Myy capacity check columns in MATLAB

The capacity of the columns subjected to bi-directional moments can be found by

generating a P-Mzz-Myy capacity surface. The axes z-z and y-y are the local major and minor

axes, respectively; and the axial load acts in the local x-x direction for a column section in

Ruaumoko 3D. Columns in current study are square columns; hence, the moment capacities

about z-z and y-y direction are the same.

The capacity surface is an ensemble of slices of the P-M capacity diagrams about the full

range of principal bending axes (0o to 180

o). Consider the 30x30 column for stories 1 to 6 in

structure designated as Case 1. The P-Mprincipal values are calculated from XTRACT for principal

bending axis ranging from 0o to 180

o (with respect to the z-z axes) with a small increment of say

5o. Sample P-M diagrams for 0

o to 45

o are shown in Figure 5-5. To obtain all the desired points,

the P-M values for 0 to 180 degrees are produced from XTRACT. As the column section is

square and the distribution of reinforcement is symmetrical, the P-M diagram for the 50o bending

axis is identical to that for 40o, the P-M diagram for the bending axis at 55

o is the same as that for

35o, and so on. Each point represents an axial load, bending moment about the principal axis, and

an angle with respect to the z-z axis. The bending moment (M) can be converted into

components as Mzz = Mcos and Myy = Msin. Hence, a set of data consisting of P, Mzz, and Myy

can be obtained for all the points on the capacity surface.

34

A MATLAB code was written to construct the capacity surface. Figure 5-6 shows the

capacity surface for the 30x30 column in the first 6 floors of the structure designated as Case 1.

The columns are subjected to the axial and bidirectional moment demands during an earthquake.

The demand points for a column, in the form of axial load and moments in the z-z and y-y

directions, can be extracted from the Ruaumoko analysis output file. The MATLAB code checks

whether the demands (Pdemand, Mzz (demand), Myy (demand)) are within the surface or fall outside the

surface, which correspond to having adequate capacity or yielding, respectively. The conceptual

algorithm for the MATLAB code is as follows.

1) Consider a demand point ‘A’ with coordinates (Pdemand, Mzz (demand), Myy (demand)). Angle

demand can be found as yy(demand)-1

demand

zz(demand)

Mθ =tan

M

.

.

2) If demand is say 48.25o, the code pulls up the values of P-M diagrams for the principal

bending axes of 45o and 50

o and interpolates for the value for 48.25

o to find a new set of P-M

diagram points corresponding to demand = 48.25o.

3) Now the coordinates of point ‘A’ in the P-M diagram can be written as (Pdemand, Mdemand),

where 2 2

demand zz(demand) yy(demand)M = M + M .

4) The coordinate of (Pdemand, Mdemand) is checked to see if it is within this newly calculated P-M

diagram points corresponding to demand. For this purpose, the moment M’ corresponding to

Pdemand in the P-M diagram is found. If M’ < Mdemand, the point ‘A’ lies inside the capacity

surface, i.e., the column capacity has not been exceeded; and if M’>Mdemand, the point ‘A’

lies outside the capacity surface, which indicates yielding.

5) The percentage of capacity exceedance is computed as '

demand

'

M -Mx100

M

.

35

The aforementioned procedure is followed for all the demand points for a particular

column. The MATLAB code also establishes the time at which a point goes outside of the

interaction surface, i.e., the time at which a particular column yields. All instances when a point

falls outside of the interaction surface are obtained by the code. The MATLAB code is shown in

Appendix C.5.

5.3 Lumped Masses

A lumped mass model was used, i.e., the masses were lumped and applied to the beam-

column joints. The masses were determined based on the building seismic weight that had been

employed for design. For structure designated as Case 1, the seismic weight includes dead loads;

while for the second structure (designated as Case 2); the seismic weight includes dead load and

25% of the live load (excluding roof live load). The weight of the structure except for the weight

of the beams and columns is distributed as lumped mass. Ruaumoko 3D calculates the weights

of the beams and columns based on the unit weights specified in the input file.

5.4 Gravity Loads

The response of the structures under the combined actions of gravity loads and

earthquake loading was determined. The full dead load and 25% of the live load (except for roof

live load) was considered. In accordance with Ruaumoko format, the gravity loads are

represented as uniformly distributed loads.

5.5 Selection of Artificial and Recorded Ground Motions

Three different ground motions (one artificial and two recorded ground motions) were

considered. The selection of the ground motions is described in the following subsection.

36

5.5.1 Artificial Ground Motion

The program SIMQKE, which is a part of Ruaumoko software suite, was used to generate

the artificial ground motions. Generation of an artificial ground motion is based on matching a

target response spectrum as closely as possible. In the reported study, the code specified design

response spectrum was selected. The design response spectrum for structure in Case 1 is

calculated as per Section 11.4.5 ASCE 7-10 (see Figure 2-2). Structure in Case 2 is designed for

a design response spectrum which is scaled up so that the base shear is equal to the minimum

calculated base shear. This spectrum is further multiplied by a value (R/I) to get the target

response spectra for the artificial ground motion which is independent of response reduction

factor and importance factor.

The generated ground motion corresponds to one of the two orthogonal components of

the acceleration record. According to both the U.S. and Indian design codes, the other

component is taken as 30% of the primary ground motion. The response spectra for the artificial

ground motions are shown in Figure 5-7 and Figure 5-8 for the structures designated in Case 1

and Case 2, respectively. The corresponding ground motion accelerograms (named GM-1 and

GM-4) are shown in Figure 5-10 and Figure 5-13.

5.5.2 Recorded ground motions

The recorded ground motions were selected with the help of Pacific Earthquake

Engineering Research (PEER) center Ground Motion Database web application (2011). In the

current study, the ground motions were established based on the magnitude of the earthquake

and shear wave velocity (Vs30). The selected range of the magnitude was between 6.0 and 9.0;

this range corresponds to a typical Modified Mercalli Intensity Scale of VIII and higher

according to USGS. Shear wave velocity ranging between 600ft/s (182.88m/s) and 1200ft/s

37

(365.76m/s) was chosen in the reported research. Finally, the most important criterion of

choosing a scaled ground motion is to match its response spectrum with the design spectrum,

which is defined by design codes.

5.5.2.1 Scaling of ground motions

The procedure described in Chapter 16 of ASCE 7-10 was used to scale the earthquakes.

The IS code doesn’t specifically mention a particular procedure and leaves the selection based on

the experience and judgment of the engineer. Hence, the same procedure as per ASCE7-10 was

followed.

According to Section 16.1.3.2 in ASCE 7-10, “For each pair of horizontal ground motion

components, a square root of sum of squares (SRSS) spectrum shall be considered by taking

SRSS of the 5-percent-damped response spectra for the scaled components (where an identical

scale factor is applied to both components of a pair). Each pair of motions shall be scaled such

that for a period between 0.2T and 1.5T, the average of SRSS spectra from all horizontal

component pair does not fall below the corresponding ordinate of the response spectrum used for

design …”

Individual as-recorded ground motions are scaled such that the average of the SRSS

spectra of two scaled as-recorded and one artificial ground motion satisfies the criterion

mentioned above. A sample procedure of scaling of individual ground motion is shown in

Appendix C.3.

5.5.2.2 Uncorrelated principal (as- recorded) ground motion components

Penizien and Watabe (1975) defined a set of principal axes for three-translational

components of a ground motion. The three translational components of ground motion are major,

intermediate, and minor principal axes along which the components of the ground motion are

38

statistically uncorrelated. Based on the examination of real accelerograms, Penizien and Watabe

demonstrated that the major principal axis usually points in the general direction of the epicenter,

the intermediate principal axis is horizontal and perpendicular to the major principal axis, and the

minor principal axis is almost vertical (Rezaeian and Der Kiureghian, 2010) (see Figure 5-9).

If a1(t) and a2(t) represent a pair of orthogonal horizontal acceleration histories in the as-

recorded direction, and a1,(t) and a2,(t) represent their rotated components with a clockwise

rotation angle , the orthogonal transformation is given by Eq. 5.1 (Rezaeian and Der

Kiureghian, 2010).

1,θ 1

2,θ 2

a (t) a (t)cos(θ) -sin(θ)=

a (t) sin(θ) cos(θ) a (t)

(5.1)

Every pair of as-recorded ground motion components is rotated for angles ranging from 0o to 90

o

with interval of 0.5o, and correlation coefficient is calculated for a1,(t) and a2,(t). A rotation

angle is selected such that the correlation coefficient is zero. The rotated components are the

principal ground motion components to be used in analysis. To identify the major and

intermediate components, the concept of Arias intensities is used. Arias Intensity (Ia) defined by

Arias (1970) is the measure of the total energy and is given as

nt

2

a(t)

0

πI = a (t)dt

2g (5.2)

Where tn is the duration of ground motion. The horizontal principal component with the largest

Arias intensity is taken as the major principal component and the other component is the

intermediate principal component. In the reported study, the analyses are limited to only two

horizontal principal components; the minor (vertical) principal axis is not considered herein. A

MATLAB code was written to find the uncorrelated principal components (refer Appendix C.4).

39

The major principal component is applied along the weaker axis (in Z direction) and the minor

principal component is applied in the stronger axis (in X direction).

The recorded ground motions used for analysis of the structure designated as Case 1 are

named GM-2 and GM-3, while those used for analysis of the second structure designed are

named GM-5 and GM-6. Ground motions GM-2, GM-3, and GM-5 were obtained from PEER

ground motion database. GM-6 is the actual recorded ground motion of the Bhuj Earthquake

(2001) which was obtained from COSMOS Virtual Data Center (2007). The characteristics of

the scaled ground motions are summarized in Table 5-8 and Table 5-9. The response spectra for

the corresponding ground motions are shown in Figure 5-7 and Figure 5-8. The ground motion

accelerograms for scaled recorded ground motions are shown in Figure 5-11, Figure 5-12 ,

Figure 5-14, and Figure 5-15.

5.6 Nonlinear Analysis Output in Ruaumoko 3D

The input files for Ruaumoko 3D were generated to allow inelastic dynamic analysis of

the two structures subjected to the ground motions described in the previous section. The two

input files are presented in Appendix C.6. For all the modes, 5% critical damping was chosen.

The Newmark constant average acceleration method was selected. The post processing program

DYNAPLOT, which is a part of the Ruaumoko suite, was used to process the results in order to

evaluate the following responses.

1) Inter story and roof drifts compared to allowable drifts

2) Demands in the beams versus the flexural capacities

3) Demands in the column sections with reference to the axial moment (P-Myy-Mzz) yielding

surfaces

40

Table 5-1 Bilinear factors(r) for flexure: Case 1

Bilinear factors for Flexure (Columns)

Story Group A Group B Group C Group D

1 0.0257 0.0274 0.0193 0.0683

2 0.0340 0.0181 0.0193 0.0452

3 0.0401 0.0214 0.0252 0.0208

4 0.0410 0.0330 0.0357 0.0199

5 0.0416 0.0409 0.0406 0.0289

6 0.0423 0.0413 0.0415 0.0395

7 0.0335 0.0338 0.0342 0.0307

8 0.0333 0.0338 0.0339 0.0338

9 0.0328 0.0332 0.0328 0.0339

10 0.0336 0.0333 0.0333 0.0330

11 0.0338 0.0340 0.0336 0.0335

12 0.0345 0.0343 0.0342 0.0344

Bilinear factors for Flexure (Beams)

0.0247 for moment about major axis (z-z)

0.0562 for moment about minor axis (y-y)

Table 5-2 Bilinear factors(r) for flexure: Case 2

Bilinear factors for Flexure (Columns)

Story Group A Group B Group C Group D

1 0.1302 0.1906 0.1874 0.2866

2 0.0667 0.1333 0.1298 0.2379

3 0.0451 0.1078 0.1039 0.2413

4 0.0218 0.0054 0.0019 0.1116

5 0.0249 0.0081 0.0098 0.0775

6 0.0285 0.0191 0.0204 0.0415

7 0.0293 0.024 0.0246 0.0057

8 0.0278 0.0286 0.0283 0.0147

9 0.0277 0.0287 0.0288 0.0249

10 0.0274 0.0278 0.0276 0.0295

11 0.0268 0.0274 0.0269 0.0275

12 0.0262 0.0262 0.0261 0.0267

Bilinear factors for Flexure (Beams)

0.0169 for moment about major axis (z-z)

0.0883 for moment about minor axis (y-y)

41

Table 5-3 Sectional response properties of columns and beams: Case 1

(Sectional Response Properties for the column members in

Ruaumoko 3D,Calculated from the output from XTRACT)*

Column 30x30

-Story 1 to 6

Column 30x30

-Story 7 to 12

PC Axial compressive yield force (kip) -7106 -6909

PBz Axial compressive force at balance point z-z axis

(kip) -2149 -2455

MBz Yield moment at P=PBz about z-z axis (kip.in) 24000 22840

PBy Axial compressive force at balance point y-y axis

(kip) -2149 -2455

MBy Yield moment at P=PBy about y-y axis (kip.in) 24000 22840

M0z Yield moment at P=0.0 about z-z axis (kip.in) 11119 8305

M0y Yield moment at P=0.0 about y-y axis (kip.in) 11119 8305

PT Axial Tension yield force (kip) 865.9 636.2

(Sectional Response Properties for the beam members in


Beam 22 x30-

All Story’s Sign

conventions:-

a)Compression -

ve, b)Tension

+ve, c)Right

hand thumb rule

followed for +ve

moments

PYT Axial force for tensile yield (kip) 599.6

PYC Axial force for compression yield (kip) -5178

MYz+ Positive yield moment about z-z axis (kip.in) 7840

MYz- Negative yield moment about z-z axis (kip.in) -7840

MYy+ Positive yield moment about y-y axis (kip.in) 5462

MYy- Negative yield moment about y-y axis (kip.in) -5462 * Note that sign conventions for the force and moments are shown as per Ruaumoko 3D

42

Table 5-4 Sectional response properties of columns and beams: Case 2

(Sectional Response Properties for the column members in


Column

600x600 -

Story 1

Column

600x600 -

Story 2 to 3

Column

600x600 -

Story 4 to 12

PC Axial compressive yield force (kip) -5905 -5439 -4851

PBz Axial compressive force at balance point z-z axis (kip) -1711 -1714 -1879

MBz Yield moment at P=PBz about z-z axis (kip.in) 22010 18030 14260

PBy Axial compressive force at balance point y-y axis (kip) -1711 -1714 -1879

MBy Yield moment at P=PBy about y-y axis (kip.in) 22010 18030 14260

M0z Yield moment at P=0.0 about z-z axis (kip.in) 16018.94 10317.18 4549.44

M0y Yield moment at P=0.0 about y-y axis (kip.in) 16018.94 10317.18 4549.44

PT Axial Tension yield force (kip) 1801 1099 450.2

(Sectional Response Properties for the beam members in


Beam

400x625-

All

Story’s Sign conventions:-

a)Compression -ve,

b)Tension +ve, c)Right

hand thumb rule followed

for +ve moments

PYT Axial force for tensile yield (kip) 750.3

PYC Axial force for compression yield (kip) -3562

MYz+ Positive yield moment about z-z axis (kip.in) 7723.38

MYz- Negative yield moment about z-z axis (kip.in) -7723.38

MYy+ Positive yield moment about y-y axis (kip.in) 4397.32

MYy- Negative yield moment about y-y axis (kip.in) -4397.32 * Note that sign conventions for the force and moments are shown as per Ruaumoko 3D

43

Table 5-5 Elastic sectional properties of columns and beams: Case 1

Elastic sectional properties of column and beam members in

Ruaumoko 3D

Column

30x30-All

Story’s

Beam

22 x30-All

Story’s

E Elastic (Young's) Modulus of member material (ksi) 5072 5072

G Shear Modulus of member material (ksi) 2113 2113

A Cross-sectional area of the member section (in2) 900 660

Jxx Torsional second moment of area of the section in x-x axis (in4) 114075 58472

Izz* Moment of Inertia of the section in z-z direction (in

4) 47250 17325

Iyy* Moment of Inertia of the section in y-y direction (in

4) 47250 9317

Asz* Effective shear area of the member section in z direction (in

2) 750 550

Asy* Effective shear area of the member section in y direction (in

2) 750 550

WGT Weight per unit length of the member (kip/in) 0.078125 0.0572917

* Note-Izz, Iyy are cracked moment of inertias(0.7Ig for columns & 0.35Ig for beams) and Asz,

Asy=(5/6).h.bw

Table 5-6 Elastic sectional properties of columns and beams: Case 2

Elastic sectional properties of column and beam members in

Ruaumoko 3D

Column

600x600-

All Story’s

Beam

400 x625-

All Story’s

E Elastic (Young's) Modulus of member material (ksi) 5128 5128

G Shear Modulus of member material (ksi) 2136 2136

A Cross-sectional area of the member section (in2) 558 387.5

Jxx Torsional second moment of area of the section in x-x axis (in4) 43850 19298

Izz* Moment of Inertia of the section in z-z direction (in

4) 18163 6843

Iyy* Moment of Inertia of the section in y-y direction (in

4) 18163 2803

Asz* Effective shear area of the member section in z direction (in

2) 465 323

Asy* Effective shear area of the member section in y direction (in

2) 465 323

WGT Weight per unit length of the member (kip/in) 0.051383 0.0356992

* Note-Izz, Iyy are cracked moment of inertias(0.7Ig for columns & 0.35Ig for beams) and Asz,

Asy=(5/6).h.bw

Table 5-7 Modified Takeda hysteresis rule parameters

ALFA1 BETA

1 NF

1 KKK

1

Unloading

Stiffness

Reloading

Stiffness

Reloading Stiffness

power factor

Unloading as in DRAIN-2D (1) or as in

Emori and Schnobrich(2) – see Figure 5.4

0 0.6 1 1 1

definitions of these parameters are given in appendix of Ruaumoko manual (Carr, 2008)

44

Table 5-8 Ground motions for Response History Analysis: Case 1

Ground

Motion Description

GM-1 Artificial ground motion generated from SIMQKE, ASCE 7-10 Design Spectrum (PGA =0.491g),

Duration 25secs

Ground

Motion

Description

PEER

Database

No.

Event Station/

Duration Year Magnitude

Vs30

(m/s) Mechanism

Scale

Factor PGA (g)

GM-2 NHA#184

Imperial

Valley-

06

El-Centro/

38.955 sec 1979 6.53 202.3 Strike-Slip 1.34 0.636

GM-3 NHA#778 Loma

Prieta

Hollister

Diff Array/

39.635sec

1989 6.93 215.5 Reverse-

Oblique 1.74 0.474

Table 5-9 Ground motions for Response History Analysis: Case 2

Ground

Motion Description

GM-4 Artificial ground motion generated from SIMQKE, IS 1893 Design Spectrum (PGA =0.496g), Duration

25secs

Ground

Motion

Description

PEER

Database

No.

Event Station/


Vs30

(m/s) Mechanism

Scale

Factor

PGA

(g)

GM-5 NHA#719 Superstition

Hills

Brawley

Airport/

21.96 sec

1987 6.54 208.7 Strike-Slip 4.85 0.758

Ground

Motion

Description

COSMOS

Database. Event

Station/


Scale

Factor PGA (g)

GM-6 BHUJ Bhuj Ahmedabad/

133.525 sec 2001 7.7 4.4 0.4796

45

Figure 5-1 Model of the structure in Ruaumoko 3D

Figure 5-2 Global and Local Axes in Ruaumoko 3D

46

Figure 5-3 Grouping of columns as per design axial load for a typical story

Figure 5-4 Hysteresis model (Modified Takeda)

(Source: Ruaumoko Manual)

Drain -2D

unloading

used in model

47

Figure 5-5 P-M diagram for principal bending axis at 0o to 45

o, w.r.t z-z axis (for Col30x30,

Story 1 to 6, Case 1)

48

Figure 5-6 P-Mzz-Myy capacity surface (for Col 30x30, Story 1 to 6, Case 1)

49



50

Figure 5-9 Principal axes and rotated orthogonal horizontal components

(Source: Rezaeian and Der Kiureghian, 2010)

51

Figure 5-10 Artificial ground motion (GM-1)

(*Note: -The intermediate principal component is 30% of the major principal component)

52

Figure 5-11 Recorded uncorrelated ground motion component pair (GM-2)

53


54

Figure 5-13 Artificial Ground Motion (GM-4)

(*Note:-The intermediate principal component is 30% of the major principal component)

55


56


57

Chapter 6 Results and Conclusions

This chapter presents the results from the analyses as follows.

Table 6-1: The values of the base shear, roof displacement and inter-story drifts

Table 6-2: The number of member yielded for both the structures

Figure 6-1 and Figure 6-2: Base shear vs. time diagrams

Figure 6-3 and Figure 6-4: Roof displacements vs. time diagrams

Figure 6-5 and Figure 6-6: Maximum inter-story drifts diagram

Figure 6-7 to Figure 6-12: Graphical representation of the maximum moment demand-to-

capacity ratio of the members, number of members yielding (%), and the time during the

earthquake records corresponding to the maximum moment demand-to-capacity ratio

Appendix C.7 provides a detailed summary of the performance of beams and columns in

each level of the two structures. Using the presented results, the performance of the two

structures designated as Case 1 and Case 2 is evaluated.

6.1 Case 1 (Structure designed per ASCE 7)

6.1.1 GM-1 (Artificial ground motion compatible with ASCE 7 design spectrum, duration-

25secs)

The maximum base shear occurred at about 4.925sec into the earthquake in the Z

direction (i.e., the weaker axis). The peak base shear generated is about 186% greater than the

design base shear. The maximum roof displacement of 12.66in occurs in the Z direction; this

drift is less than 2% of the total height of the structure. The maximum inter-story drift of 1.46%

occurs for level 3 in the Z direction, and is less than 2% of the story height. Beams in levels 1 to

9 started to yield before the maximum base shear occurred. About 56% of the beams yielded

between 1.25sec and 20.725sec into the earthquake. The maximum beam moment demand-to-

58

capacity ratio was found to be approximately 1.14. The beams in levels 10 to 12 did not yield

over the course of the event. All the columns in levels 1 yielded between 2.775sec and

23.425sec into the earthquake. The maximum column moment demand-to-capacity ratio was

5.54, which occurred for a corner column. The columns in levels 2 to 12 did not yield over the

course of the event.

6.1.2 GM-2 (Scaled recorded ground motion, Event-Imperial Valley-06, duration-38.995sec)

The maximum base shear occurred at about 6.1sec into the earthquake in the X direction

(i.e., the strong axis). The peak base shear generated is about 228% greater than the design base

shear. The maximum roof displacement of 14.72in occurs in the X direction; this drift is less than

2% of the total height of the structure. The maximum inter-story drift of 1.9% occurs for level 2

in the X direction, and is less than 2% of the story height. Beams in levels 1 to 10 started to yield

before the maximum base shear occurred. About 70% of the beams yielded between 5.025sec

and 8.15sec into the earthquake. The maximum beam moment demand-to-capacity ratio was

found to be 1.11. The beams in levels 11 and 12 did not yield over the course of the event. All

the columns in levels 1 and levels 3 to 7 yielded between 5.425sec and 8.625sec into the

earthquake. The maximum column moment demand-to-capacity ratio was 1.5, which occurred

for an outer column in level 1. The columns in levels 2 and levels 8 to 12 did not yield over the

course of the event.

6.1.3 GM-3 (Scaled recorded ground motion, Event-Loma Prieta, duration-39.635sec)

The maximum base shear occurred at about 7.9sec into the earthquake in the X direction

(i.e., the strong axis). The peak base shear generated is about 229% greater than the design base

shear. The maximum roof displacement of 17.73in occurs in the X direction; this drift is less than

2% of the total height of the structure. The maximum inter-story drift of 2.5% occurs for level 2

59

in the X direction, and is more than 2% of the story height. Beams in levels 1 to 9 started to yield

just before the maximum base shear occurred. About 68% of beams yielded between 6.4sec and

21.375sec into the earthquake. The maximum beam moment demand-to-capacity ratio was found

to be 1.15. The beams in levels 11 and 12 did not yield over the course of the event. The majority

of the columns in levels 1 and levels 3 to 7 yielded between 6.55sec and 29.775sec into the

earthquake. The maximum column moment demand-to-capacity ratio was 1.46, which occurred

in one of the inside columns in level 1. The columns in levels 2 and levels 8 to 12 did not yield

over the course of the event.

6.2 Case 2 (Structure designed per IS 1893)

6.2.1 GM-4 (Artificial ground motion compatible with IS 1893 design spectrum, duration-

25secs)


direction (i.e., the weak axis). The peak base shear generated is about 287% greater than the

design base shear. IS 1893 only specifies the limit for elastic inter-story drifts of structure; hence,

in order to keep common grounds in comparison, the 2% criterion for the roof displacements and

the inter-story drifts is used for the structures designed in Case 2. The maximum roof

displacement of 18.88in occurs in the Z direction; this drift is less than 2% of the total height of

the structure. The maximum inter-story drift of 2.12% occurs for level 3 in the Z direction, and is

more than 2% of the story height. Beams in levels 1 to 4, in the Z direction, started to yield

before the maximum base shear occurred. Beams in levels 5 to 8 in the Z direction, started to

yield after the maximum base shear occur. Beams in the X direction on any level do not yield.

About 33% of the beams yielded between 4.15sec and 14.025sec into the earthquake. The

maximum beam moment demand-to-capacity ratio was found to be approximately 1.02. The

60

beams in the Z direction for levels 9 to 12 do not yield over the course of the event. Only 1

column in level 1 yielded at 8.9sec into the earthquake. The maximum column moment demand-

to-capacity ratio was 1.002, which occurred for an outer column in level 1. The columns in levels

2 to 12 do not yield over the course of the event.

6.2.2 GM-5 (Scaled recorded ground motion, Event-Superstition Hills, duration-21.96sec)

The maximum base shear occurred at about 13.65sec into the earthquake in the X

direction (i.e., the strong axis). The peak base shear generated is about 332% greater than the

design base shear. The maximum roof displacement of 23.6in occurs in the Z direction; this drift

is less than 2% of the total height of the structure. The maximum inter-story drift of 2.62%

occurs for level 4 in the Z direction, and is more than 2% of the story height. Beams in levels 1

to 9 started to yield before the maximum base shear occurred. About 67% of the beams yielded

between7.325sec and 21sec into the earthquake. The maximum beam moment demand-to-

capacity ratio was found to be approximately 1.037. The beams in levels 10 to 12 do not yield

over the course of the event. Most columns in level 1 and levels 4 to 11 yielded between

11.725sec and 21sec into the earthquake. The maximum column moment demand-to-capacity

ratio was 2.595, which occurred for an outer column in level 4. The columns in levels 2, 3 and 12

did not yield over the course of the event.

6.2.3 GM-6 (Scaled recorded ground motion, Event-Bhuj, duration-133.525sec)


direction (i.e., the weaker axis). The peak base shear generated is about 287% greater than the

design base shear. The maximum roof displacement of 18.44in occurs in the Z direction; this

drift is less than 2% of the total height of the structure. The maximum inter-story drift of 1.79%

occurs for level 2 in the Z direction, and is less than 2% of the story height. Beams in levels 1 to

61

8 started to yield before the maximum base shear occurred. About 68% of the beams yielded

between 35.4sec and 48.95sec into the earthquake. The maximum beam moment demand-to-

capacity ratio was found to be approximately 1.019. The beams in levels 10 to 12 did not yield

over the course of the event. Some columns in levels 1, 4 to 6, and 8 to 11 yielded between

37.175sec and 47.5sec into the earthquake. The maximum column moment demand-to-capacity

ratio was 1.203, which occurred for an outer column in level 4. The columns in levels 2, 3 and 7

did not yield over the course of the event.

62

Table 6-1 Results: Maximum base shear, roof displacements and inter-story drifts

1. Maximum Base Shear

Case 1

(ASCE 7)

GM-1

(Duration-25 sec)

GM-2

(Duration-38.995 sec)

GM-3


Direction Direction Direction

Z X Z X Z X

3545kips

@4.925sec

2550kips

@19sec

3147kips

@7.65sec

4097kips

@6.1sec

3329kips

@7.225sec

4103kips

@7.9sec

Case 2

(IS 1893)

GM-4

(Duration-25 sec)

GM-5


GM-6



Z X Z X Z X

3127kips

@4.325sec

1520kips

@11.575sec

3324kips

@16.175sec

3498kips

@13.65sec

3127kips

@40.825sec

2957kips

@44.525sec

2. Maximum Roof Displacement, 2%hn=35.04in.

Case 1

(ASCE 7)

GM-1 GM-2 GM-3


Z X Z X Z X

12.66in.

@3.2sec

4.732in.

@19.05sec

11.86in.

@6.125sec

14.72in.

@6.575sec

10.21in.

@7.65sec

17.73in.

@8.2sec

Case 2

(IS 1893)

GM-4 GM-5 GM-6


Z X Z X Z X

18.88in.

@4.75sec

6.345in.

@11.475sec

23.6in.

@18.675sec

15.33in.

@12.425sec

18.44in.

@41.375sec

14.72in.

@39sec

3. Maximum Inter-Story drift

Case 1

(ASCE 7)

GM-1 GM-2 GM-3


Z X Z X Z X

1.46%

@Story 3

0.43%

@Story 3

1.26%

@Story 5 1.9%

@Story 2 1.09%

@Story 3 2.5%

@Story 2

Case 2

(IS 1893)

GM-4 GM-5 GM-6


Z X Z X Z X

2.12%

@Story 3

0.58%

@Story 2

2.62%

@Story 4

1.77%

@Story 3

1.79%

@Story 2

1.61%

@Story 3

*Note: (1) Design base shear, Case 1: 1237.36 kips in Z direction and 1248.29 kips in X

direction; (2) Design base shear, Case 2: 808.01 kips for both Z and X directions; (3) Z-axis is

along weaker direction of structure while X-axis is along stronger direction of the structure

63

Table 6-2 Results: Number of members yielding (%)

Case 1

GM-1 GM-2 GM-3

Story no.

No of

members

yielding per

story (%)

Story no.

No of

members

yielding per

story (%)

Story no.

No of

members

yielding per

story (%)

Beams

Beams in Z

direction

1 to 8 100 1 to 9 100 1 to 9 100

9 67 10 67 10 44

10 to 12 - 11,12 - 11 to 12 -

Beams in X

direction

1 to 4 100 1 to 7 100 1 to 7 100

5 90 8 15 8 to 12 -

6 to 12 - 9 to 12 -

Columns

1 100 1 100 1 100

3 12.5 3 8.3

2 to 12 -

4 to 7 4.2 4 to 5 62.5

2,8 to 12 - 6 to 7 16.7

2,8 to 12 -

Case 2

GM-4 GM-5 GM-6

Story no.

No of

members

yielding per

story (%)

Story

No of

members

yielding per

story (%)

Story

No of

members

yielding per

story (%)

Beams

Beams in Z

direction

1 to 8 100 1 to 7 100 1 to 9 100

9 to 12 - 8 56

10 to 12 - 9 to 12 -

Beams in X

direction 1 to 12 -

1 to 5,7,8 100 1 to 7 100

6 95 8 45

9 65 9 to 12 -

10 to 12 -

Columns

1 4.2

1 100 1 58.33

4 83.3 4,5 37.5

5 95.8 6 8.33

6 75 8,11 4.17

2 to 12 -

7 45.8 9 20.83

8 20.8 10 16.67

9,11 12.5

2,3,7,12 - 10 8.3

2,3,12 -

*Note: ‘-‘indicates members of the story not yielding.

64

Figure 6-1 Base shear (kips) vs. Time (sec): Case 1

65

Figure 6-2 Base shear (kips) vs. Time (sec): Case 2

66

Figure 6-3 Roof displacement (in.) vs. Time (sec): Case 1

67

Figure 6-4 Roof displacement (in.) vs. Time (sec): Case 2

68

Figure 6-5 Maximum inter-story drifts: Case 1

Figure 6-6 Maximum inter-story drifts: Case 2

69

Figure 6-7 Results: Member Yielding, Case 1-GM 1


70



71



72

Chapter 7 Summary, Discussion, Conclusions and Future Research

7.1 Summary and Relative Comparison

7.1.1 Performance of structure designed as per ASCE 7 seismic provisions (Case 1)

The roof displacement for the structure is less than 2% of the total height of the structure

for all the ground motions. The maximum roof displacement is observed for ground motion GM-

3. Inter-story drifts for the structure are less than 2% for the first two ground motions, GM-1 and

GM-2, but exceed 2% for ground motion GM-3. The maximum moment demand on the beams is

as high as 1.16 times the moment capacity for ground motion GM-3. The highest number of

beam yielding is 69.5% when the building is subjected to ground motion GM-2. When subjected

to ground motion GM-1, the lowest number of columns (8.33%) yield but the moment demand

for the columns is very high (5.54 times the capacity). The highest number of column yielding

(22.22%) occurs under GM-3; however, the moment demand for the columns is relatively lower

than GM-1 (1.47 times the capacity).

7.1.2 Performance of structure designed as per IS 1893 seismic provisions (Case 2)

The roof displacement for the structure is less than 2% of the total height of the structure

for all ground motions. The maximum roof displacement is observed for ground motion GM-5.

Inter-story drifts for the structure is less than 2% for the ground motion GM-6, but exceed 2% for

ground motions GM-4 and GM-5. The maximum demand moment on the beams is as high as

1.04 times the moment capacity for ground motion GM-5. The highest number of beam yielding

is 68.2%, which occurs for ground motion GM-6. When subjected to GM-4 the lowest number of

columns (0.35%) yield. For the same ground motion, the moment demand for the columns is

lowest (1.002 times the capacity). Ground motion GM-5 results in the highest number of

columns (37.2%) to yield, with a relatively high demand/capacity ratio of 2.59.

73

7.1.3 Relative comparison of performance of Case1 and Case 2 structures

Both structures perform well in terms of roof displacement, which is less than 2% of

building height. However, both structures fail to comply with inter-story drift limit of 2% of

story height; structure one (i.e., Case 1) fails for ground motion GM-3, and the second structure

does not meet this limit for ground motions GM-4 and GM-5. In both structures, the majority of

beams started to yield before yielding in the columns; hence, the design objective of strong

column-weak beam is satisfied. The total number of yielding in the beams is nearly identical for

both structures; however, the level of yielding is higher in the first structure (Case 1). More

columns in building two (Case 2) experienced yielding, but the columns in the first building

(Case 1) yield to a higher level, i.e., the demand/capacity ratio was larger.

7.2 Discussion

The structure in Case 1 is designed as per ELF method and has a design base shear of

1248 kips and 1237 kips in X and Z direction respectively. The lateral load distribution is based

upon the empirical formula and not on the more accurate response spectrum method in the

current study. The members designed satisfy the provisions of ASCE 7 and ACI 318. The drift

criterion governs the fixing of member sizes over the strength criteria. In Ruaumoko analysis, the

number of member yielding and the maximum moment demand/capacity ratio for beams and

columns is comparatively higher than Case 2. Dynamic analysis of Case 1 could have produced

better design results though.

Structure designed is Case 2 is designed as per response spectrum method and for a

design base shear of 808 kips in both X and Z direction. The lateral load here is distributed based

on the modal behavior (mode shapes). The members for the Case 2 structure are comparatively

smaller but the reinforcement ratios in the members are comparatively higher. The load factor for

74

seismic load in the load combinations is higher in Case 2 (1.2 vs. 1.0 and 1.5 vs. 1.0). The

strength criterion governs the fixing of member sizes over the drift criteria.

Seismic mass of both the structures differs by just by 7.5% (23063kips (Case 1) vs.

21324kips (Case 2)), but the stiffness differs a lot as Case 2 structure is more flexible, due to

which the fundamental time period for structure in Case 2 is more than Case 1 as per Ruaumoko

analysis (2.79 vs. 1.75 sec).

7.3 Conclusion

The design methods, design base shears, and earthquake load factors in the load

combinations are different for both the cases. Despite these differences, the allowable elastic

inter-story drift limits are fairly close to each other, 0.0036Hstorey vs. 0.004Hstorey.

Both structures meet the 2% roof drift limit but not the 2% inter-story drift limit. The

inter-story drifts and roof displacement of the Case 2 structure is higher as it is a more flexible

structure. In terms of the number of beams yielding (i.e., 68.2% vs. 69.5%) and maximum

demand/capacity ratio (1.04 vs.1.16), the beams in the second structure (Case 2) perform better

than those in Case 1. The columns in both the structures yield heavily (demand exceeds capacity

by more than 100%). Even though the maximum number of columns yielding in Case 2 is more

than that in Case 1 (i.e., 37.2% vs. 22.2%), the maximum demand/capacity ratio (2.59 vs. 5.54) is

less; hence, the columns in second structure (Case 2) perform ‘relatively’ better than those in

Case 1. The performance of beams and columns in Case 2 is ‘relatively’ better in terms of

strength. Response spectrum method produces better analysis results for Case 2 than ELF

method does for Case 1; hence, the use of response spectrum for design is recommended over

ELF method.

75

7.4 Recommendations for future research

The current study is limited to the comparison of the performances of building that are

symmetrical in plan and elevation. The performance of the buildings with plan and elevation

irregularities needs to be accessed and compared. Current study focused on flexural behavior of

members. Future studies should evaluate shear and torsional behaviors.

76

References

ACI Committee 318 (2011), ACI 318-11/ACI 318R-11, Building Code Requirements for

Structural Concrete and Commentary, American Concrete Institute, Farmington Hills, MI.

ASCE/SEI 7-10 (2010), Minimum Design Loads for Buildings and Other Structures, American

Society of Civil Engineers, Reston, VA.

Arias A (1970), “A measure of earthquake intensity in seismic design for nuclear power plants”,

Hansen RJ (ed.), MIT Press: Cambridge, MA, 438-483.

Carr, A.J (2009), “Volume3: User Manual for the 3: Dimensional Version Ruaumoko 3D”,

University of Canterbury, Christchurch, New Zealand.

Carr, A.J (2008), “Volume5: Appendices, Ruaumoko Manual”, University of Canterbury,

Christchurch, New Zealand.

Consortium of Organizations for Strong-Motion Observation Systems (2007), COSMOS Virtual

Data Center, <http://db.cosmos-eq.org>

ETABS Nonlinear version 9.6, copyright 1984-2009, Computers and Structures Inc. Berkeley,

CA. Computer Program.

Hognestad, E. (1951). "A Study of Combined Bending and Axial Load in Reinforced Concrete

Members".University of Illinois Engineering Experiment Station, Bulletin Series No. 399,

Bulletin No. 1.

IS 1893 Part 1 (2002), Criteria for Earthquake Resistant Design of Structures, Part 1, General

Provisions and Buildings, Rev 5,Bureau of Indian Standards, Manak Bhawan, New Delhi, India.

IS 13920 (1993), Code of Practice for Ductile Detailing of Reinforced Concrete Structures

subjected to Seismic forces, Bureau of Indian Standards, Manak Bhawan, New Delhi, India.

77

IS 875 Part 1 (1987), Code of Practice for design loads(other than earthquake)for buildings and

structures, Part 1: Dead Loads - Unit weights of building materials and stored materials, Rev 2,

Bureau of Indian Standards, Manak Bhawan, New Delhi.

IS 875 Part 2 (1987), Code of Practice for design loads(other than earthquake)for buildings and

structures, Part 2 Imposed Loads, Rev 2, Bureau of Indian Standards, Manak Bhawan, New

Delhi.

IS 456 (2000), Plain and Reinforced Concrete-Code of Practice, Rev 4, Bureau of Indian

Standards, Manak Bhawan, New Delhi.

Jain, S.K., (2003). “Review of Indian seismic code, IS 1893(Part 1):2002”, The Indian Concrete

Journal, 1414-1422.

Khose, V.N., Singh, Y., Lang, D. (2010). “Limitations of Indian and seismic design codes for

RC buildings”.14th

Symposium on Earthquake Engineering, Department of Earthquake

Engineering, IIT Roorkee, Roorkee, India

Mander, J.B., Priestley, M.J.N., and Park, R., (1988).“Theoretical Stress-Strain Model for

Confined Concrete”, Journal of Structural Engineering, ASCE, Vol.114, No.8, 1894-1826.

MATLAB version R2012a, copyright 1984-2012, The Math Works Inc., Natick, MA. Computer

Program.

Mistry R., Dong W., Shah H. (2001). “Interdisciplinary Observations on the January 2001, Bhuj,

Gujarat Earthquake”, World Seismic Safety Initiative and Earthquakes and Megacities Initiative,

Nanyang Technological Institute, Singapore,127 pp.

Otani S, (1981), “Hysteresis Models of Reinforced Concrete for Earthquake Response Analysis”,

Journal of Faculty of Engineering, University of Tokyo, Vol 36, No.2, 407-441.

78

Pacific Earthquake Engineering Research Center (2011), “PEER Ground Motion Database Web

Application”, <http://peer.berkeley.edu/peer_ground_motion_database>

Penzien J, Watabe M ,(1975), “Characteristics of 3-dimensional earthquake ground motions”,

Earthquake Engineering and Structural Dynamics, 365-375.

Rezaeian S, Der Kiureghian A.(2010), “ Stochastic modeling and simulation of ground motions

for performance-based earthquake engineering”, PEER Report 2010/02,Pacific Earthquake

Engineering Research Center, University of California Berkeley,2010,201pp

Ruaumoko-The Maori God of Earthquakes and Volcanoes, copyright 1981-2011,A.J.Carr,

University of Canterbury, Christchurch, New Zealand. Computer Program.

United States Geological Survey (2011), U.S. Seismic “Design Maps” Web Application,

<https://geohazards.usgs.gov/secure/designmaps/us>.

XTRACT - Cross-sectional structural analysis of components version 3.0.5, copyright 2006,

IMBSEN Software Systems, CA. Computer Program.

79

Appendix A Analysis and Design of Structure as per American Standards

A.1 Load calculation as per ASCE 7(Spreadsheet)

Load calculations(ASCE 7-10)

Live Load: = 50 (at typical floor)

(ASCE-Table 4-1 Office Buildings)

= 20 (roof/terrace)

(ASCE-Table 4-1 Ordinary flat roof)

Unit weight of reinforced concrete: 150

Mechanical Loadings: 5

Partition wall loads: 15 (ASCE cl.4.3.2)

Cladding Loads(Peripheral beams): 300

Mechanical Loadings + Partition wall loads is taken as Superimposed Dead Load

Gravity Load calculations

Assumed sizes of beam and column sections are:

Columns: 30 " x 30 " -Storey 1-6

Area,A = in2

, Ig = in4

Columns: 30 " x 30 " -Storey 7-12

Area,A = in2

, Ig = in4

Main beams: 22 " x 30 " -Storey 1-6

Area,A = in2

, Ig = in4

Main beams: 22 " x 30 " -Storey 7-12

Area,A = in2

, Ig = in4

Secondary beams: 8 " x 16 " at all typical floors

(depth assumed as more than L/20 for simply supported beam)

Area,A = in2

, Ig = in4

Slab: 6 " thk all levels

Member self-weights:

Column: 30 " x 30 " = lb/ft

30 " x 30 " = lb/ft

Beam: 22 " x 30 " = lb/ft

22 " x 30 " = lb/ft

8 " x 16 " = lb/ft

Slab: 6 " thk = lb/ft2

lb/ft2

lb/ft

660

128

lb/ft2

lb/ft2

lb/ft3

900

660

900

lb/ft2

67500

67500

2730.67

49500.00

49500.00

937.5

75.0

133.3

687.5

687.5

937.5

80

Slab load calculations

Component Roof/Terrace Typical

(DL + LL) (DL + LL)

Self( 6 " thk) 75 + 0 75 + 0

Mechanical Loadings: 5 + 0 5 + 0

Partition Loadings 0 + 0 15 + 0

Live Load 0 + 20 0 + 50

Total 80 + 20 95 + 50 lb/ft2

Beam and frame load calculations:

1) Roof/Terrace Level

Floor Beams(Secondary):

DL + LL

From Slab

8 ' x ( 80 + 20 ) = 640 + 160 lb/ft

Self weight = 133 + 0 lb/ft

Total 773 + 160 lb/ft

Reaction on Main Beam

0.5 x 24 x ( 773.34 + 160) = + lb Refer Figure 2-1 for Beam Numbers

Main beams B1-B2-B3-B4-B5 & B16-B17-B18-B19-B20 (Grid A and D)

Component B1-B3-B5 B2-B4

B16-B18-B20 B17-B19

From Slab

0.5 x 8 x ( 80 + 20) 320 + 80 0 + 0 lb/ft

Total 320 + 80 0 + 0 lb/ft

Two Point Loads on one third span points for beams B2-B4-B17-B19 of + lb

from the secondary beams.

1920

1920

9280.08

9280.08

81

Main beams B6-B7-B8-B9-B10 & B11-B12-B13-B14-B15 (Grid B and C)

From Slab

0.5 x 8 x ( 80 + 20) 320 + 80 lb/ft


Two Point Loads on one third span points for all beams of + lb


Main beams B21-B22-B23 & B36-B37-B38 (Grid 1 and 6)

Component B21-B23 B22

B36-B38 B37

From Slab

0.5 x 8 x ( 80 + 20) 0 + 0 320 + 80 lb/ft

Total 0 + 0 320 + 80 lb/ft



Main beams B24-B25-B26,B30-B31-B32 (Grid 2 and 5)


B30-B31-B32

From Slab

0.5 x 8 x ( 80 + 20) 320 + 80 lb/ft


Two Point Loads on one third span points all beams of. + lb



Component B27-B28-B29

B33-B34-B35

From Slab

0.5 x 8 x ( 80 + 20) 320 + 80 lb/ft




9280.08

1920

9280.08

9280.08

9280.08

1920

1920

1920

82

Main beams B1-B2-B3-B4-B5 (Grid 1)


Main beams B23-B22-B21 (Grid A)

Main beams B38-B37-B36 (Grid D)

Dead Load(Cladding) 300 0 lb/ft

Total 300 + 0 lb/ft

Load is applied as UDL on these peripheral beams.

2) Floor Level


DL + LL

From Slab

8 ' x ( 95 + 50 ) = 760 + 400 lb/ft

Self weight = 133 + 0 lb/ft



0.5 x 24 x ( 893.34 + 400) = + lb



B16-B18-B20 B17-B19

From Slab

0.5 x 8 x ( 95 + 50) 380 + 200 0 + 0 lb/ft

Total 380 + 200 0 + 0 lb/ft




From Slab

0.5 x 8 x ( 95 + 50) 380 + 200 lb/ft




4800

10720.08

480010720.08

10720.08

4800

83



B36-B38 B37

From Slab

0.5 x 8 x ( 95 + 50) 0 + 0 380 + 200 lb/ft

Total 0 + 0 380 + 200 lb/ft





B30-B31-B32

From Slab

0.5 x 8 x ( 95 + 50) 380 + 200 lb/ft






B33-B34-B35

From Slab

0.5 x 8 x ( 95 + 50) 380 + 200 lb/ft




Main beams B1-B2-B3-B4-B5 (Grid 1) , Main beams B16-B17-B18-B19-B21 (Grid 6)

Main beams B23-B22-B21 (Grid A) , Main beams B38-B37-B36 (Grid D)

Dead Load(Cladding) 300 0 lb/ft

Total 300 + 0 lb/ft


Refer Figure A.1 below for load application in ETABS

4800

4800

4800

10720.08

10720.08

10720.08

84

Figure A-1 Load application in ETABS: Case 1

85

Seismic Weight calculations

Storey 12 (roof):

% of Live Load(LL) to be taken = 0

Slab+Mechanical+Partition 80 x (72' x 120' ) = lb

Cladding 300 x (72 + 72 + 120 + 120) lb

From Slab(Live) 0x 20 x (72' x 120' ) = lb

Secondary Beams 133.34 x 24x 16 + 133.34 x 24 x 14 = lb

Main beams 687.5 x 24x 20 + 687.5 x 24 x 18 = lb

Columns 0.5 x24 x937.5 x12' = lb

Total ( + ) lb

Storey 11,10,9,8,7,6,5,4,3,2:



Cladding 300 x (72 + 72 + 120 + 120) lb




Columns 0.5 x 24 x937.5 x(12' +12' ) = lb

Total ( + ) lb1929005

270000

0

96005

1664405

115200

0

691200

0

820800

627000

135000

0

627000

115200

96005

86

Storey 1:



Cladding 300 x (72 + 72 + 120 + 120) lb




Columns 0.5 x24 x937.5 x12' = lb

Columns 24 x937.5 x14' = lb

Total ( + ) lb

Seismic weight of entire building :

1 x ( 1664404.8 + 0 ) + 10 x ( 1929004.8 + 0 ) + 1 x ( 2109004.8 + 0 ) = lb

(From Hand Calculation) = Kip.

(From Etabs NL 9.6)* = Kip.

Design Seismic Load

Site is in San Francisco,ZIP code -

Lattitude- Longitude

Ss = g

S1 = g

Fa = 1.0 (Site Class D) 15>N>50

Fv = 1.5 (Site Class D) we assume our N=25

SMS =

SM1 =

I = Risk category-II_Table 1.5-1 & Ie=1.00_table 1.5-2

SDS = 2/3 x SMS = g Ts= , To=

SD1 = 2/3 x SMS = g 3.5xTs=

From Table 11.6-1:Design Category based on Short-Period Acelerations

SDC is E

From Table 11.6-2:Design Category based on 1-Second-Period Acelerations

SDC is E

0

37.74912

2109005

820800

0

0.6971

2.4399

0.1394

23063

0.85

1.829

1.275

-122.46412

1.829

1.00

1.219

23063458

23063

627000

135000

315000

115200

96005

0.850

87

Approximate fundamental time period :

Ta = Cthnx

(12.8-7)

hn =

From Table 12-8.2:Values of Approximate Period parameters Ct and x

Ta=

Tx from 3-D analysis is sec Ty from 3-D analysis is sec

From Table 12.8-1:Coefficient for Upper limit on Calculated period

Cu=

Cu.Ta = sec

The Fundamental period should not exceed sec

use Tx= sec use Ty= sec

TL = 12 sec

Seismic response coefficient: (12.8-2)

SDS

R/Ie

R= 8 Table 12.2-1 Design coefficients and factors for seismic force-resisting systems

Cs=

Cs calculated from 12.8-2 need not exceed as S1 is greater than or equal to 0.6g

SD1 for T < TL (12.8-3) Cs should not be less than

T(R/Ie) Cs> 0.5S1 (12.8-6)

(R/Ie)

= For X direction >

Cs should not be less than

Cs= 0.044.SDS.Ie > 0.01 (12.8-5)

>

Cs calculated from 12.8-2 need not exceed

SD1 for T < TL (12.8-3)

T(R/Ie)

= For Y direction

Hence Csx = Max (0.05412,0.05313, 0.05365) =

Hence Csy = Max (0.05365,0.05313, 0.05348) =

1.4

1.963

0.9

1.987

0.016

1.963

Ct x

2.065

0.05365

0.05412

0.0531

0.05365

146 '

Cs =

0.0541

Cs =

Structure Type

All other structural systems

1.41918

0.15242

1.987

0.0535

Cs =

1.987

88

The seismic base shear ,V, for the building shall be calculated as

Vx = Cs.W Vy = Cs.W

= x lb = x lb

= lb = lb

= kip = kip

(12.8.3)- Vertical distribution of Seismic Forces

Lateral force distribution by Equivalent Lateral Force procedure.(EQX)

Storey Shear(Kip)

Lateral force distribution by Equivalent Lateral Force procedure.(EQY)

Storey Shear(Kip)

1232.64

1237.36

1237.36

443.45

631.53

788.55

916.93

1019.16

1097.83

1155.62

1195.34

1219.95

1106.17

1164.83

1205.25

1230.38

1243.41

1248.29

1248.29

221.95

74 '

86 '

98 '

1248.29

4.88

13.03

25.13

40.42

58.66

79.69

1.0000

3326607

4315331

Cvx Fy(kip)

0.10383

0.08281

543789

1049078

1687271

62 '

0

0.00391

0.01044

0.02013

2448776

0 '

1929.00

1929.00

14 '

26 '

38 '

50 '

0

203543

hx (ft)

146 '

1248277

1248.277

23063458 23063458

1237370

1237.370

223.02

Cvx

0.04699

0.03238

103.37

129.61

0.00

635.20

445.81

793.50

923.11

1026.48

0.12682 158.31

189.39

ky

0.5 1

1.987 1.74343

2

T(sec)

0.05365

Fx(kip)

223.02

222.79

2.5

0.15172

9309881

0.06384

0.05412

wx (kip)

1929.00

1929.00

1929.00

1929.00

1929.00

Roof(Storey 12)

Storey 7

Storey 6

Storey 5

Storey 2

Storey 1

Support Level

Storey 3

1929.00

Storey 8

1664.40

1929.00

wxhxk

5410543

6608560

7906234

0.5

T(sec)

2.5

1.963

kx

1

1.73155

2

Storey 9

Storey 11

110 '

122 '

134 '

Storey 10

0.17848

0.17866

9300828

wx (kip) hx (ft) wxhxk

1929.00

2109.00

0.00

23063

Storey 4

52110440Total

Roof(Storey 12) 1664.40 146 ' 9877719 0.17937 221.95

Storey 11 1929.00 134 ' 9858064 0.17901 221.50

Storey 10 1929.00 122 ' 8370581 0.152 188.08

Storey 9 1929.00 110 ' 6988091 0.1269 157.02

Storey 8 1929.00 98 ' 5713426 0.10375 128.38

Storey 7 1929.00 86 ' 4549838 0.08262 102.23

Storey 6 1929.00 74 ' 3501128 0.06358 78.67

Storey 5 1929.00 62 ' 2571833 0.0467 57.79

Storey 4 1929.00 50 ' 1767537 0.0321 39.72

Storey 3 1929.00 38 ' 1095407 0.01989 24.61

Storey 2 1929.00 26 ' 565250 0.01026 12.70

Storey 1 2109 14 ' 210025 0.00381 4.71

Support Level 0 0 ' 0 0 0.00

Total 23063 55068899 1.0000 1237.36

89

For Drift Calculations Value of Cs will be different

Cs calculated from 12.8-2 need not exceed as S1 is greater than or equal to 0.6g

SD1 for T < TL (12.8-3) Cs should not be less than

T(R/Ie) Cs> 0.5S1 (12.8-6)

(R/Ie)

= For X direction

>

Cs calculated from 12.8-2 need not exceed

SD1 for T < TL (12.8-3)

T(R/Ie)

= For Y direction

Hence Csx = Max (,0.05313, 0.05412) =

Hence Csy = Max (0.05146, 0.05313) =

The seismic base shear ,V, for the building shall be calculated as

Vx = Cs.W Vy = Cs.W

= x lb = x lb

= lb = lb

= kip = kip

(12.8.3)- Vertical distribution of Seismic Forces

Hence for drift calculation the lateral load applied are different than the ones applied for design

0.0531

0.05412

0.05313

Cs =

0.0541

Cs =

0.0515

0.05412 23063458 0.05313

1248277

23063458

1225246

1225.25

TX(sec) kx TY(sec) ky

0.5 1 0.5 1

1248.28

1.963 1.73155 2.065 1.78230

2.5 2 2.5 2

90

Lateral force distribution by Equivalent Lateral Force procedure.(EQX)-For Drift

Storey Shear(Kip)

Lateral force distribution by Equivalent Lateral Force procedure.(EQY)-for Drift

Storey Shear(Kip)

1220.92

1225.25

1225.25

444.08

222.63

631.43

787.21

914.00

1014.45

1091.30

1147.37

1185.58

1209.01

223.02

1248.29

1248.29

1243.41

1230.38

1205.25

1164.83

1106.17

1026.48

923.11

793.50

635.20

445.81


Cvx Fx(kip)

Roof(Storey 12) 1664.40 146 ' 9309881 0.17866 223.02

Storey 11 1929.00 134 ' 9300828 0.17848 222.79

Storey 10 1929.00 122 ' 7906234 0.15172 189.39

Storey 9 1929.00 110 ' 6608560 0.12682 158.31

Storey 8 1929.00 98 ' 5410543 0.10383 129.61

Storey 7 1929.00 86 ' 4315331 0.08281 103.37

Storey 6 1929.00 74 ' 3326607 0.06384 79.69

Storey 5 1929.00 62 ' 2448776 0.04699 58.66

Storey 4 1929.00 50 ' 1687271 0.03238 40.42

Storey 3 1929.00 38 ' 1049078 0.02013 25.13

Storey 2 1929.00 26 ' 543789 0.01044 13.03

Storey 1 2109 14 ' 203543 0.00391 4.88


Total 23063 52110440 1.0000 1248.29


Cvx Fy(kip)

Roof(Storey 12) 1664.40 146 ' 11989058 0.1817 222.63

Storey 11 1929.00 134 ' 11925379 0.18074 221.45

Storey 10 1929.00 122 ' 10089100 0.15291 187.35

Storey 9 1929.00 110 ' 8388948 0.12714 155.78

Storey 8 1929.00 98 ' 6828032 0.10348 126.79

Storey 7 1929.00 86 ' 5409908 0.08199 100.46

Storey 6 1929.00 74 ' 4138710 0.06272 76.85

Storey 5 1929.00 62 ' 3019347 0.04576 56.07

Storey 4 1929.00 50 ' 2057821 0.03119 38.22

Storey 3 1929.00 38 ' 1261774 0.01912 23.43

Storey 2 1929.00 26 ' 641564 0.00972 11.91

Total 23063 65982355 1.0000 1225.25

Storey 1 2109 14 ' 232713 0.00353 4.33


91

A.2 Load combination in ETABS

Load type and factors for primary loads

Static Static Static Static Static

Load Combination

Abbreviation and

Number

DEAD LLR LL EQX EQY

UDCON1 1.4

UDCON2 1.2 0.5 1.6

UDCON3 1.2 1.6 0.5

UDCON4 1.44

0.5 1 0.3

UDCON5 1.44

0.5 1 -0.3

UDCON6 1.44

0.5 -1 0.3

UDCON7 1.44

0.5 -1 -0.3

UDCON8 1.44

0.5 0.3 1

UDCON9 1.44

0.5 -0.3 1

UDCON10 1.44

0.5 0.3 -1

UDCON11 1.44

0.5 -0.3 -1

UDCON12 0.66

1 0.3

UDCON13 0.66

1 -0.3

UDCON14 0.66

-1 0.3

UDCON15 0.66

-1 -0.3

UDCON16 0.66

0.3 1

UDCON17 0.66

-0.3 1

UDCON18 0.66

0.3 -1

UDCON19 0.66

-0.3 -1

92

A.3 Design and detailing of beams

Critical Loads for beams from ETABS are summarized as follows:

Beams along

Vu Load

Comb

Mu(Hog) Load

Comb

Mu(Sag) Load

Comb kips kip.in kip.in

Max Max Max

Grid-11,66 74.73 UDCON9 -6866.98 UDCON9 4768.97 UDCON17

Grid-22,33,44,55 75.12 UDCON9 -6711.36 UDCON9 4348.01 UDCON18

Grid-AA,DD 67.04 UDCON5 -5799.56 UDCON6 4114.09 UDCON14

Grid-BB,CC 69.56 UDCON6 -5981.49 UDCON5 3616.07 UDCON14

Please find below the spreadsheet for beam design and detailing.

93

Mu >Mrequired , Hence O.K

94

Beam Detailing As per ACI 318 :Earthquake-Resistant Structures(Chapter 21)

Beam Details: B= 22 in

H= 30 in

Bottom Steel:- 5 nos. #9 bars ,Area of one #9 bar= in2

, dia =

Top Steel:- 5 nos. #9 bars ,Area of one #9 bar= in2

, dia =

Ast= Asttop= Astbottom=

Reinforced Concrete Properties:- fc' = 7 ksi , fy = 60 ksi

Transverse reinforcement= 4 legged # 4 bars ( 2 Hoops )

,Area of one #4 bar= in2

, dia =

Maximum Forces for Beam under consideration:

Mzz = Kip.in Hogging

= Kip.in Sagging

Vu = Kips Pu = Kips

21.5-Flexural members of special moment frames

21.5.1.1

Pu under any load combination < 0.1.Ag.Fc'

Pu= kips

0.1.Ag.Fc'= 0.1 x ( 22 x 30 )x 7

= Kips HENCE OK

21.5.1.2

Clear span (ln) > 4.d

ln = 24 x 12 - 30

= 258 in

d = 30 - 1.5 - x

= in

258 > 4 x = 112 in HENCE OK

21.5.1.3

Width of member(bw) > MIN(0.3H , 10in)

22 in > Min( 9.0 , ) HENCE OK

21.5.1.4

bw < c2 + MIN(c2,0.75c1)

bw = 22 in

c2 + MIN(c2,0.75c1)= 30 + MIN( 30 , x 30 ) = in

0.375

1.52 %

1.128 in

1.128 in

0.76 % 0.76 %

1.00

1.00

0.500 in

75.12

0

462

0

1.128 in

6866.98

4768.97

0.20

28.1

28.1

10.0

0.75 52.5

95

bw < c2 + MIN(c2,0.75c1) HENCE OK

Longitudinal reinforcement

21.5.2.1

Atop or Abottom =

> = 2.8 in2

HENCE OK

> = 2.2 in2

HENCE OK

< 0.025.bw.d = 17 in2

HENCE OK

21.5.2.2

Mn+

> 0.5 xMn-

> 0.5 x HENCE OK

Transverse reinforcement

21.5.3.1

Length of the regions where hoops are provided = 2 H

= 60 in

Hoops are provided:

1.Starting from the face of supporting memner towards midspan.at both ends of the flexural member.

2.Both sides of the section where flexural yielding is likely to occur.

21.5.3.2

Maximum spacing of hoops

= MIN(d/4 , 6long , 12") ACI-318-11

= , 6 x , 6 ")

= (Max)

Shear strength requirement

Ve = (Mpr1+Mpr2)/lu + (wu.ln)/2 (refer fig.R21.5.4-ACI 318)

Shear force from 1.44DL+0.5LL = kips

Mpr are the end moment for beam face taking tensile strength = 1.25fy and = 1

Mpr1 = Mpr2 = /0.9= Kip.in

Ve= ( + ) + ( )= + = Kips

5.00

MIN( 28.1

4

1.128

75.57

Positive moment strength at joint face shall be not less than one-half the negative moment strength

provided at that face of the joint

7081.95 7081.95

9748.79 9748.79

258

9748.79

115.01

6.000 in

8773.91

39.4

39.4 39.4

. .d

. .d

96

From analysis max shear = 75 Kips

Hence Vdesign = Kips

21.5.4.2

a) Vearthquake > 0.5 x Ve , > 0.5 x =

HENCE OK

b) Factored axial compressive force,Pu including earthquake effects less than Ag.Fc'/20

Pu = 0 kips Ag.Fc'/20= 231 kips

Pu < Ag.Fc'/20 HENCE OK

Therefore consider Vc = 0 kips

Vs = Ve - Vc = - 0

Vs = kips

Use Vs to calculate transverse reinforcement

considering 4 legged hoops of # 3 bars

s =

d' = in

s = 4 x x 60 x =

use 's' = 4 in

Vs-act= x = kips

11.4.7.9

Vs <

< 8 x Sqrt( )x 22 x = HENCE OK

Provide first hoop at 2 in from the face of column(support) and the hoop spacing is 4 in.

Over the span of 60 - 2 = 58 inch.

Shear force-max at 60 in from joint face = - (From analysis)= Kips

4.28

4

28.1

1000

30.6 84.44

115.01

Transverse reinforcement over lengths ln, in 21.5.4.1 shall be proportioned to resist shear assumng Vc=0,when

both a) and b) occur:-

75.57 115.01 57.506

115.01

0.75

153.35

0.11

153.35

Av.fy.d'

Vs

24.87

24.87

115.01

4.28

153.35 164.16

164.16 7000 413.44

.bw.d

97

11.2.1.1

For members subject to shear and flexure only

Vc=

= 2 x 1 x sqrt( ) x 22 x /

= kips

12.3.3.4

4 legged

d/2 = / 2 = inches

(Vc+Vs) = (Vc + Av.Fyt.d'/s) = x ( + 4 x x 60 x )

= kips

Solving for 's' we get = +

s

s = inches

Take s = 10 inches

Average Spacing= ( 4 x 60 x 2.0 + 168 x 10 )/ 288 = in

= 8 in (say)

7.5000

84.44 77.52 656.62

0.75

94.86

Where hoops are not required ,stirrups with seismic hoops at both end shall be spaced at distance not

more than d/2 throughout the length of the member

14.04

103.36 24.87

s

84.44

28.1

103.36

10007000 28.1

0.11

.bw.d

98

A.4 Design and detailing of columns

Please find below the spreadsheet for column design and detailing.

Column Design

Column Configuration: (Storey 1 to 6)

b = 30 in

w = 30 in

f'c = 7 ksi

fy = 60 ksi

Clear cover = in

Longitudinal reinforcement-24 #7 bars

Cross-sectional sketch

Critical Load combinations for Storey 1(from ETABS)

Output from ETABs-Storey 1

*Sign Convention :- P-negative means compression

Column Shall be designed for Biaxial Bending-Breslers Load Contour Method is used

Sample Case-1

Column-C24

Pu = kips (Compression)

Mux = kip.in ey = in

Muy = kip.in ex = in

As per PM Calculations

=

Pn = kips

Mnx = kip.in

Mny = kip.in

0.1fcAg = kips

1.5

C19

Combo

UDCON19-1

Column

C6

C11

C17

C24

C1

UDCON9-1

UDCON10-1

UDCON17-1

UDCON13-1

UDCON12-1

P

-27.55

-1914.79

-1916.71

-22.03

-73.77

-55.36

V2

-8.43

-18.34

14.82

-6.94

47.19

42.2

92.98

-71.236

-24.021

V3

-49.03

62.69

-62.69

51.48

-4.98

22.03

8538.47

1300.94

Pu/ = 24.48

2403.75

M3

-1529.7

-2578.7

2063.66

-1300.9

7611.11

6848.62

M2

-8159.49

8890.12

-8890.12

8538.47

-1140.49

13.16

T

-64.403

92.98

-92.98

630.00

Mux/ =

Muy/ =

9487.19

1445.49

387.58

59.05

0.90

99

Calculating Mnxo from P-M diagram for the bending moment in x-x direction with

Pn = kips , Mnxo = kip.in

Similarly Mnyo = kip.in (Due to symmetrical section)

with a =1.0(since P<0.1.fc.Ag)

Hence the column can resist Pu= kips with the given eccentricities

Sample Case-2

Column-C6





=

Pn = kips

Mnx = kip.in

Mny = kip.in

0.1fcAg = kips




with a =1.0(since P<0.1.fc.Ag)


Sample Case-3

Column-C11




[ ]1

11643.64

9487.19+

11643.64

11643.64

24.48

< 1

22.03

27.55

[1445.49

]1

11643.64= 0.939

Mux/ = 9066.10

Muy/ = 1699.66

630.00

30.61

8159.49 296.17

1529.69 55.52

Pu/ = 30.61

11715.91

0.9

11715.91

[9066.10

]1 + [

1699.66]1 =

1914.79

8890.12 4.64

2578.68 1.35

0.919 < 111715.91 11715.91

27.55

MM nynx + 1

M Mnxo nyo

aa

MM nynx + 1

M Mnxo nyo

aa

100


=

Pn = kips

Mnx = kip.in

Mny = kip.in

0.1fcAg = kips




with a =1.15(since P>0.1.fc.Ag)


[13110.52

+ [3802.86

Pu/ = 2823.80

Mux/ =

Muy/ = 3802.86

1914.79

13110.52

0.6781

]1.15

]1.15 = 0.585 < 1

25221.94 25221.94

630.00

2823.80 25221.94

25221.94

MM nynx + 1

M Mnxo nyo

aa

0

1000

2000

3000

4000

5000

6000

7000

0 5000 10000 15000 20000 25000 30000

Pn(K

ip)

Mn(Kip-in)

Pn vs Mn ,Column(Story 1to6)

(25221.94,2823.80)

(11643.64,24.48)(11715.91,30.61)

101

Column Configuration: (Storey 7 to 12)

b = 30 in

w = 30 in

f'c = 7 ksi

fy = 60 ksi

Clear cover = in

Longitudinal reinforcement-24 #6 bars


Critical Load combinations for Storey 5-12(from ETABS)

Output from ETABs-Storey 7.


Column Shall be designed for Biaxial Bending-Breslers Load Contour Method is used

Sample Case-1

Column-C4





=

Pn = kips

Mnx = kip.in

Mny = kip.in

0.1fcAg = kips





0.9000

2007.74

Muy/ = 4642.26

630.00

799.49 17206.39

17206.39

1806.96 2.51

4178.04 5.81

Pu/ = 799.49

Mux/ =

719.54

C20 UDCON11-1 -711.00 -56.89 -26.24 36.64 -1801.65 -3888.80

C11 UDCON9-1 -935.06 -13.70 64.13 142.22 4423.79 -935.77

C17 UDCON10-1 -938.38 16.65 -64.13 -142.22 -4423.79 1151.04

M3

C4 UDCON6-1 -719.54 -61.16 26.31 108.87 1806.96 -4178.04

1.5

Column Combo P V2 V3 T M2

MM nynx + 1

M Mnxo nyo

aa

MM nynx + 1

M Mnxo nyo

aa

102


Sample Case-2

Column-C11





=

Pn = kips

Mnx = kip.in

Mny = kip.in

0.1fcAg = kips






Sample Case-3

Column-C22





=

Pn = kips

Mnx = kip.in

Mny = kip.in

0.1fcAg = kips

Muy/ = 4320.88

630.00

711.00

1801.65 2.53

3888.80 5.47

0.900

Pu/ = 790.00

Mux/ = 2001.83

117206.39

4915.32

]1.15 [

1039.75]1.15 = 0.244 < 1

19160.14

0.306 <

935.06

]1.15 [

4642.26]1.15 =

4915.32

935.77 1.00

Pu/ = 1038.96

Muy/ = 1039.75

630.00

1038.96 19160.14

19160.14

+

Mux/ =

[

935.06

4423.79 4.73

0.9000

17206.39

719.54

[2007.74

+

19160.14

MM nynx + 1

M Mnxo nyo

aa

MM nynx + 1

M Mnxo nyo

aa

103






= 0.290 < 117120.69 17120.69

711.00

790.00 17120.69

17120.69

[2001.83

]1.15 + [

4320.88]1.15

MM nynx + 1

M Mnxo nyo

aa

0

1000

2000

3000

4000

5000

6000

7000

0 5000 10000 15000 20000 25000 30000

Pn(K

ip)

Mn(Kip-in)

Pn vs Mn ,Column(Story 7 to12)

(19160.14,1038.96)

(17120.69, 790)

(17206.39,799.49)

104

Column Detailing(Sample Calculations) Column Storey-1

As per ACI 318 :Earthquake-Resistant Structures(Chapter 21)

Column Details: B= 30 in

H= 30 in

Longitudinal Steel:- 24 nos. #7 bars ,Area of one #7 bar= in2

, dia =

Ast=


21.6-Special moment frame members subjected to bending and axial load.

21.6.1.1

Shortest cross-sectional dimension > 12 in

30 > 12 in HENCE OK

21.6.1.2

> 0.4

30 > 0.4 HENCE OK

30

21.6.2

Sum of nominal flexural strengths of beams framing into the joint

For Beams- COL-30X30,24#7 bars

Mnb1= Kip.in Mnb2= Kip.in Joint 1

Mnb1= Kip.in Mnb2= Kip.in

Mnb= Mnb1+Mnb2 = Kip.in

Beam 22X30 Beam 22X30

Kip.in

COL-30X30,24#7 bars

Joint 2

7081.95

7868.8

7081.95

7868.8

18885.2

Sum of nominal flexural strengths of columns framing into the joint (Lowest column flexural

strength,calculated based on factored axial force consistent with the direction of the lateral

forces considered)

Shortest dimension

Perpendicular Dimension

1.60 %

0.875 in0.60

Sto

rey

1S

tore

y2

15737.7

105

For Columns(Considering worst loading case) at a joint-

C24 Storey 2

Min Axial Load for any combination = UCON17 = kips

Mnc1= kip.in

(Taken from the PM Diagram of respective column without resistance factor)

C24 Storey 1


Mnc2= kip.in

(Taken from the PM Diagram of respective column without resistance factor)

Kip.in

as > HENCE OK

Transversel reinforcement:-

21.6.4.1

l0 > depth of the member at joint face = 30 in

> (1/6) xclear height (lc) = 1/6 x 138 = 23 in

> 18 in

Hence lo = 30 in Provide rectangular hoops in this region.

21.6.4.3

Spacing of reinforcement(s) in the region of length(lo)

s < = = 7.5 in

< 6 x Bar diamenter of longitudinal reinforcement = 6 x = in

< s0

Also (4 < 4 + (14-hx)/3 < 6)= s0

where,hx is the maximum horizontal spacing of the hoop or crosstie legs on all faces of column

hx =

4 < 4 + (14-8.66)/3 < 6

4 < < 65.78

(30-2x1.5-2x0.5)/3=

23192.0

23192.0 18885.2

Special transverse reinforcement for confinement is required over a distance l0 at the column ends and on both

sides of any section with flexural yielding(i.e if not at column ends)

Least member dimension

4

5.25

8.66

30

4

0.875 in

25.96

14.91

11661.1

11530.9

106

Take s0 = 5 in

hence s = MIN(7.5,5.25,5) , s = 5 in (say)

21.6.4.4

Minimum required c/s area of the hoop reinforcement(Ash) is larger of :

a)

=( 0.3 x 5 x 27 x 7 )x(( 30 x 30 )- 1)

60

sq.in

b)

= x 5 x 27 x 7 = sq.in Governs

60

21.6.5-Shear strength requirements

21.6.5.1

Maximum shear from analysis = kips for Storey 1,C12,UDCON10-1

Hence Mprc= kip.in (As per PM diagram of respective column with fs=1.25x60ksi and =1)

Mprb at joint at 1 storey 1= x 2

= kip.in

Take Mpr1= = kip.in

Mpr2 = MPrc = kip.in

Ve = (Mpr1+Mpr2)/lu = ( + ) = kips

Ve > Vanalysis

kips335.60

0.09

Vdesign=

MIN(MPrc,MPrb)

26815.0

19497.6

The design shear force Ve shall be based on maximum probable moment strength Mpr of the member

associated with axial loads

The largest probable moment strength can be conservatively assumed to be the nominal moment strength

corresponding to the balanced point(with fs=1.25x60=75ksi and =1)

26815.0

9748.8

19497.6

(14*12-30)

729

1.108

1.42

19497.6

26815.0

70.14

335.60

=

=

107

21.6.5.2

a) Ve > 0.5 x Vanalysis , > 0.5 x HENCE OK


Pu= 33 kips Ag.Fc'/20= 315 kips (Pu taken as minimum design axial load for Storey 1)


Therefore consider Vc = 0

Use Ve to calculate transverse reinforcement

considering 4 legged hoops of # 4 bars at spacing 5 in

Vs= (Av.fy.d/s)= x 4 x 0.2 x 60 x = kips

but < kips

use spacing = 2.5 , x 5 = > kips

HENCE OK.

Provide 4 legged # 4 hoops For length lo= 30 in from top and bottom of column

With this Ash and spacing,Clause 21.6.4.4 is automatically satisfied i.e

Governing Ash = x 2.5 = <

For the rest of the length spacing s' < 6 inch (21.6.4.5)

< 6*(dia of bar) = 6 x = 5.3 in

So keep spacing s' = 5 in for the remaining length

Average Spacing= ( 2.5 x 30 x 2 + 78 x 5 )/ 138 = in

= 4 in (say)

26.50.75

0.875 in

Vs= 190.800

2.5

381.6 335.60

1.42

5

0.709 0.8

70.1

Transverse reinforcement over lengths l0, in 21.6.4.1 shall be proportioned to resist shear assumng Vc=0,when


335.60

3.913

5

190.800

190.800 335.60

108

Column Detailing(Sample Calculations) Column Storey-2-6



H= 30 in


, dia =

Ast=



21.6.1.1


30 > 12 in HENCE OK

21.6.1.2

> 0.4

30 > 0.4 HENCE OK

30

21.6.2







Kip.in

COL-30X30,24#7 bars

Joint 2

Sto

rey7

1.60 %

Shortest dimension




forces considered)

7081.95 7081.95

7868.8 7868.8

Sto

rey 6

15737.7

18885.2

0.60 0.875 in

109

For Columns(Considering worst loading case) at a joint- Between Storey 6 and 7

C24 Storey 7


Mnc1= kip.in

(Taken from the PM Diagram without resistance factor)

C24 Storey 6


Mnc2= kip.in


Kip.in

as > HENCE OK


21.6.4.1



> 18 in


21.6.4.3


s < = = 7.5 in


< s0

Also (4 < 4 + (14-hx)/3 < 6)= s0


hx =

4 < 4 + (14-8.66)/3 < 6

4 < < 6

Least member dimension 30

4 4

0.875 in 5.25

(30-2x1.5-2x0.5)/3= 8.66

5.78

21597.4

21597.4 18885.2



12126.4

77.01

9471.0

65.45

110

Take s0 = 5 in

hence s = MIN(7.5,5.25,5) , s = 5 in (say)

21.6.4.4


a)

=( 0.3 x 5 x 27 x 7 )x(( 30 x 30 )- 1)

60

sq.in

b)

= x 5 x 27 x 7 = sq.in Governs

60


21.6.5.1

Maximum shear from analysis = kips for Storey 2 to Storey 4

Hence Mprc= kip.in (As per PM diagram of respective column with fs=1.25x60ksi and =1)

Mprb at joint at storey 6= x 2

=

Take Mpr1= = kip.in



Ve > Vanalysis

kipsVdesign= 406.25

83.91



26815.0

9748.8

19497.6

MIN(MPrc,MPrb) 19497.6

26815.0

19497.6 26815.0 406.25

(12*12-30)



729

1.108

0.09 1.42

=

=

111

21.6.5.2



Pu= 45 kips Ag.Fc'/20= 315 kips (Pu taken as minimum design axial load for Storey 4)




considering 4 legged hoops of # 4 bars at spacing 5 in


but < kips

use spacing = 2 , x 5 = > kips

HENCE OK.



Governing Ash = x 2 = <

For the rest of the length spacing s' < 6 inch (21.6.4.5)

< 6*(dia of bar) = 6 x = 5.3 in

So keep spacing s' = 5 in for the remaining length

Average Spacing= ( 2 x 30 x 2 + 54 x 5 )/ 114 = in

= 4 in (say)

0.875 in

3.421

406.25

2

1.42 0.567 0.8

5

477

5

190.800 406.25

Vs= 190.800



406.25 83.9

190.8000.75 26.5

112

Column Detailing(Sample Calculations) Column Storey-7-12



H= 30 in


, dia =

Ast=



21.6.1.1


30 > 12 in HENCE OK

21.6.1.2

> 0.4

30 > 0.4 HENCE OK

30

21.6.2







Kip.in

COL-30X30,24#6 bars

Joint 2

Shortest dimension




forces considered)

7081.95 7081.95

7868.8 7868.8

Sto

rey

7

15737.7

18885.2

0.44 0.750 in

1.17 %

Sto

rey

8

113

For Columns(Considering worst loading case) at a joint- Between Storey 7 and 8

C24 Storey 8


Mnc1= kip.in


C24 Storey 7


Mnc2= kip.in


Kip.in

as > HENCE OK


21.6.4.1



> 18 in


21.6.4.3


s < = = 7.5 in


< s0

Also (4 < 4 + (14-hx)/3 < 6)= s0


hx =

4 < 4 + (14-8.66)/3 < 6

4 < < 6

4 4

0.750 in 4.5

(30-2x1.5-2x0.5)/3= 8.66

5.78

18887.7

18887.7 18885.2



Least member dimension 30

9397.6

78.54

9490.2

71.14

114

Take s0 = 5 in

hence s = MIN(7.5,4.5,5)

s = 4.5 in

21.6.4.4


a)

=( 0.3 x 4.5 x 27 x 7 )x(( 30 x 30 )- 1)

60

sq.in

b)

= x 4.5 x 27 x 7 = sq.in Governs

60


21.6.5.1

Maximum shear from analysis = kips for Storey 5-12

Hence Mprc= kip.in

Mprb at joint at storey 1= x 2

=

Take Mpr1= = kip.in



Ve > Vanalysis

kipsVdesign= 388.20

78.1



24757.5

9748.8

19497.6

MIN(MPrc,MPrb) 19497.6

24757.5

19497.6 24757.5 388.20

(12*12-30)



729

0.998

0.09 1.28

=

=

115

21.6.5.2



Pu= 69 kips Ag.Fc'/20= 315 kips (Pu taken as minimum design axial load for Storey 5-12)




considering 4 legged hoops of # 4 bars at spacing 4.5 in


but < kips

use spacing = 2 , x 4.5 = > kips

HENCE OK.



Governing Ash = x 2 = <

For the rest of the length spacing s' < 6 in (21.6.4.5)

< 6*(dia of bar) = 6 x = 4.5 in

So keep spacing s' = 4.5 in for the remaining length

Average Spacing= ( 2 x 30 x 2 + 54 x 4.5 )/ 114 = in

= 4 in (say)

0.750 in

3.184

388.20

2

1.28 0.567 0.8

4.50

477

4.5

212.000 388.20

Vs= 212.000



388.20 78.1

212.0000.75 26.5

116

Appendix B Analysis and Design of Structure as per Indian Standards

B.1 Load calculation as per IS 1893, IS 875(Spreadsheet)

Live Load: kN/m2

=

(IS 875 Part-II) (at typical floor)

kN/m2

=

(IS 875 Part-II) (roof/terrace)

Unit weight of reinforced concrete: kN/m3

=

(IS 456)

Mechanical Loadings: kN/m2

=

Partition wall loads: kN/m2

=

Cladding Loads(Peripheral beams): kN/m =

Gravity Load calculations

Assumed sizes of beam and column sections are:

Columns: mm x mm i.e " x " -Storey 1

Area,A = in2

, Ig = in4

Columns: mm x mm i.e " x " -Storey 2-3

Area,A = in2

, Ig =

Columns: mm x mm i.e " x " -Storey 4-12

Area,A = in2

, Ig = in4

Main beams: mm x mm i.e " x " -Storey 1

Area,A = in2

, Ig = in4

Main beams: mm x mm i.e " x " -Storey 2-3

Area,A = in2

, Ig = in4

Main beams: mm x mm i.e " x " -Storey 4-12

Area,A = in2

, Ig = in4

Secondary beams: mm x mm i.e " x " at all typical floors

Area,A = in2

, Ig = in4

Slab: mm i.e " thk

Member self-weights:

Column: " x " = lb/ft Story 1

" x " = lb/ft Story 2-3


Beam: " x " = lb/ft Story 1



" x " = lb/ft

Slab: " thk = lb/ft2

23.62 23.62

557.90 25938.11

400 625 15.75 24.61

387.61 19562.94

5.91

15.75

24.61

24.61

23.62

23.62

137.0

428.4

428.4

616.6

616.6

78.39

23.62 616.6

15.75 24.61 428.4

200 400 7.87 15.75

150 5.91

23.62

7.87

15.75

15.75

23.62

23.62

600

600 600

400 625

19562.94

19562.94

400 625 15.75 24.61

23.62 23.62

25938.11

23.62 23.62

25938.11

15.75 24.61

600

557.90

557.90

600 600

4.50

lb/ft2

lb/ft2

lb/ft

5.0

20.89

31.33

52.21

159.15

lb/ft2

2.50

lb/ft2

1.50

lb/ft3

25.0

0.24

1.00

308.35

387.61

387.61

123.953 2562.33

117

` Slab load calculations

Component

+ +

Self( " thk) + +

Mechanical Loadings: + +

Partition Loadings + +

Live Load + +

Total + + lb/ft2

Beam and frame load calculations:

1) Roof/Terrace Level


+

From Slab

8 ' x ( + ) = + lb/ft

Self weight = + lb/ft

Total + lb/ft


0.5 x 24 x ( 804.114 + 250.64) = + lb Refer Figure 2-1 for Beam Numbers


Component

From Slab

0.5 x 8 x ( 83.39 + 31.33) + 0 + 0 lb/ft

Total + 0 + 0 lb/ft



3007.68

3007.68

9649.37

5.91 78.39

5.00

0

0

0

0

0

31.33

(DL LL)

Roof/Terrace

(DL LL)

Typical

78.39

0

20.89

5.00

52.21

0

0

0

83.39 31.33 104.28 52.21

DL

667.12

136.99

804.11

LL

250.64

0

250.64

83.39 31.33

333.56

333.56

125.32

125.32

9649.37

B2-B4

B17-B19

B1-B3-B5

B16-B18-B20

118


From Slab

0.5 x 8 x ( 83.39 + 31.33) + lb/ft

Total + lb/ft




Component

From Slab

0.5 x 8 x ( 83.39 + 31.33) 0 + 0 + lb/ft

Total 0 + 0 + lb/ft





B30-B31-B32

From Slab

0.5 x 8 x ( 83.39 + 31.33) + lb/ft

Total + lb/ft





B33-B34-B35

From Slab

0.5 x 8 x ( 83.39 + 31.33) + lb/ft

Total + lb/ft



333.56

333.56

B36-B38

B21-B23 B22

B37

125.32

333.56

333.56

125.32

125.32

9649.37 3007.68

9649.37 3007.68

9649.37 3007.68

9649.37

125.32

125.32

333.56

333.56

333.56

333.56

125.32

125.32

125.32

3007.68

119





Dead Load(Cladding) 0 lb/ft

Total + 0 lb/ft


2) Floor Level


+

From Slab

8 ' x ( + ) = + lb/ft

Self weight = + lb/ft

Total + lb/ft


0.5 x 24 x ( 971.234 + 417.68) = + lb



B16-B18-B20 B17-B19

From Slab

0.5 x 8 x ( 104.28 + 52.21) + 0 + 0 lb/ft

Total + 0 + 0 lb/ft




From Slab

0.5 x 8 x ( 104.28 + 52.21) + lb/ft

Total + lb/ft



417.12

5012.16

11654.81

208.84

208.84

417.12

417.12

11654.81

308.35

308.35

104.28 52.21

DL LL

417.68

0

971.23

136.99

417.68834.24

11654.81 5012.16

208.84417.12

208.84

5012.16

120



B36-B38 B37

From Slab

0.5 x 8 x ( 104.28 + 52.21) 0 + 0 + lb/ft

Total 0 + 0 + lb/ft





B30-B31-B32

From Slab

0.5 x 8 x ( 104.28 + 52.21) + lb/ft

Total + lb/ft





B33-B34-B35

From Slab

0.5 x 8 x ( 104.28 + 52.21) + lb/ft

Total + lb/ft







Dead Load(Cladding) 0 lb/ft

Total + 0 lb/ft


Refer Figure B.1 below for load application in ETABS

5012.16

208.84

5012.16

5012.16

417.12

11654.81

308.35

308.35

417.12

208.84417.12

11654.81

11654.81

208.84417.12

208.84417.12

208.84

208.84417.12

121

Figure B-1 Load application in ETABS: Case 2

122

Seismic Weight calculations

Storey 12 (roof):

% of Live Load(LL) to be taken = 0 (IS 1893 PART 1:2002.Table 8)

Slab+Mechanical+Partition 83.39 x (72' x 120' ) = lb

Cladding 308 x (72 + 72 + 120 + 120) lb

From Slab(Live) 0x 31.33 x (72' x 120' ) = lb



Columns 0.5 x24 x616.601 x12' = lb

Total ( + ) lb

Storey 11,10,9,8,7,6,5,4,3,2:



Cladding 308 x (72 + 72 + 120 + 120) lb

From Slab(Live) 0.25x 52.21 x (72' x 120' ) = lb



Columns 0.5 x 24 x616.601 x(12' +12' ) = lb

Total ( + ) lb

1417012 0

112774

118406

88791

177581

1686292

900979

112774

98635.7

390690

118406

720490

0

98636

390690

123

Storey 1:


From Slab(Dead) 104.28 x (72' x 120' ) = lb

Cladding 308 x (72 + 72 + 120 + 120) lb

From Slab(Live) 0.25x 52.21 x (72' x 120' ) = lb



Columns 0.5 x24 x616.601 x12' = lb

Columns 24 x616.601 x14' = lb

Total ( + ) lb

Seismic weight of entire building :

1 x ( 1417012.08 + 0 ) + 10 x ( 1686292.224 + 112773.6 ) + 1 x ( 1804679.616 + 112773.6 ) =

lb

(by hand calculation) = Kip.

(by Etabs NL 9.6) = Kip.

900979

1804680

21325124

21325.124

118406

390690

21324.060

207178

112774

112774

98635.7

88790.5

124

Design Seismic Load

Site in Bhuj,India

Zone Factor(Z) = (IS 1893 Annex E)

Site Class-Type-II (Medium Soil) (IS 1893 Table I)

N>15 we assume our is 25

Average response acceleration coefficient Sa/g = 1+15T ,0<T<0.1

Clause 6.4.5 IS 1893 Part-I 2.5 ,0.1<T<0.55

1.36/T ,0.55<T<4.0

I = Importance Factor = 1.0 ( Table 6,IS 1893)

Response reduction factor( R ) = 5 ( Table 7,IS 1893) SMRF ,will require ductile detailing as per IS 13920

Program calculated period:- Tx= sec ; Ty= sec

Approximate fundamental natural period:

Ta = 0.075 h0.75

, h is the height of building in m.

= x ^

Ta = sec

hence Sa/g =

Design horizontal seiemic coefficient Ah =

Our building is m

in height,Hence according to IS code for regular buildings greater than 40m in height in Zones IV and V,and

those greater than 90m in height in Zones II and III. Dynamic analysis is required.

If we consider static analysis we shall use following procedure;

Ah= x x =

x

Design base shear = Ah x W (Clause 7.5.3 IS 1893 Part-I)

= x Kip.

= Kip. = Kg.

= kN

By Dynamic Analysis(response spectrum)

As Base shear by Dynamic analysis is smaller than the Design base shear,as per IS 1893 the forces and displacement

(i.e response) should be multiplied by a scale factor

Vx = Kip.

Vy = Kip.

Scale factor in X direction is =

Scale factor in Y direction is =

Hence the design response spectrum is scaled by these factors in ETABS.

44.50

301.48

808.01

44.50

5

0.0379

2

2 R g

0.075

1.053

2.916

315.55

0.75

Z I Sa

21325.1235

808.01

3594.20

366506.69

0.36

3.05

1.292

0.36 1.0 1.053

301.48

315.55

2.561

808.01 2.680

0.0379

125

B.2 Load combinations in ETABS

Load Combination

Abbreviation and

Number

Load type and factors for primary loads

Static Static Static Response

Spectra

Response

Spectra

DEAD LLR LIVE EQX EQY

COMB1 1.5 1.5 1.5

COMB2 1.2

0.3 1.2 0.36

COMB3 1.2

0.3 1.2 -0.36

COMB4 1.2

0.3 -1.2 0.36

COMB5 1.2

0.3 -1.2 -0.36

COMB6 1.2

0.3 0.36 1.2

COMB7 1.2

0.3 -0.36 1.2

COMB8 1.2

0.3 0.36 -1.2

COMB9 1.2

0.3 -0.36 -1.2

COMB10 1.5

1.5 0.45

COMB11 1.5

1.5 -0.45

COMB12 1.5

-1.5 0.45

COMB25 1.5

-1.5 -0.45

COMB13 1.5

0.45 1.5

COMB14 1.5

-0.45 1.5

COMB15 1.5

0.45 -1.5

COMB16 1.5

-0.45 -1.5

COMB17 0.9

1.5 0.45

COMB18 0.9

1.5 -0.45

COMB19 0.9

-1.5 0.45

COMB20 0.9

-1.5 -0.45

COMB21 0.9

0.45 1.5

COMB22 0.9

-0.45 1.5

COMB23 0.9

0.45 -1.5

COMB24 0.9

-0.45 -1.5

126

B.3 Design and detailing of beam

Critical Loads for beams from ETABS are summarized as follows:

Beams along

Vu Load

Comb

Mu(Hog) Load

Comb

Mu(Sag)

Load Comb kips kip.in kip.in

Max Max Max

Grid-11,66 68.54 COMB13 -6585.97 COMB13 4465.12 COMB21

Grid-22,33,44,55 66.44 COMB13 -6144.05 COMB13 3767.08 COMB21

Grid-AA,DD 59.60 COMB10 -5335.85 COMB10 3692.05 COMB17

Grid-BB,CC 59.77 COMB10 -5248.09 COMB10 2870.147 COMB17

Please find below the spreadsheet for beam design and detailing.

127

IS 456-2000,Design of Reinforced Concrete Beam

fck= 50 N/mm2

fy= 415 N/mm2

b= 400 mm cover= 35 mm

D= 625 mm Stirrup= 8 mm dia bar

d= 566 mm

d'= 59 mm

No of top bars= 5 dia 32 mm

Asc= mm2

No of bottom bars= 5 dia 32 mm Cross Sectional Sketch

Ast= mm2

Equationg Cu = Tu,and by iteration finding the value of xu such that (Ccu+Csu)-Tu =0

for xu= mm es(top bars)= ,fs(top bars)= N/mm2

Ccu = N

Csu = N

Ts = N

(Ccu+Csu)-Tu= N

Mn= N.mm

Mn= KN.m = Kip.in

Since Mn > Mrequired,Hence OK.

Summary :

Use 400x625 mm beam with 5 nos of 32 bars at top and bottom

1451868.195

0.00906491

6641.19

227.01

750353279.5

750.4

4021.24

4021.24

87.3168 0.001135049

628681.1349

823187.0695

u cu su ck u sc scC =C +C =0.36f x b+f A

u y stT =0.87f A

n ck u u sc sc ck scM =0.36.f .x .b(d-0.416.x )+(A .f -0.446.f .A )(d-d')

128

Beam Detailing As per IS 456 and IS 13920

Beam Details: B= 400 mm

D= 625 mm , deff = 566 mm 625-35-8-32/2

Bottom Steel:- 5 nos. 32 bars ,Area of one 32 bar= mm2

,dia =

Top Steel:- 5 nos. 32 bars ,Area of one 32 bar= mm2

,dia =

Ast= Asttop= Astbottom=

Reinforced Concrete Properties:- fck = 50 N/mm2

, fy = 415 N/mm2

Transverse reinforcement= 4 legged 8 bars ( 2 Hoops )

,Area of one 8 bar= mm2

, dia =

Maximum Forces for Beam under consideration:

Mzz = Kip.in = KN.m Hogging

= Kip.in = KN.m Sagging

Vu = Kips = KN Pu = Kips = KN

Mn = Kip.in = KN.m (Hogging/Sagging)

6-Flexural members of special moment frames

6.1 General

6.1.1

The factored axial stress on the members under earthquake loading shall not exceed 0.1 fck

Pu/Ag= 0 KN

0.1fck= 5 N/mm2

Pu/Ag < 0.1fck HENCE OK

6.1.2

The member shall prefarably have a width-to-depth ratio of more than 0.3

B/D > 0.3

> 0.3 HENCE OK

6.1.3

The width of the member shall not be less than 200 mm

B > 200

400 > 200 HENCE OK

6.1.4

The depth D of the member shall preferably be not more than 1/4 of the clear span.

1/4 .clear span = =(24*12*25.4-600)/4 = mm

625 mm < mm HENCE OK

3.55 % 1.78 % 1.78 %

304.87

6641.19 750.35

0

804.25 32 mm

804.25 32 mm

0

50.27 8 mm

744.11

504.49

1678.8

1678.8

6585.97

4465.12

0.64

68.54

129

6.2 Longitudinal Reinforcement

6.2.1 a)

The top as well as bottom reinforcemenr shall consist

of at least two bars throughout the member length

The beam has 5 top bars and 5 bottom bars

HENCE OK

6.2.1 b)

The tension steel ratio on any face,at any section,shall

not be less than ; where fck and fy are in MPa.

=

min= % HENCE OK

6.2.2

max= 2.5 %

= HENCE OK

6.2.3

Astc > 50% Astt , The positive steel at a joint face must be atleast equal to half the negative steel at that face

Astc =

50% Astt = HENCE OK

6.3 Web Reinforcement

6.3.2

The minimum diameter of the bar forming a hoop for beams with clear span exceeding 5m is 8mm

clear span = =24*12*25.4-600 = mm > mm

Hence use minimum of 8mm bars.

6.3.3

The shear force to be resisted by the vertical hoops shall be the maximum of:

a) calculated factored shear force as per analysis,and

b) shear force due to formation of plastic hinge at both ends of the beams plus the factored gravity

load on the span.

a) Calculated factored max shear force as per analysis -VuETABS Kips = KN

Vmax1.2(DL+LL+LLr)-ETABS= Kips = KN Shear due to factored gravity load

1.78 %

304.87

1.78 %

0.41

1.78 %

0.89 %

6715.2 5000

36.61 162.84

68.54

ck

min

y

0.24f

ρ =f

130

1.4 x ( + ) KN

b) Vmax1.2(DL+LL+LLr)-ETABS+Vsway = + = KN (governs)

Shear strength of member:

Vc = tc.b.d

Astt =

From Table 19,IS 456 2000 for Astt = % ,for fck >40N/mm2,tc= N/mm

2

= % ,for fck >40N/mm2,tc= N/mm

2

= tc = N/mm2

Vc = x x /

Vc = KN

Calculation for spacing at ends

Vdesign = - = KN

(Clause 40.4 IS 145-2000)

x 1000 = x 415 x p/4 x ( 8 )2x x 4

sv

sv = mm

hoops should be placed at the ends for a length lo = 2d= mm say mm

6.3.5

Maximum Spacing of the hoops at ends should be: Min(d/4 , 8,100mm)

=Min( , ) )

Also spacing > 100 mm

take mm

Provide 4 legged 8mm dia bar hoops at a distance of lo = 1200mm from ends at spacing sv = 125mm

First hoop shall be placed at a distance of 50mm from the face of the column

625-35-35-8

750.35

162.84 312.87 475.71

750.35

6.715

312.87

0.84

0.88

125

284.59 0.87

=

1.78 %

191.12

475.71 191.12

=

1.75

2

1.78 % 0.844

0.84419 400 566 1000

100

547

139.53

1132 1200

141.5 256

284.59

A B

u u

sway

AB

±1.4 M +MV =

L

y sv sh

v

0.87f A dV=

s

131

Calculation for spacing at the remaining length

Vdesign = - = KN

, Assuming 4 legged 8bars

x 1000 = x 415 x p/4 x ( 8 )2x x 4

sv

sv = mm

6.3.5

Maximum Spacing of the hoops at ends should be: d/2 i.e 274 mm

take mm

Provide 4 legged 8mm dia bar hoops at remaining length sv = 250mm

Average Spacing= ( 2 x 125 x + x )/

= mm

= in(Say)

Summary

4 legged 8 bar hoops for lo = mm ,spacing = mm

First hoop shall be at a distance < 50 mm

Spacing for the rest of the length = 250 mm

Take average spacing for XTRACT = 205 mm

1251200

312.87 191.12

121.75 0.87

121.75

547

326.16

6715.2

9.00

250

205.33

1200 4315.2 250

y sv sh

v

0.87f A dV=

s

132

B.4 Design and detailing of columns

Column Design(IS 456 and IS 13920)

Column Configuration: (Storey 1 )

Depth 'D' = mm

Breadth 'b' = mm

Conctere grade= M50 ,fck = N/mm2

Yield strength of steel = N/mm2

Cover to main bars =

Ast = 24 x mm2

= mm2


Where area of one 32 mm bar is mm2

% Ast = < 6 % ,Hence O.K (Clause 26.5.3.1 IS 456-2000) Min steel = 0.8%

Critical Load combinations for Storey 1(from ETABS)

The loads are applied in units of lb,ft in etabs but the output is taken in form of kN,m units

Also 1 kip = 4.448 k.N , 1 kip.in = 0.1128 kN.m

Output from ETABs-Storey 1(for most critical combinations)


The Column shall be designed for Biaxial Bending with the method used in Clause 39.6 IS 456-2000

As per the method

where

Mux,Muy = moments about x and y axes due to design loads

Mux1,Muy1 = maximum uniaxial moment capacity for an

axial load of Pu, bending about x and y axes respectively

an is related to Pu/Puz

Puz = 0.45.fck.Ac +0.75 fy Asc

5.36

600

600

50

415

mm40

804.25

804.25

19301.95

-963.33

M3(kN.m)

-433.418

-297.61

-297.401

-297.61

-297.401

-433.418

M2(kN.m)

963.33

1008.00

1008.00

1009.30

1009.30

-271.72

T(kN.m)

-20.28

-20.28

-20.28

-20.28

-20.28

-20.28

V3(kN)

-217.38

-304.56

-304.56

-303.62

-303.62

-6248.48

-7380.95

-7380.95

-7380.95

-7380.95

-6248.48

V2(kN)

118.12

90.42

90.57

90.42

90.57

-138.4C20

Combo

COMB16

Column

C2

C8

C11

C14

C17

COMB16

COMB16

COMB16

COMB16

COMB16

P(kN)

MM uyux + 1.0

M Mux1 uy1

nnaa

133

For values of Pu/Puz = 0.2 to 0.8 ,the values of an vary linearly from 1.0 to 2.0

For values less than Pu/Puz <0.2,an is 1.0; for Pu/Puz > 0.8 , an is 2.0

Sample Calculation(Column C14-Storey 1)

Pu = kN

Mux= kN.m

Muy = kN.m


= x x ( - )+ x x ( )

= N

= kN

Pu/Puz = hence an =

For Pu = kN, Mux1 = Muy1 = kN.m

< 11264.43 1264.43

]1.5663

]1.5663 Hence O.K[

1009+ [

297.61= 0.806

13673437

13673.4

7380.95

1009.30

297.61

0.5398 1.5663

7380.95 1264.43

0.45 50 360000 0.75 415 19301.9519301.95

MM uyux + 1.0

M Mux1 uy1

nnaa

0

2000

4000

6000

8000

10000

12000

14000

16000

0 200 400 600 800 1000 1200 1400 1600 1800

Pu(k

N)

Mux1(kN.m)

Pu vs Mux1 ,Column(Story 1)

(1264.43,7380.95)

134

Column Design

Column Configuration: (Storey 2-3 )

Depth 'D' = mm

Breadth 'b' = mm




Ast = 24 x mm2

= mm2



% Ast = < 6 % ,Hence O.K (Clause 26.5.3.1 IS 456-2000) ,Min steel = 0.8%







Pu = kN

Mux= kN.m

Muy = kN.m


= x x ( - )+ x x ( )

= N

= kN

Pu/Puz = hence an =

11501756

11501.8

0.42917 1.382

804.50

231.428

0.45 50 360000 11780.97 0.75 415 11780.97

C20 COMB25 -5036.62 -325.14 -132.77 -24.324 -270.34 -231.428

4936.22

C14 COMB16 -6731.78 -97.25 -335.43 -32.349 -677.18 -193.87

C13 COMB16 -4936.22 -10.31 -353.12 -32.349 804.50 -231.428

C8 COMB16 -6731.78 94.21 -334.43 -32.349 677.18 -193.87

C7 COMB16 -4936.22 -115.01 -399.4 -32.349 -804.50 -231.428

M3(kN.m)

C2 COMB25 -5036.62 276.18 -6.37 -24.324 270.34 -649.431

490.87

3.27

Column Combo P(kN) V2(kN) V3(kN) T(kN.m) M2(kN.m)

600

600

50

415

40 mm

490.87 11780.97

135


= 0.716 < 1 Hence O.K1153.97 1153.97

4936.22 1153.97

[804.5

]1.382 + [

231.43]1.382

MM uyux + 1.0

M Mux1 uy1

nnaa

0

2000

4000

6000

8000

10000

12000

14000

0 200 400 600 800 1000 1200 1400

Pu

(kN

)

Mux1(kN.m)

Pu vs Mux1 ,Column(Story 2-3)

(1153.97,4936.22)

136

Column Design

Column Configuration: (Storey 4-12 )

Depth 'D' = mm

Breadth 'b' = mm




Ast = 24 x mm2

= mm2



% Ast = < 6 % ,Hence O.K (Clause 26.5.3.1 IS 456-2000) ,Min steel = 0.8%







Pu = kN

Mux= kN.m

Muy = kN.m


= x x ( - )+ x x ( )

= N

= kN

Pu/Puz = hence an =

C19 COMB24 -2456.21 -83.85 -210.42 -30.128 -366.22 -143.358

C20 COMB25 -4080.04 -289.93 -118.15 -22.67 -208.41 -513.156

-300.63 -30.128 -531.40 -155.877

2491.56

603.20

0.45 50 360000 4825.49 0.75 415 4825.49

-30.128 531.40 -155.877

C13 COMB24 -2491.56 8.7 -319.92 -30.128 603.20 -141.786

-22.67 208.41 -513.156

C7 COMB24 -2491.56 -80.14 -342.04 -30.128 -603.20 -141.786

M3(kN.m)

C1 COMB24 -2456.21 43.9 -142.84 -30.128 366.22 -143.358

600

50

415

40 mm

201.06 4825.49

201.06

600

0.26245

9493359.2

9493.36

1.1041

141.786

1.34

Combo P(kN) V2(kN) V3(kN) T(kN.m) M2(kN.m)

COMB25 -4080.04 240.99 1.76

Column

C2

C8 COMB16 -5478.74 79.38 -293.07

C14 COMB16 -5478.74 -88.67

137


= 0.857 < 1 Hence O.K819.64 819.64

[603.2

]1.1041 + [

141.79]1.1041

2491.56 819.642

MM nynx + 1

M Mnxo nyo

aa

MM uyux + 1.0

M Mux1 uy1

nnaa

0

1000

2000

3000

4000

5000

6000

7000

8000

9000

10000

0 100 200 300 400 500 600 700 800 900

Pu(k

N)

Mux1(kN.m)

Pu vs Mux1 ,Column(Story 4-12)

(819.642,2491.56)

138

Column Detailing(Sample Calculations) Column Storey-1 As per IS 456 and IS 13920

Column Details: B= mm Unsupported length(Hstorey) = 14x12x25.4-625 = mm

H= mm

Longitudinal Steel:- 24 nos. 32 bars ,Area of one 32 bar= mm2

,dia =

Ast=


, fy = 415 N/mm2

7-Columns and Frame members subjected to axial load

7.1 General

7.1.2

Minimum dimension of the member > 200 mm

B = H = 600 mm > 200 mm HENCE OK

7.1.3

B/H > 0.4

B/H = 1.0 > 0.4 HENCE OK

Longitudinal reinforcement-IS 456:2000

Clause 26.5.3.1

Minimum reinforcement = 0.8 %

Provided reinforcement = > 0.8 % HENCE OK

Maximum reinforcement= 6.0 %

Provided reinforcement = < 6.0 % HENCE OK

7.3 Transverse reinforcement

7.3.4

The design shear force for columns shall be maximum of:

a) calculated factored shear force as per analysis

b) a factored shear force given by

where MbL

u,lim and MbR

u,lim are moment of resistance,of opposite sign,

of beams framing into the column from opposite faces,and hst is the storey height


b) Vu = 1.4 x ( + ) KN (governs)

3642.2

79.29 352.68

600

600

750.35=

576.85

3.642

804.25

5.36 %

5.36 %

5.36 %

=750.35

32 mm

bL bR

u,lim u,lim

u

st

1.4 M +MV =

h

139

Shear capacity of column

Assuming 50% steel provided as tensile steel to be on consrevative side,Ast= = %

From Table 19,IS 456 2000 for Astt = % ,for fck >40N/mm2, tc= N/mm

2

= % ,for fck >40N/mm2, tc= N/mm

2

= tc = N/mm2

As per clause 40.2.2 IS 456:2000

For members subjected to axial compression Pu,the design shear strength of concrete,as per

Table 19,IS 456:2000 shall be multiplied by the following factor:

Pu(min) = Kip = KN = N

=

hence tc = x = N/mm2

Effective depth = - 40 - 12 - 32 = 532 mm

2

Vc = x x = KN

Design of hoops

Vu = - = KN

, Assuming 4 legged 12bars

600-2*40-12

x 1000 = x 415 x p/4 x ( 12 )2x x 4

sv

sv = mm

Spacing < = mm ( Clause 7.3.3)

Take spacing s = 300 mm

576.85 343.77 233.08

654779

1.109

0.971 1.109 1.077

600

147.2

233.08 0.87 508

355.99

600 300

5.362

2

2.681

0.952.5

654.779

2.75 0.98

2.68 % 0.971

1000

343.767

2

1.077 600 532

u

g ck

3Pδ=1+ 1.5

A f

y sv sh

u

v

0.87f A dV =

s

140

7.4 Special Confining Reinforcement

Confining reinforcement shall be provided over a length lo from each joint face,towards midspan.

lo > max ( larger dimension of member at the section, clear span/6 ,450 mm)

> max( , , )

> max( , , )

lo = 600 mm (say)

The area of the cross section ,Ash,of the bar forming rectangular hoop,to be used as special confining reinforcement

shall not be less than

Clause 7.4.8

for 12 bars

= x S x x 50 ( - 1.0)

415

S = mm

Link spacing for confining zone shall not exceed

a) (1/4) x (Column Dimension) i.e mm

b) 100 mm

c) But shall not be less than 75 mm

Provide 12 confining reinforcement at 100 c/c for a distance lo = 600 mm (say)

for the rest of the length provide spacing = 300 mm

Average Spacing= ( 2 x 100 x + x ) /

= mm

= in(Say)

Summary




100600

300

101.75

150

600 3642.2

234.11

10.00

270400

2442.2

360000

607.033 450

113.09 0.18 154.667

600 3642.2

6

450

600

gcksh

y k

AfA =0.18Sh -1.0

f A

141

Column Detailing(Sample Calculations) Column Storey-2-3 As per IS 456 and IS 13920


H= mm


,dia =

Ast=


, fy = 415 N/mm2


7.1 General

7.1.2



7.1.3

B/H > 0.4

B/H = 1.0 > 0.4 HENCE OK


Clause 26.5.3.1






7.3.4




where MbL

u,lim and MbR





3.27 %

600 3032.6

600

490.87 25 mm

3.27 %

3.27 %

89.79 399.39

=750.35 750.35

=692.80

3.033

bL bR

u,lim u,lim

u

st

1.4 M +MV =

h

142




2


2

= tc = N/mm2




Pu(min) = Kip = KN

=



2

Vc = x x = KN

Design of hoops

Vu = - = KN

600-2*40-12

x 1000 = x 415 x p/4 x ( 12 )2x x 4

sv

sv = mm



1.64 % 0.817

3.272 1.636

2

1.5 0.79

1.75 0.84

139.98 622.7

1.104

0.971 1.104 1.072

508

600

1.072 600 536 344.359

1000

692.80 344.36 348.44

348.44 0.87

238.13

600 250

2

u

g ck

3Pδ=1+ 1.5

A f

y sv sh

u

v

0.87f A dV =

s

143




> max( , , )

> max( , , )

lo = 600 mm (say)



for 12 bars

= x S x x 50 ( - 1.0)

415

S = mm



b) 100 mm





= mm

= in(Say)

Summary




600 100

113.09 0.18 157.00

600 3032.6

100.24

150

600 1832.6

450

6

600 505.433 450

200 3032.6

160.43

7.00

360000

270400

gcksh

y k

AfA =0.18Sh -1.0

f A

144

Column Detailing(Sample Calculations) Column Storey-4-12 As per IS 456 and IS 13920


H= mm


,dia =

Ast=


, fy = 415 N/mm2


7.1 General

7.1.2



7.1.3

B/H > 0.4

B/H = 1.0 > 0.4 HENCE OK


Clause 26.5.3.1






7.3.4




where MbL

u,lim and MbR





1.34 %

600 3032.6

600

201.06 16 mm

1.34 %

1.34 %

78.55 349.39

=750.35 750.35

=692.80

3.033

bL bR

u,lim u,lim

u

st

1.4 M +MV =

h

145




2


2

= tc = N/mm2




Pu(min) = Kip = KN

=



2

Vc = x x = KN

Design of hoops

Vu = - = KN

600-2*40-10

x 1000 = x 415 x p/4 x ( 10 )2x x 4

sv

sv = mm



0.67 % 0.571

1.340 0.670

2

0.5 0.51

0.75 0.6

22.74 101.2

1.017

0.971 1.017 0.987

510

600

0.987 600 542 321.093

1000

692.80 321.09 371.71

371.71 0.87

155.63

600 250

2

u

g ck

3Pδ=1+ 1.5

A f

y sv sh

u

v

0.87f A dV =

s

146




> max( , , )

> max( , , )

lo = 600 mm (say)



for 10 bars

= x S x x 50 ( - 1.0)

415

S = mm



b) 100 mm





= mm

= in(Say)

Summary




630 90

113.09 0.18 161.33

600 3032.6

97.54

150

630 1772.6

450

6

600 505.433 450

150 3032.6

125.07

5.00

360000

270400

gcksh

y k

AfA =0.18Sh -1.0

f A

147

Appendix C Nonlinear Response History analysis of the structures

C.1 Material models used in XTRACT

The material used for structure designed as per ASCE 7-10 in Case 1 is reinforced

concrete with 7 ksi Concrete (fc’=7 ksi) and ASTM Gr.60 Steel (fy=60 ksi) confirming to ACI

318-11. The material used for structure designed as per IS 1893(2002) in Case 2 is reinforced

concrete with M50 Concrete (fck=50 N/mm2) confirming to IS 456-2000 and Fe 415 Grade Steel

(fy=415 N/mm2) confirming to IS 1768(2008). As discussed in Chapter 5 Following are the

material models used in XTRACT:

1) Hognestad's(1951) stress-strain model is used for unconfined concrete,

2) Mander, Priestly, and Park model(1988) is used for confined concrete and

3) Bilinear stress-strain curve with strain hardening for reinforcing steel.

XTRACT calculates the confining stress for a member as per Mander, Priestly and Park model

depending on the spacing of confining reinforcement. The spacing for a beam or column member

set is taken as the average spacing along the whole length. The average spacing is calculated in

the detailing section of member design in the previous appendices is summarized in the table

below. Figure C-1 and Figure C-2 shows the material models for structure designed in Case 1

and Figure C-3 and Figure C-4 shows material models for structure designed in Case 2, for the

three cases mentioned above.

Table C-1 Confining reinforcement details in XTRACT

Confining reinforcement Average spacing for XTRACT

Case 1

Col 30x30-Story 1 to 6 4 legged #4 bars closed hoops 4 in.

Col 30x30-Story 7 to 12 4 legged #4 bars closed hoops 4 in.

Beam 22x30-All story 4 legged #3 bars closed hoops 8 in.

Case 2

Col 600x600-Story 1 4 legged 12 bar closed hoops 235 mm (9.25 in.)

Col 600x600-Story 2-3 4 legged 12 bar closed hoops 160 mm (6.3 in.)

Col 600x600-Story 4-12 4 legged 10 bar closed hoops 125 mm (4.9 in.)

Beam 400x625-All story 4 legged 8 bar closed hoops 205 mm (8.07 in.)

148

Figure C-1 Material Models in XTRACT (Unconfined Concrete and Reinforcement): Case 1

Hognestad's stress strain model (Unconfined Concrete)

0.003

0.002

7 ksi

5072 ksi

Bilinear stress strain curve with strain hardening (Reinforcement)

60 ksi

90 ksi

2.069E-03

8E-03

9E-02

29000 ksi

Elastic Modulus

Strain at Strain Hardening

Failure Strain

Elastic Modulus

Ultimate Compressive Strain

Compressive Yield Strain

Compressive Yield Stress

Yield Stress

Fracture Stress

Yield Strain

149

Figure C-2 Material Models in XTRACT (Confined Concrete): Case 1

Mander,Priestly and Park model (Confined Concrete)

1) Beam 22 x 30

7.712 ksi

3.017E-03

9.527E-03

5072 ksi

2) Column 30x30 (Story 1 to 6)

8.999 ksi

4.856E-03

1.927E-02

5072 ksi


8.965 ksi

4.807E-03

1.933E-02

5072 ksiElastic Modulus

Elastic Modulus

Confined Concrete Strength

Stain at Peak Stress



Crushing Strain

Crushing Strain

Elastic Modulus



Crushing Strain

150

Figure C-3 Material Models in XTRACT (Unconfined Concrete and Reinforcement): Case 2

Hognestad's stress strain model (Unconfined Concrete)

0.003

0.002

50 Mpa

200E3 Mpa*1 ksi =6.89476 N/mm

2 = 6.89476 Mpa

Bilinear stress strain curve with strain hardening (Reinforcement)

415 Mpa

485 Mpa

2.075E-03

8E-03

5E-02

200E3 Mpa*1 ksi =6.89476 N/mm

2 = 6.89476 Mpa

Yield Strain

Strain at Strain Hardening

Failure Strain

Elastic Modulus

Ultimate Compressive Strain

Compressive Yield Strain

Compressive Yield Stress

Elastic Modulus

Yield Stress

Fracture Stress

151

Figure C-4 Material Models in XTRACT (Confined Concrete): Case 2

Mander,Priestly and Park model (Confined Concrete)

1) Beam 400 x 625

53.76 Mpa

2.752E-03

6.322E-03

35.36E3 Mpa*1 ksi =6.89476 N/mm

2 = 6.89476 Mpa

2) Column 600x600 (Story 1)

57.54 Mpa

3.507E-03

4.935E-03

35.36E3 Mpa*1 ksi =6.89476 N/mm

2 = 6.89476 Mpa


60.45 Mpa

4.090E-03

1.053E-02

35.36E3 Mpa*1 ksi =6.89476 N/mm

2 = 6.89476 Mpa


59.69 Mpa

3.937E-03

9.879E-03

35.36E3 Mpa*1 ksi =6.89476 N/mm

2 = 6.89476 Mpa

Crushing Strain

Elastic Modulus



Crushing Strain

Elastic Modulus



Crushing Strain

Elastic Modulus



Crushing Strain

Elastic Modulus



152

C.2 Bilinear Approximation from M- diagram (Sample Calculation)

We shall consider the calculation of bilinear factor for flexure for column group B of

story 10 for Case 1 in this sample calculation. Figure C-5 shows the Mzz- zz curve from

XTRACT for Column group B of story 10 for structure designed in Case 1. The moment

curvature relationship for all the column groups are calculated from XTRACT based on the

design axial load. Refer Table C-2 for the axial loads for which moment curvature relationships

for all the groups is obtained.

Figure C-5 Bilinear Approximation (Sample Calculation)

153

As per XTRACT the yield curvature for the section is yield = 0.0001079 (1/in) and yield

moment (Myield) =10710 kip.in. Also ultimate curvature ultimate = 0.0006658 (1/in) and ultimate

moment (Multimate) =13410 kip.in. These points are represented by points B and E respectively in

the Figure C-5. Line A-B-E represents the bilinear approximation of the curve (Method 1). The

area under the M-curve is calculated as 7.79 units. Point C on the line A-C-E is selected

keeping the yield curvature constant and the area A-C-E-F equal to 7.79 units.

Hence co-ordinates of point ‘C’ are (0.0001079 (1/in), 12169 kip.in) and,

1 1

Area(A-C-E-F)= 0.0001079 12169 0.0006658 0.0001079 13410 12169 7.792 2

Line A-C-E represents the bilinear approximation of the curve (Method 2). In the current study

the bilinear factor selected shall be the average of the one from Method-1 and Method-2. Line A-

D-E represent the final bilinear approximation such that co-ordinates of point ‘D’ are (0.0001079

(1/in), (12169+10710)/2 kip.in) = (0.0001079 (1/in), 11439.5 kip.in).

Thus bilinear factor is the ratio of the stiffness after yield to the ratio of the stiffness before yield

is,

post yield post yield

before yieldbefore yield

13410-11439.5

EI 0.0006658-0.0001079SlopeBilinear factor r = = =0.0333

EI Slope 11439.5-0

0.0001079-0

154

Table C-2 Axial Compressive Loads for M-relationships.

Case 1- Axial compressive load(kips) used for generation of

M-diagrams in XTRACT

Group STORY12 STORY11 STORY10 STORY9 STORY8 STORY7

A 79.96 174.19 274.81 381.86 494.31 611.2

B 108.28 235.32 367.38 504.4 645.63 790.32

C 105.41 228.23 355.92 488.21 624.44 763.97

D 137.86 301.45 465.06 628.54 792 960.49


A 731.56 854.44 978.88 1103.61 1226.33 1343.13

B 937.73 1087.14 1237.81 1388.75 1538.14 1683.58

C 906.15 1050.4 1196.08 1342.43 1487.91 1631.02

D 1129.8 1299.57 1469.85 1640.74 1812.23 1986.95

Case 2- Axial compressive load(kips) used for generation of

M-diagrams in XTRACT


A 67.44 146.04 229.26 315.96 405.18 496.65

B 102.06 223.27 344.14 464.92 585.5 705.85

C 100.48 219.32 338.07 456.78 575.44 694.01

D 148.85 332.49 516.5 700.59 884.89 1069.42


A 590.34 686.19 783.93 883.04 982.18 1078.01

B 825.9 945.6 1064.91 1183.75 1302.16 1421.54

C 812.49 930.85 1049.08 1167.15 1285.07 1404.52

D 1254.24 1439.41 1624.97 1810.99 1997.45 2186.59

*Note: The Axial force values are the design axial forces taken from ETABS

155

C.3 Ground Motions-Scaling

We shall consider the scaling of recorded ground motion GM-2 in Case 1. GM-2 is a

ground motion from PEER ground motion database no. NHA#184.Response spectrums for the

un-scaled ground motion component pairs are calculated. The SRSS of the response spectrum for

these un-scaled components is shown as a red line in Figure C-6.The ASCE 7-10 design

spectrum for the structure is also shown in the figure. The fundamental time period for the

structure designed in Case 1, as per Ruaumoko 3D is T=1.75 sec (Mode 1). The ordinates of the

SRSS un-scaled response spectrum are multiplied by a scale factor such that all the ordinates of

the scaled SRSS response spectrum are greater than the corresponding ordinates on ASCE 7

design spectrum for a range of time period (0.2T to 1.5T to be specific). This is an iterative

procedure and a ‘minimum’ scale factor is arrived such that all points on scaled SRSS spectrum

are above the corresponding points on ASCE 7 spectrum between time period 0.2T=0.35sec to

1.5T=2.625sec(refer Figure C-6). In case of GM-2, the scale factor calculated is 1.34. The final

ground motion component pair to be applied in Ruaumoko for GM-2 is obtained by multiplying

the accelerograms with a single scale factor of 1.34.

Further in Case 1, three ground motions are considered GM-1(Artificial) and GM-

2, 3(Recorded-Scaled).The same procedure for scaling described as above is considered and a we

arrive at a scaled SRSS response spectrum for GM-3.SRSS response spectrum for the artificial

ground motion GM-1 is obtained by taking the SRSS of the response spectrum of the orthogonal

component pair. The average of the three SRSS spectra’s of the three ground motion is

calculated for all the ordinates and checked if greater than the corresponding ordinate on ASCE 7

design spectrum between time range of 0.2T to 1.5T secs. If the average ordinate falls below the

corresponding ordinate for ASCE 7 spectrum the scale factor for individual ground motions can

156

be increased. The final scale factors for recorded ground motion pair GM-2 and GM-3 are shown

in Table 5-8. The same procedure is also followed for scaling of as recorded ground motions

GM-5 and GM-6 for Case 2, for compatibility with IS 1893 design spectrum. The final scale

factors for recorded ground motion pair GM-5 and GM-6 are shown in Table 5-9.

Figure C-6 Scaling of individual recorded ground motions (GM-2)

157

C.4 Ground Motions-Orthogonal Transformation

Ground Motion 3(GM-3, NHA-778) is considered in the following sample calculation.

Details of Ground Motion:

PEER Identification:-NHA-778, Event: Loma Prieta, Station: Hollister Diff. Array, Year: 1989

Scale factor-1.74

Two orthogonal components 1) Fault Normal-a1(t), 2) Fault Parallel-a2(t) are rotated by a

particular angle theta () such that the correlation coefficient between them is zero. Refer Figure

C-7 for ground motion components a1(t) and a2(t) .Equation for the orthogonal transformation is

given as,

1,θ 1

2,θ 2

a (t) a (t)cos(θ) -sin(θ)=

a (t) sin(θ) cos(θ) a (t)

A MATLAB® code is generated which calculates the angle at which the correlation

coefficient is zero and also the rotated components.

Matlab Code:-

clc

clear all

s=0;

A=xlsread ('CORRELATION','a1(t)','B5:F1590');%Reads 1st component

acceleration,a1(t)

B=xlsread ('CORRELATION','a2(t)','B5:F1590');% Reads 2nd component

acceleration,a2(t)

for i=1:1:1586

X((i-1)*5+1,2)=A(i,1);

X((i-1)*5+2,2)=A(i,2);

X((i-1)*5+3,2)=A(i,3);

X((i-1)*5+4,2)=A(i,4);

X((i-1)*5+5,2)=A(i,5);

end

for i=1:1:7930

158

X(i,1)=0.005*(i-1);

end

for i=1:1:1586

Y((i-1)*5+1,2)=B(i,1);

Y((i-1)*5+2,2)=B(i,2);

Y((i-1)*5+3,2)=B(i,3);

Y((i-1)*5+4,2)=B(i,4);

Y((i-1)*5+5,2)=B(i,5);

end

for i=1:1:7930

Y(i,1)=0.005*(i-1);

end

P=X;

Q=Y;

for a=0:0.25:90%Loop for transformation for all angles (0 to 90 degrees)

P(:,2)=X(:,2)*cos(a*pi/180)+Y(:,2)*sin(a*pi/180);

Q(:,2)=-X(:,2)*sin(a*pi/180)+Y(:,2)*cos(a*pi/180);

r=corr2(P(:,2),Q(:,2));

s=s+1;

R(s,1)=a;

R(s,2)=r;

end

R(:,3)=abs(R(:,2));

min(R(:,3));

for i=0:0.25:90

if R((i/0.25+1),3)-min(R(:,3))==0

R((i/0.25+1),4)=min(R(:,3));

else

R((i/0.25+1),4)=0;

end

end

W=xlsread('CORRELATION','a,theta(t)','J2');%Reads scale factor

a=R(find(R(:,4)),1);%Reads angle corresponding to correlation coefficient-

zero

P(:,2)=X(:,2)*cos(a*pi/180)+Y(:,2)*sin(a*pi/180);

P(:,2)=W*P(:,2%Array P stores a1,theta(t) for correlation coefficient=0

Q(:,2)=-X(:,2)*sin(a*pi/180)+Y(:,2)*cos(a*pi/180);

Q(:,2)=W*Q(:,2); );%Array Q stores a2,theta(t) for correlation coefficient=0

159

disp('Rotation Angle(for which correlation coefficient=0) is :-');

str = fprintf('Theta = %f degrees\n',double(a));

After running the code, the rotation angle at which the correlation coefficient is zero,

comes out to be 49.5o. Matlab also calculates the corresponding rotated pair of ground motion

(a1,(t) and a2,(t)) at =49.5o.The Arias Intensity(refer Chapter 4 for definition) for these new

components is found. It is observed that the Arias Intensity (Ia) for the component a2,(t) is

greater than that of a1,(t), hence a2,(t) is designated as the major principal component and a1,(t)

is the intermediate principal component. The structure is analyzed for the orthogonal pair of

major and intermediate principal component such that the major component aligns with the

weaker axis of the structure and minor component aligns with the stronger axis of the structure.

160

Figure C-7 Orthogonal transformation-ground Motion (GM-3)

-0.6

-0.5

-0.4

-0.3

-0.2

-0.1

0

0.1

0.2

0.3

0.4

0.5

0 5 10 15 20 25 30 35 40

Gro

und A

ccele

rati

on(g

)

Time(sec)

1a (t)

-0.6

-0.5

-0.4

-0.3

-0.2

-0.1

0

0.1

0.2

0.3

0.4

0.5

0 5 10 15 20 25 30 35 40

Gro

und A

ccele

rati

on(g

)

Time(sec)

2a (t)

-0.15

-0.1

-0.05

0

0.05

0.1

0.15

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90

Corr

ela

tion co

eff

icie

nt

betw

een t

he t

wo

com

ponents

Rotation Angle(degrees)

-0.6

-0.5

-0.4

-0.3

-0.2

-0.1

0

0.1

0.2

0.3

0.4

0.5

0 5 10 15 20 25 30 35 40

Gro

und A

ccele

rati

on(g

)

Time(sec)

Horizontal orthogonal component pair (a1(t) and a2(t))

-0.6

-0.5

-0.4

-0.3

-0.2

-0.1

0

0.1

0.2

0.3

0.4

0.5

0 5 10 15 20 25 30 35 40

Gro

und A

ccele

rati

on(g

)

Time(sec)

1,θa (t) 2,θa (t)

Matlab

Matlab

Rotated uncorrelated horizontal orthogonal component pair (a1,(t) and a2,(t)), at =49.5o

161

C.5 P-Mzz-Myy capacity surface generation for columns (MATLAB code)

Consider a sample Matlab code for columns on Story 7 of the structure. The data of demand

[axial load Pxx, moments Mzz and Myy] and capacity [axial load (P), principal bending moment

M about axis oriented in angles 0o, 5

o, 10

o…. about local zz direction] are stored in PMM-

Check-7.xls. P and M () are obtained from XTRACT.

Matlab Code (Input):-

clc

clear all

X=xlsread('PMM-Check-7','X','A2:BU52');%Reads Data-Mcos(theta)-Capacity-About

local yy

Y=xlsread('PMM-Check-7','Y','A2:BU52');%Reads Data-Msin(theta)-Capacity-About

local zz

Z=xlsread('PMM-Check-7','Z','A2:BU52');%Reads Data-P(kips)-Capacity-Along

local xx

A=xlsread('PMM-Check-7','Demand','A2:A73009');%Reads Data-Mzz-Demand-Moment

about local zz axis

B=xlsread('PMM-Check-7','Demand','B2:B73009');%Reads Data-Myy-Demand-Moment

about local yy axis

C=xlsread('PMM-Check-7','Demand','C2:C73009');%Reads Data-Pxx-Demand-Axial

load along xx axis

W=xlsread('PMM-Check-7','Demand','d2:d73009');%Reads Data-Time of the data

point

c1=xlsread('PMM-Check-7','Demand','G4:G4');%Reads Data-First column member

number of the story

w=(max(W)/(W(2,1)-W(1,1)))+1;

S=0;

for i=1:1:73008

V(i,:)=atand(B(i,:)/A(i,:)); );%Calculates angle(theta) for a point =

atan(Myy/Mzz)

if V(i,:)<0

V(i,:)=360+V(i,:);

else V(i,:)=V(i,:);

end

end

162

for i=1:1:73008

t(i,1)=floor(V(i,:)/5)+1;

if t(i,1)-72==0

t(i,1)=71;

else

t(i,1)=t(i,1);

end

t(i,2)=t(i,1)+1;

end

for i=1:1:73

for j=1:1:51

M(j,i)=sqrt(X(j,i)^2+Y(j,i)^2);

end

end

for i=1:73008

N(i,:)=sqrt(A(i,:)^2+B(i,:)^2);

end

for i=1:1:73008

a=t(i,1)*5-5;

c=t(i,2)*5-5;

b=V(i,:);

for j=1:1:51

Z1(j,:)=(Z(j,t(i,1))*(b-c)+Z(j,t(i,2))*(a-b))/(a-c);

M1(j,:)=(M(j,t(i,1))*(b-c)+M(j,t(i,2))*(a-b))/(a-c);

end

for j=1:1:51

p1=C(i,:);

m1=N(i,:); %Demand moment for a point with axial load p1

temp(j,:)=abs(p1-Z1(j,:));

end

[temp2(:,1) temp2(:,2)]=sort(temp);

a=Z1(temp2(1,2),1);

c=Z1(temp2(2,2),1);

b=p1;

l=M1(temp2(1,2),1);

n=M1(temp2(2,2),1);

m=(l*(b-c)+n*(a-b))/(a-c); %capacity moment for a point with axial load p1

if m1<m

163

continue;

else

w1=c1-1+ceil(i/(w*2));

disp('Result:-');

disp('Point outside surface :-');

format short

str = fprintf('P = %d kips Mz = %d kip.in My = % d kip.in Member No. %d

Time = %d Yielding exceeds by %d

percent\n',round(p1),round(A(i,:)),round(B(i,:)),round(w1),W(i,1),(m1-

m)*100/m);

S=S+1;

P(S,1)=round(p1); %Store axial load for the point outside surface-output data

P(S,2)=round(A(i,:)); %Store Moment Mzz for the point outside surface- output

data

P(S,3)=round(B(i,:)); %Store Moment Myy for the point outside surface- output

data

P(S,4)=round(w1); %Store member number in the story for that point- output

data

P(S,5)=W(i,1); %Store the time at which the member yields for that point-

output data

P(S,6)=(m1-m)*100/m; %Store the percentage in excess of the demand moment

exceeds capacity moment- output data

end

end

if(S==0)

disp('Result:-');

disp('No points outside surface.');

end

surf(X,Y,Z) %Displays the capacity surface

hold on

if S>0

scatter3(P(:,2),P(:,3),P(:,1)); %Displays the demand points outside the

surface

xlswrite('PMM-Col7-Result',P); %Stores output data in form of .xls

end

hold off

164

C.6 Ruaumoko 3D Input file

C.6.1 Input file for structure designed as per ASCE 7 seismic provisions (Case 1)

Presented below is the input file for nonlinear response history analysis for structure,

subjected to GM-2 ground motion for Case 1.The file is analyzed in RUAUMOKO3D.exe

Ruaumoko Input:

ASCE7 12 STOREY OFFICE BUILDING ! Description of analysis (Units Kip,in)

2 1 1 2 2 2 0 0 0 0 ! Analysis Options

1 0 0 0 0 1 ! Earthquake Excitation Component in X and Z

312 744 54 10 1 10 386.088 5 5 0.005 25 1 ! Frame Control Parameters

5 5 5 10 23 23 23 0 13 2 1 0 ! Output intervals and Plotting Control

Parameters

0.8666 0 -0.8666 -0.177 1 -0.177 ! Plot Axes Transformation

100 2 0.00001 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ! Iteration Control and Wave

Velocities

Nodes

1 0 0 0 1 1 1 1 1 1 0 0

2 288 0 0 1 1 1 1 1 1 0 0

3 576 0 0 1 1 1 1 1 1 0 0

4 864 0 0 1 1 1 1 1 1 0 0

5 1152 0 0 1 1 1 1 1 1 0 0

6 1440 0 0 1 1 1 1 1 1 0 0

7 0 0 288 1 1 1 1 1 1 0 0

8 288 0 288 1 1 1 1 1 1 0 0

9 576 0 288 1 1 1 1 1 1 0 0

10 864 0 288 1 1 1 1 1 1 0 0

11 1152 0 288 1 1 1 1 1 1 0 0

12 1440 0 288 1 1 1 1 1 1 0 0

13 0 0 576 1 1 1 1 1 1 0 0

14 288 0 576 1 1 1 1 1 1 0 0

15 576 0 576 1 1 1 1 1 1 0 0

16 864 0 576 1 1 1 1 1 1 0 0

17 1152 0 576 1 1 1 1 1 1 0 0

18 1440 0 576 1 1 1 1 1 1 0 0

19 0 0 864 1 1 1 1 1 1 0 0

20 288 0 864 1 1 1 1 1 1 0 0

165

21 576 0 864 1 1 1 1 1 1 0 0

22 864 0 864 1 1 1 1 1 1 0 0

23 1152 0 864 1 1 1 1 1 1 0 0

24 1440 0 864 1 1 1 1 1 1 0 0

25 0 168 0 0 0 0 0 0 0 0 0

26 288 168 0 2 0 2 0 0 0 25 0

27 576 168 0 2 0 2 0 0 0 25 0

28 864 168 0 2 0 2 0 0 0 25 0

29 1152 168 0 2 0 2 0 0 0 25 0

30 1440 168 0 2 0 2 0 0 0 25 0

31 0 168 288 2 0 2 0 0 0 25 0

32 288 168 288 2 0 2 0 0 0 25 0

33 576 168 288 2 0 2 0 0 0 25 0

34 864 168 288 2 0 2 0 0 0 25 0

35 1152 168 288 2 0 2 0 0 0 25 0

36 1440 168 288 2 0 2 0 0 0 25 0

37 0 168 576 2 0 2 0 0 0 25 0

38 288 168 576 2 0 2 0 0 0 25 0

39 576 168 576 2 0 2 0 0 0 25 0

40 864 168 576 2 0 2 0 0 0 25 0

41 1152 168 576 2 0 2 0 0 0 25 0

42 1440 168 576 2 0 2 0 0 0 25 0

43 0 168 864 2 0 2 0 0 0 25 0

44 288 168 864 2 0 2 0 0 0 25 0

45 576 168 864 2 0 2 0 0 0 25 0

46 864 168 864 2 0 2 0 0 0 25 0

47 1152 168 864 2 0 2 0 0 0 25 0

48 1440 168 864 2 0 2 0 0 0 25 0

49 0 312 0 0 0 0 0 0 0 0 0

50 288 312 0 2 0 2 0 0 0 49 0

51 576 312 0 2 0 2 0 0 0 49 0

52 864 312 0 2 0 2 0 0 0 49 0

53 1152 312 0 2 0 2 0 0 0 49 0

54 1440 312 0 2 0 2 0 0 0 49 0

55 0 312 288 2 0 2 0 0 0 49 0

56 288 312 288 2 0 2 0 0 0 49 0

57 576 312 288 2 0 2 0 0 0 49 0

58 864 312 288 2 0 2 0 0 0 49 0

166

59 1152 312 288 2 0 2 0 0 0 49 0

60 1440 312 288 2 0 2 0 0 0 49 0

61 0 312 576 2 0 2 0 0 0 49 0

62 288 312 576 2 0 2 0 0 0 49 0

63 576 312 576 2 0 2 0 0 0 49 0

64 864 312 576 2 0 2 0 0 0 49 0

65 1152 312 576 2 0 2 0 0 0 49 0

66 1440 312 576 2 0 2 0 0 0 49 0

67 0 312 864 2 0 2 0 0 0 49 0

68 288 312 864 2 0 2 0 0 0 49 0

69 576 312 864 2 0 2 0 0 0 49 0

70 864 312 864 2 0 2 0 0 0 49 0

71 1152 312 864 2 0 2 0 0 0 49 0

72 1440 312 864 2 0 2 0 0 0 49 0

73 0 456 0 0 0 0 0 0 0 0 0

74 288 456 0 2 0 2 0 0 0 73 0

75 576 456 0 2 0 2 0 0 0 73 0

76 864 456 0 2 0 2 0 0 0 73 0

77 1152 456 0 2 0 2 0 0 0 73 0

78 1440 456 0 2 0 2 0 0 0 73 0

79 0 456 288 2 0 2 0 0 0 73 0

80 288 456 288 2 0 2 0 0 0 73 0

81 576 456 288 2 0 2 0 0 0 73 0

82 864 456 288 2 0 2 0 0 0 73 0

83 1152 456 288 2 0 2 0 0 0 73 0

84 1440 456 288 2 0 2 0 0 0 73 0

85 0 456 576 2 0 2 0 0 0 73 0

86 288 456 576 2 0 2 0 0 0 73 0

87 576 456 576 2 0 2 0 0 0 73 0

88 864 456 576 2 0 2 0 0 0 73 0

89 1152 456 576 2 0 2 0 0 0 73 0

90 1440 456 576 2 0 2 0 0 0 73 0

91 0 456 864 2 0 2 0 0 0 73 0

92 288 456 864 2 0 2 0 0 0 73 0

93 576 456 864 2 0 2 0 0 0 73 0

94 864 456 864 2 0 2 0 0 0 73 0

95 1152 456 864 2 0 2 0 0 0 73 0

96 1440 456 864 2 0 2 0 0 0 73 0

167

97 0 600 0 0 0 0 0 0 0 0 0

98 288 600 0 2 0 2 0 0 0 97 0

99 576 600 0 2 0 2 0 0 0 97 0

100 864 600 0 2 0 2 0 0 0 97 0

101 1152 600 0 2 0 2 0 0 0 97 0

102 1440 600 0 2 0 2 0 0 0 97 0

103 0 600 288 2 0 2 0 0 0 97 0

104 288 600 288 2 0 2 0 0 0 97 0

105 576 600 288 2 0 2 0 0 0 97 0

106 864 600 288 2 0 2 0 0 0 97 0

107 1152 600 288 2 0 2 0 0 0 97 0

108 1440 600 288 2 0 2 0 0 0 97 0

109 0 600 576 2 0 2 0 0 0 97 0

110 288 600 576 2 0 2 0 0 0 97 0

111 576 600 576 2 0 2 0 0 0 97 0

112 864 600 576 2 0 2 0 0 0 97 0

113 1152 600 576 2 0 2 0 0 0 97 0

114 1440 600 576 2 0 2 0 0 0 97 0

115 0 600 864 2 0 2 0 0 0 97 0

116 288 600 864 2 0 2 0 0 0 97 0

117 576 600 864 2 0 2 0 0 0 97 0

118 864 600 864 2 0 2 0 0 0 97 0

119 1152 600 864 2 0 2 0 0 0 97 0

120 1440 600 864 2 0 2 0 0 0 97 0

121 0 744 0 0 0 0 0 0 0 0 0

122 288 744 0 2 0 2 0 0 0 121 0

123 576 744 0 2 0 2 0 0 0 121 0

124 864 744 0 2 0 2 0 0 0 121 0

125 1152 744 0 2 0 2 0 0 0 121 0

126 1440 744 0 2 0 2 0 0 0 121 0

127 0 744 288 2 0 2 0 0 0 121 0

128 288 744 288 2 0 2 0 0 0 121 0

129 576 744 288 2 0 2 0 0 0 121 0

130 864 744 288 2 0 2 0 0 0 121 0

131 1152 744 288 2 0 2 0 0 0 121 0

132 1440 744 288 2 0 2 0 0 0 121 0

133 0 744 576 2 0 2 0 0 0 121 0

134 288 744 576 2 0 2 0 0 0 121 0

168

135 576 744 576 2 0 2 0 0 0 121 0

136 864 744 576 2 0 2 0 0 0 121 0

137 1152 744 576 2 0 2 0 0 0 121 0

138 1440 744 576 2 0 2 0 0 0 121 0

139 0 744 864 2 0 2 0 0 0 121 0

140 288 744 864 2 0 2 0 0 0 121 0

141 576 744 864 2 0 2 0 0 0 121 0

142 864 744 864 2 0 2 0 0 0 121 0

143 1152 744 864 2 0 2 0 0 0 121 0

144 1440 744 864 2 0 2 0 0 0 121 0

145 0 888 0 0 0 0 0 0 0 0 0

146 288 888 0 2 0 2 0 0 0 145 0

147 576 888 0 2 0 2 0 0 0 145 0

148 864 888 0 2 0 2 0 0 0 145 0

149 1152 888 0 2 0 2 0 0 0 145 0

150 1440 888 0 2 0 2 0 0 0 145 0

151 0 888 288 2 0 2 0 0 0 145 0

152 288 888 288 2 0 2 0 0 0 145 0

153 576 888 288 2 0 2 0 0 0 145 0

154 864 888 288 2 0 2 0 0 0 145 0

155 1152 888 288 2 0 2 0 0 0 145 0

156 1440 888 288 2 0 2 0 0 0 145 0

157 0 888 576 2 0 2 0 0 0 145 0

158 288 888 576 2 0 2 0 0 0 145 0

159 576 888 576 2 0 2 0 0 0 145 0

160 864 888 576 2 0 2 0 0 0 145 0

161 1152 888 576 2 0 2 0 0 0 145 0

162 1440 888 576 2 0 2 0 0 0 145 0

163 0 888 864 2 0 2 0 0 0 145 0

164 288 888 864 2 0 2 0 0 0 145 0

165 576 888 864 2 0 2 0 0 0 145 0

166 864 888 864 2 0 2 0 0 0 145 0

167 1152 888 864 2 0 2 0 0 0 145 0

168 1440 888 864 2 0 2 0 0 0 145 0

169 0 1032 0 0 0 0 0 0 0 0 0

170 288 1032 0 2 0 2 0 0 0 169 0

171 576 1032 0 2 0 2 0 0 0 169 0

172 864 1032 0 2 0 2 0 0 0 169 0

169

173 1152 1032 0 2 0 2 0 0 0 169 0

174 1440 1032 0 2 0 2 0 0 0 169 0

175 0 1032 288 2 0 2 0 0 0 169 0

176 288 1032 288 2 0 2 0 0 0 169 0

177 576 1032 288 2 0 2 0 0 0 169 0

178 864 1032 288 2 0 2 0 0 0 169 0

179 1152 1032 288 2 0 2 0 0 0 169 0

180 1440 1032 288 2 0 2 0 0 0 169 0

181 0 1032 576 2 0 2 0 0 0 169 0

182 288 1032 576 2 0 2 0 0 0 169 0

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580 22 124 148 0 0 X 0

581 22 125 149 0 0 X 0

582 21 126 150 0 0 X 0

583 23 127 151 0 0 X 0

584 24 128 152 0 0 X 0

585 24 129 153 0 0 X 0

586 24 130 154 0 0 X 0

587 24 131 155 0 0 X 0

588 23 132 156 0 0 X 0

589 23 133 157 0 0 X 0

590 24 134 158 0 0 X 0

591 24 135 159 0 0 X 0

592 24 136 160 0 0 X 0

593 24 137 161 0 0 X 0

594 23 138 162 0 0 X 0

595 21 139 163 0 0 X 0

596 22 140 164 0 0 X 0

597 22 141 165 0 0 X 0

598 22 142 166 0 0 X 0

599 22 143 167 0 0 X 0

600 21 144 168 0 0 X 0

601 25 145 169 0 0 X 0

602 26 146 170 0 0 X 0

603 26 147 171 0 0 X 0

604 26 148 172 0 0 X 0

605 26 149 173 0 0 X 0

606 25 150 174 0 0 X 0

607 27 151 175 0 0 X 0

608 28 152 176 0 0 X 0

609 28 153 177 0 0 X 0

610 28 154 178 0 0 X 0

611 28 155 179 0 0 X 0

612 27 156 180 0 0 X 0

613 27 157 181 0 0 X 0

614 28 158 182 0 0 X 0

615 28 159 183 0 0 X 0

616 28 160 184 0 0 X 0

617 28 161 185 0 0 X 0

189

618 27 162 186 0 0 X 0

619 25 163 187 0 0 X 0

620 26 164 188 0 0 X 0

621 26 165 189 0 0 X 0

622 26 166 190 0 0 X 0

623 26 167 191 0 0 X 0

624 25 168 192 0 0 X 0

625 29 169 193 0 0 X 0

626 30 170 194 0 0 X 0

627 30 171 195 0 0 X 0

628 30 172 196 0 0 X 0

629 30 173 197 0 0 X 0

630 29 174 198 0 0 X 0

631 31 175 199 0 0 X 0

632 32 176 200 0 0 X 0

633 32 177 201 0 0 X 0

634 32 178 202 0 0 X 0

635 32 179 203 0 0 X 0

636 31 180 204 0 0 X 0

637 31 181 205 0 0 X 0

638 32 182 206 0 0 X 0

639 32 183 207 0 0 X 0

640 32 184 208 0 0 X 0

641 32 185 209 0 0 X 0

642 31 186 210 0 0 X 0

643 29 187 211 0 0 X 0

644 30 188 212 0 0 X 0

645 30 189 213 0 0 X 0

646 30 190 214 0 0 X 0

647 30 191 215 0 0 X 0

648 29 192 216 0 0 X 0

649 33 193 217 0 0 X 0

650 34 194 218 0 0 X 0

651 34 195 219 0 0 X 0

652 34 196 220 0 0 X 0

653 34 197 221 0 0 X 0

654 33 198 222 0 0 X 0

655 35 199 223 0 0 X 0

190

656 36 200 224 0 0 X 0

657 36 201 225 0 0 X 0

658 36 202 226 0 0 X 0

659 36 203 227 0 0 X 0

660 35 204 228 0 0 X 0

661 35 205 229 0 0 X 0

662 36 206 230 0 0 X 0

663 36 207 231 0 0 X 0

664 36 208 232 0 0 X 0

665 36 209 233 0 0 X 0

666 35 210 234 0 0 X 0

667 33 211 235 0 0 X 0

668 34 212 236 0 0 X 0

669 34 213 237 0 0 X 0

670 34 214 238 0 0 X 0

671 34 215 239 0 0 X 0

672 33 216 240 0 0 X 0

673 37 217 241 0 0 X 0

674 38 218 242 0 0 X 0

675 38 219 243 0 0 X 0

676 38 220 244 0 0 X 0

677 38 221 245 0 0 X 0

678 37 222 246 0 0 X 0

679 39 223 247 0 0 X 0

680 40 224 248 0 0 X 0

681 40 225 249 0 0 X 0

682 40 226 250 0 0 X 0

683 40 227 251 0 0 X 0

684 39 228 252 0 0 X 0

685 39 229 253 0 0 X 0

686 40 230 254 0 0 X 0

687 40 231 255 0 0 X 0

688 40 232 256 0 0 X 0

689 40 233 257 0 0 X 0

690 39 234 258 0 0 X 0

691 37 235 259 0 0 X 0

692 38 236 260 0 0 X 0

693 38 237 261 0 0 X 0

191

694 38 238 262 0 0 X 0

695 38 239 263 0 0 X 0

696 37 240 264 0 0 X 0

697 41 241 265 0 0 X 0

698 42 242 266 0 0 X 0

699 42 243 267 0 0 X 0

700 42 244 268 0 0 X 0

701 42 245 269 0 0 X 0

702 41 246 270 0 0 X 0

703 43 247 271 0 0 X 0

704 44 248 272 0 0 X 0

705 44 249 273 0 0 X 0

706 44 250 274 0 0 X 0

707 44 251 275 0 0 X 0

708 43 252 276 0 0 X 0

709 43 253 277 0 0 X 0

710 44 254 278 0 0 X 0

711 44 255 279 0 0 X 0

712 44 256 280 0 0 X 0

713 44 257 281 0 0 X 0

714 43 258 282 0 0 X 0

715 41 259 283 0 0 X 0

716 42 260 284 0 0 X 0

717 42 261 285 0 0 X 0

718 42 262 286 0 0 X 0

719 42 263 287 0 0 X 0

720 41 264 288 0 0 X 0

721 45 265 289 0 0 X 0

722 46 266 290 0 0 X 0

723 46 267 291 0 0 X 0

724 46 268 292 0 0 X 0

725 46 269 293 0 0 X 0

726 45 270 294 0 0 X 0

727 47 271 295 0 0 X 0

728 48 272 296 0 0 X 0

729 48 273 297 0 0 X 0

730 48 274 298 0 0 X 0

731 48 275 299 0 0 X 0

192

732 47 276 300 0 0 X 0

733 47 277 301 0 0 X 0

734 48 278 302 0 0 X 0

735 48 279 303 0 0 X 0

736 48 280 304 0 0 X 0

737 48 281 305 0 0 X 0

738 47 282 306 0 0 X 0

739 45 283 307 0 0 X 0

740 46 284 308 0 0 X 0

741 46 285 309 0 0 X 0

742 46 286 310 0 0 X 0

743 46 287 311 0 0 X 0

744 45 288 312 0 0 X 0

PROPS

1 FRAME 1-COLUMN30x30

8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125

!E,G,A,Jxx,Izz,Iyy,Asz,Asy,Sy,Sz,WGT

0 15 0 15 0 0 0 0 !Rigid End Block Length

0 0 0.0257 0.0257 !Bilinear Factors Axial,Torsion,Flexure-ZZ,Flexure-YY

30 30 30 30 !Plastic Hinge length

-0.078125 0 0 0 0 0 !UDLx,UDLy,UDLz,Torque/length,Axial,Prestress

3447.6 -3447.6 1.25 1.25 0 !+ve Yield Torque,-ve Yield Torque,alfa,beta,iend

-7106 -2149 24000 -2149 24000 11119 11119 865.9

!Pc,Pbz,Mbz,Pby,Mby,Mz0,My0,Pt

0 0.6 1 1 !Takeda(IHYST=4),alFa,beta,NF,kkk


8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125







193

-7106 -2149 24000 -2149 24000 11119 11119 865.9




8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125







-7106 -2149 24000 -2149 24000 11119 11119 865.9




8 0 0 2 4 0 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125







-7106 -2149 24000 -2149 24000 11119 11119 865.9




8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125






194


-7106 -2149 24000 -2149 24000 11119 11119 865.9 !Pc;Pb,Mbz,Pby,Mby,Mz0,My0,Pt



8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125








195



8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125









196


8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

197

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125


198









8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125




199







8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125






200





8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125








201



8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125









202


8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

203

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125


204









8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125




205







8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125






206





8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125








207



8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125










8 0 0 2 4 0 0 0 0

5072 2113 900 114075.005 47250 47250 750 750 0 0 0.078125









49 BEAM 49-BEAM22x30

2 1 0 0 2 4 0 0 0 0

5072 2113 660 58471.831 17325 9317 550 550 0 0 0.0572917





0 -0.15396 0 0 0 !UDLx,UDLy,UDLz,Torque/length,Axial,Prestress

599.6 -5178 1396.13 -1396.13 2.4 0 !Pyt,pyc,Ty+,Ty-,alfa,iend

7840 -7840 5462 -5462 !Myz+,Myz-,Myy+,Myy-


208


2 1 0 0 2 4 0 0 0 0

5072 2113 660 58471.831 17325 9317 550 550 0 0 0.0572917







7840 -7840 5462 -5462 !Myz+,Myz-,Myy+,Myy-



2 1 0 0 2 4 0 0 0 0

5072 2113 660 58471.831 17325 9317 550 550 0 0 0.0572917







7840 -7840 5462 -5462 !Myz+,Myz-,Myy+,Myy-



2 1 0 0 2 4 0 0 0 0

5072 2113 660 58471.831 17325 9317 550 550 0 0 0.0572917







7840 -7840 5462 -5462 !Myz+,Myz-,Myy+,Myy-



2 1 0 0 2 4 0 0 0 0

209

5072 2113 660 58471.831 17325 9317 550 550 0 0 0.0572917







7840 -7840 5462 -5462 !Myz+,Myz-,Myy+,Myy-



2 1 0 0 2 4 0 0 0 0

5072 2113 660 58471.831 17325 9317 550 550 0 0 0.0572917







7840 -7840 5462 -5462 !Myz+,Myz-,Myy+,Myy-


WEIGHTS

1 0 0 0 0 0 0

2 0 0 0 0 0 0

3 0 0 0 0 0 0

4 0 0 0 0 0 0

5 0 0 0 0 0 0

6 0 0 0 0 0 0

7 0 0 0 0 0 0

8 0 0 0 0 0 0

9 0 0 0 0 0 0

10 0 0 0 0 0 0

11 0 0 0 0 0 0

12 0 0 0 0 0 0

13 0 0 0 0 0 0

14 0 0 0 0 0 0

15 0 0 0 0 0 0

210

16 0 0 0 0 0 0

17 0 0 0 0 0 0

18 0 0 0 0 0 0

19 0 0 0 0 0 0

20 0 0 0 0 0 0

21 0 0 0 0 0 0

22 0 0 0 0 0 0

23 0 0 0 0 0 0

24 0 0 0 0 0 0

25 22.48 22.48 22.48 0 0 0

26 37.76 37.76 37.76 0 0 0

27 37.76 37.76 37.76 0 0 0

28 37.76 37.76 37.76 0 0 0

29 37.76 37.76 37.76 0 0 0

30 22.48 22.48 22.48 0 0 0

31 37.76 37.76 37.76 0 0 0

32 61.12 61.12 61.12 0 0 0

33 61.12 61.12 61.12 0 0 0

34 61.12 61.12 61.12 0 0 0

35 61.12 61.12 61.12 0 0 0

36 37.76 37.76 37.76 0 0 0

37 37.76 37.76 37.76 0 0 0

38 61.12 61.12 61.12 0 0 0

39 61.12 61.12 61.12 0 0 0

40 61.12 61.12 61.12 0 0 0

41 61.12 61.12 61.12 0 0 0

42 37.76 37.76 37.76 0 0 0

43 22.48 22.48 22.48 0 0 0

44 37.76 37.76 37.76 0 0 0

45 37.76 37.76 37.76 0 0 0

46 37.76 37.76 37.76 0 0 0

47 37.76 37.76 37.76 0 0 0

48 22.48 22.48 22.48 0 0 0

49 22.48 22.48 22.48 0 0 0

50 37.76 37.76 37.76 0 0 0

51 37.76 37.76 37.76 0 0 0

52 37.76 37.76 37.76 0 0 0

53 37.76 37.76 37.76 0 0 0

211

54 22.48 22.48 22.48 0 0 0

55 37.76 37.76 37.76 0 0 0

56 61.12 61.12 61.12 0 0 0

57 61.12 61.12 61.12 0 0 0

58 61.12 61.12 61.12 0 0 0

59 61.12 61.12 61.12 0 0 0

60 37.76 37.76 37.76 0 0 0

61 37.76 37.76 37.76 0 0 0

62 61.12 61.12 61.12 0 0 0

63 61.12 61.12 61.12 0 0 0

64 61.12 61.12 61.12 0 0 0

65 61.12 61.12 61.12 0 0 0

66 37.76 37.76 37.76 0 0 0

67 22.48 22.48 22.48 0 0 0

68 37.76 37.76 37.76 0 0 0

69 37.76 37.76 37.76 0 0 0

70 37.76 37.76 37.76 0 0 0

71 37.76 37.76 37.76 0 0 0

72 22.48 22.48 22.48 0 0 0

73 22.48 22.48 22.48 0 0 0

74 37.76 37.76 37.76 0 0 0

75 37.76 37.76 37.76 0 0 0

76 37.76 37.76 37.76 0 0 0

77 37.76 37.76 37.76 0 0 0

78 22.48 22.48 22.48 0 0 0

79 37.76 37.76 37.76 0 0 0

80 61.12 61.12 61.12 0 0 0

81 61.12 61.12 61.12 0 0 0

82 61.12 61.12 61.12 0 0 0

83 61.12 61.12 61.12 0 0 0

84 37.76 37.76 37.76 0 0 0

85 37.76 37.76 37.76 0 0 0

86 61.12 61.12 61.12 0 0 0

87 61.12 61.12 61.12 0 0 0

88 61.12 61.12 61.12 0 0 0

89 61.12 61.12 61.12 0 0 0

90 37.76 37.76 37.76 0 0 0

91 22.48 22.48 22.48 0 0 0

212

92 37.76 37.76 37.76 0 0 0

93 37.76 37.76 37.76 0 0 0

94 37.76 37.76 37.76 0 0 0

95 37.76 37.76 37.76 0 0 0

96 22.48 22.48 22.48 0 0 0

97 22.48 22.48 22.48 0 0 0

98 37.76 37.76 37.76 0 0 0

99 37.76 37.76 37.76 0 0 0

100 37.76 37.76 37.76 0 0 0

101 37.76 37.76 37.76 0 0 0

102 22.48 22.48 22.48 0 0 0

103 37.76 37.76 37.76 0 0 0

104 61.12 61.12 61.12 0 0 0

105 61.12 61.12 61.12 0 0 0

106 61.12 61.12 61.12 0 0 0

107 61.12 61.12 61.12 0 0 0

108 37.76 37.76 37.76 0 0 0

109 37.76 37.76 37.76 0 0 0

110 61.12 61.12 61.12 0 0 0

111 61.12 61.12 61.12 0 0 0

112 61.12 61.12 61.12 0 0 0

113 61.12 61.12 61.12 0 0 0

114 37.76 37.76 37.76 0 0 0

115 22.48 22.48 22.48 0 0 0

116 37.76 37.76 37.76 0 0 0

117 37.76 37.76 37.76 0 0 0

118 37.76 37.76 37.76 0 0 0

119 37.76 37.76 37.76 0 0 0

120 22.48 22.48 22.48 0 0 0

121 22.48 22.48 22.48 0 0 0

122 37.76 37.76 37.76 0 0 0

123 37.76 37.76 37.76 0 0 0

124 37.76 37.76 37.76 0 0 0

125 37.76 37.76 37.76 0 0 0

126 22.48 22.48 22.48 0 0 0

127 37.76 37.76 37.76 0 0 0

128 61.12 61.12 61.12 0 0 0

129 61.12 61.12 61.12 0 0 0

213

130 61.12 61.12 61.12 0 0 0

131 61.12 61.12 61.12 0 0 0

132 37.76 37.76 37.76 0 0 0

133 37.76 37.76 37.76 0 0 0

134 61.12 61.12 61.12 0 0 0

135 61.12 61.12 61.12 0 0 0

136 61.12 61.12 61.12 0 0 0

137 61.12 61.12 61.12 0 0 0

138 37.76 37.76 37.76 0 0 0

139 22.48 22.48 22.48 0 0 0

140 37.76 37.76 37.76 0 0 0

141 37.76 37.76 37.76 0 0 0

142 37.76 37.76 37.76 0 0 0

143 37.76 37.76 37.76 0 0 0

144 22.48 22.48 22.48 0 0 0

145 22.48 22.48 22.48 0 0 0

146 37.76 37.76 37.76 0 0 0

147 37.76 37.76 37.76 0 0 0

148 37.76 37.76 37.76 0 0 0

149 37.76 37.76 37.76 0 0 0

150 22.48 22.48 22.48 0 0 0

151 37.76 37.76 37.76 0 0 0

152 61.12 61.12 61.12 0 0 0

153 61.12 61.12 61.12 0 0 0

154 61.12 61.12 61.12 0 0 0

155 61.12 61.12 61.12 0 0 0

156 37.76 37.76 37.76 0 0 0

157 37.76 37.76 37.76 0 0 0

158 61.12 61.12 61.12 0 0 0

159 61.12 61.12 61.12 0 0 0

160 61.12 61.12 61.12 0 0 0

161 61.12 61.12 61.12 0 0 0

162 37.76 37.76 37.76 0 0 0

163 22.48 22.48 22.48 0 0 0

164 37.76 37.76 37.76 0 0 0

165 37.76 37.76 37.76 0 0 0

166 37.76 37.76 37.76 0 0 0

167 37.76 37.76 37.76 0 0 0

214

168 22.48 22.48 22.48 0 0 0

169 22.48 22.48 22.48 0 0 0

170 37.76 37.76 37.76 0 0 0

171 37.76 37.76 37.76 0 0 0

172 37.76 37.76 37.76 0 0 0

173 37.76 37.76 37.76 0 0 0

174 22.48 22.48 22.48 0 0 0

175 37.76 37.76 37.76 0 0 0

176 61.12 61.12 61.12 0 0 0

177 61.12 61.12 61.12 0 0 0

178 61.12 61.12 61.12 0 0 0

179 61.12 61.12 61.12 0 0 0

180 37.76 37.76 37.76 0 0 0

181 37.76 37.76 37.76 0 0 0

182 61.12 61.12 61.12 0 0 0

183 61.12 61.12 61.12 0 0 0

184 61.12 61.12 61.12 0 0 0

185 61.12 61.12 61.12 0 0 0

186 37.76 37.76 37.76 0 0 0

187 22.48 22.48 22.48 0 0 0

188 37.76 37.76 37.76 0 0 0

189 37.76 37.76 37.76 0 0 0

190 37.76 37.76 37.76 0 0 0

191 37.76 37.76 37.76 0 0 0

192 22.48 22.48 22.48 0 0 0

193 22.48 22.48 22.48 0 0 0

194 37.76 37.76 37.76 0 0 0

195 37.76 37.76 37.76 0 0 0

196 37.76 37.76 37.76 0 0 0

197 37.76 37.76 37.76 0 0 0

198 22.48 22.48 22.48 0 0 0

199 37.76 37.76 37.76 0 0 0

200 61.12 61.12 61.12 0 0 0

201 61.12 61.12 61.12 0 0 0

202 61.12 61.12 61.12 0 0 0

203 61.12 61.12 61.12 0 0 0

204 37.76 37.76 37.76 0 0 0

205 37.76 37.76 37.76 0 0 0

215

206 61.12 61.12 61.12 0 0 0

207 61.12 61.12 61.12 0 0 0

208 61.12 61.12 61.12 0 0 0

209 61.12 61.12 61.12 0 0 0

210 37.76 37.76 37.76 0 0 0

211 22.48 22.48 22.48 0 0 0

212 37.76 37.76 37.76 0 0 0

213 37.76 37.76 37.76 0 0 0

214 37.76 37.76 37.76 0 0 0

215 37.76 37.76 37.76 0 0 0

216 22.48 22.48 22.48 0 0 0

217 22.48 22.48 22.48 0 0 0

218 37.76 37.76 37.76 0 0 0

219 37.76 37.76 37.76 0 0 0

220 37.76 37.76 37.76 0 0 0

221 37.76 37.76 37.76 0 0 0

222 22.48 22.48 22.48 0 0 0

223 37.76 37.76 37.76 0 0 0

224 61.12 61.12 61.12 0 0 0

225 61.12 61.12 61.12 0 0 0

226 61.12 61.12 61.12 0 0 0

227 61.12 61.12 61.12 0 0 0

228 37.76 37.76 37.76 0 0 0

229 37.76 37.76 37.76 0 0 0

230 61.12 61.12 61.12 0 0 0

231 61.12 61.12 61.12 0 0 0

232 61.12 61.12 61.12 0 0 0

233 61.12 61.12 61.12 0 0 0

234 37.76 37.76 37.76 0 0 0

235 22.48 22.48 22.48 0 0 0

236 37.76 37.76 37.76 0 0 0

237 37.76 37.76 37.76 0 0 0

238 37.76 37.76 37.76 0 0 0

239 37.76 37.76 37.76 0 0 0

240 22.48 22.48 22.48 0 0 0

241 22.48 22.48 22.48 0 0 0

242 37.76 37.76 37.76 0 0 0

243 37.76 37.76 37.76 0 0 0

216

244 37.76 37.76 37.76 0 0 0

245 37.76 37.76 37.76 0 0 0

246 22.48 22.48 22.48 0 0 0

247 37.76 37.76 37.76 0 0 0

248 61.12 61.12 61.12 0 0 0

249 61.12 61.12 61.12 0 0 0

250 61.12 61.12 61.12 0 0 0

251 61.12 61.12 61.12 0 0 0

252 37.76 37.76 37.76 0 0 0

253 37.76 37.76 37.76 0 0 0

254 61.12 61.12 61.12 0 0 0

255 61.12 61.12 61.12 0 0 0

256 61.12 61.12 61.12 0 0 0

257 61.12 61.12 61.12 0 0 0

258 37.76 37.76 37.76 0 0 0

259 22.48 22.48 22.48 0 0 0

260 37.76 37.76 37.76 0 0 0

261 37.76 37.76 37.76 0 0 0

262 37.76 37.76 37.76 0 0 0

263 37.76 37.76 37.76 0 0 0

264 22.48 22.48 22.48 0 0 0

265 22.48 22.48 22.48 0 0 0

266 37.76 37.76 37.76 0 0 0

267 37.76 37.76 37.76 0 0 0

268 37.76 37.76 37.76 0 0 0

269 37.76 37.76 37.76 0 0 0

270 22.48 22.48 22.48 0 0 0

271 37.76 37.76 37.76 0 0 0

272 61.12 61.12 61.12 0 0 0

273 61.12 61.12 61.12 0 0 0

274 61.12 61.12 61.12 0 0 0

275 61.12 61.12 61.12 0 0 0

276 37.76 37.76 37.76 0 0 0

277 37.76 37.76 37.76 0 0 0

278 61.12 61.12 61.12 0 0 0

279 61.12 61.12 61.12 0 0 0

280 61.12 61.12 61.12 0 0 0

281 61.12 61.12 61.12 0 0 0

217

282 37.76 37.76 37.76 0 0 0

283 22.48 22.48 22.48 0 0 0

284 37.76 37.76 37.76 0 0 0

285 37.76 37.76 37.76 0 0 0

286 37.76 37.76 37.76 0 0 0

287 37.76 37.76 37.76 0 0 0

288 22.48 22.48 22.48 0 0 0

289 20.32 20.32 20.32 0 0 0

290 33.44 33.44 33.44 0 0 0

291 33.44 33.44 33.44 0 0 0

292 33.44 33.44 33.44 0 0 0

293 33.44 33.44 33.44 0 0 0

294 20.32 20.32 20.32 0 0 0

295 33.44 33.44 33.44 0 0 0

296 52.48 52.48 52.48 0 0 0

297 52.48 52.48 52.48 0 0 0

298 52.48 52.48 52.48 0 0 0

299 52.48 52.48 52.48 0 0 0

300 33.44 33.44 33.44 0 0 0

301 33.44 33.44 33.44 0 0 0

302 52.48 52.48 52.48 0 0 0

303 52.48 52.48 52.48 0 0 0

304 52.48 52.48 52.48 0 0 0

305 52.48 52.48 52.48 0 0 0

306 33.44 33.44 33.44 0 0 0

307 20.32 20.32 20.32 0 0 0

308 33.44 33.44 33.44 0 0 0

309 33.44 33.44 33.44 0 0 0

310 33.44 33.44 33.44 0 0 0

311 33.44 33.44 33.44 0 0 0

312 20.32 20.32 20.32 0 0 0

LOADS

1

312

EQUAKE XX.EQE !ground motion component of GM-2 along X-direction

5 1 0.005 1 -1 0 0 1

EQUAKE ZZ.EQE !ground motion component of GM-2 along Z-direction

5 1 0.005 1 -1 0 0 1

218

C.6.2 Input file for structure designed as per IS 1893 seismic provisions (Case 2)

Presented below is the input file for nonlinear response history analysis for structure, subjected

to GM-6 ground motion for Case 2. The file is analyzed in RUAUMOKO3D.exe

Ruaumoko Input:

IS1893 12 STOREY OFFICE BUILDING ! Description of analysis(Units Kip,in)

2 1 1 2 2 2 0 0 0 0 ! Analysis Options

1 0 0 0 0 1 ! Earthquake Excitation Component in X and Z

312 744 54 10 1 10 386.088 5 5 0.005 25 1 ! Frame Control Parameters

5 5 5 10 23 23 23 0 13 2 1 0 ! Output intervals and Plotting Control

Parameters

0.8666 0 -0.8666 -0.177 1 -0.177 ! Plot Axes Transformation

100 2 0.00001 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ! Iteration Control and Wave

Velocities

Nodes

1 0 0 0 1 1 1 1 1 1 0 0

2 288 0 0 1 1 1 1 1 1 0 0

3 576 0 0 1 1 1 1 1 1 0 0

4 864 0 0 1 1 1 1 1 1 0 0

5 1152 0 0 1 1 1 1 1 1 0 0

6 1440 0 0 1 1 1 1 1 1 0 0

7 0 0 288 1 1 1 1 1 1 0 0

8 288 0 288 1 1 1 1 1 1 0 0

9 576 0 288 1 1 1 1 1 1 0 0

10 864 0 288 1 1 1 1 1 1 0 0

11 1152 0 288 1 1 1 1 1 1 0 0

12 1440 0 288 1 1 1 1 1 1 0 0

13 0 0 576 1 1 1 1 1 1 0 0

14 288 0 576 1 1 1 1 1 1 0 0

15 576 0 576 1 1 1 1 1 1 0 0

16 864 0 576 1 1 1 1 1 1 0 0

17 1152 0 576 1 1 1 1 1 1 0 0

18 1440 0 576 1 1 1 1 1 1 0 0

19 0 0 864 1 1 1 1 1 1 0 0

20 288 0 864 1 1 1 1 1 1 0 0

21 576 0 864 1 1 1 1 1 1 0 0

219

22 864 0 864 1 1 1 1 1 1 0 0

23 1152 0 864 1 1 1 1 1 1 0 0

24 1440 0 864 1 1 1 1 1 1 0 0

25 0 168 0 0 0 0 0 0 0 0 0

26 288 168 0 2 0 2 0 0 0 25 0

27 576 168 0 2 0 2 0 0 0 25 0

28 864 168 0 2 0 2 0 0 0 25 0

29 1152 168 0 2 0 2 0 0 0 25 0

30 1440 168 0 2 0 2 0 0 0 25 0

31 0 168 288 2 0 2 0 0 0 25 0

32 288 168 288 2 0 2 0 0 0 25 0

33 576 168 288 2 0 2 0 0 0 25 0

34 864 168 288 2 0 2 0 0 0 25 0

35 1152 168 288 2 0 2 0 0 0 25 0

36 1440 168 288 2 0 2 0 0 0 25 0

37 0 168 576 2 0 2 0 0 0 25 0

38 288 168 576 2 0 2 0 0 0 25 0

39 576 168 576 2 0 2 0 0 0 25 0

40 864 168 576 2 0 2 0 0 0 25 0

41 1152 168 576 2 0 2 0 0 0 25 0

42 1440 168 576 2 0 2 0 0 0 25 0

43 0 168 864 2 0 2 0 0 0 25 0

44 288 168 864 2 0 2 0 0 0 25 0

45 576 168 864 2 0 2 0 0 0 25 0

46 864 168 864 2 0 2 0 0 0 25 0

47 1152 168 864 2 0 2 0 0 0 25 0

48 1440 168 864 2 0 2 0 0 0 25 0

49 0 312 0 0 0 0 0 0 0 0 0

50 288 312 0 2 0 2 0 0 0 49 0

51 576 312 0 2 0 2 0 0 0 49 0

52 864 312 0 2 0 2 0 0 0 49 0

53 1152 312 0 2 0 2 0 0 0 49 0

54 1440 312 0 2 0 2 0 0 0 49 0

55 0 312 288 2 0 2 0 0 0 49 0

56 288 312 288 2 0 2 0 0 0 49 0

57 576 312 288 2 0 2 0 0 0 49 0

58 864 312 288 2 0 2 0 0 0 49 0

59 1152 312 288 2 0 2 0 0 0 49 0

220

60 1440 312 288 2 0 2 0 0 0 49 0

61 0 312 576 2 0 2 0 0 0 49 0

62 288 312 576 2 0 2 0 0 0 49 0

63 576 312 576 2 0 2 0 0 0 49 0

64 864 312 576 2 0 2 0 0 0 49 0

65 1152 312 576 2 0 2 0 0 0 49 0

66 1440 312 576 2 0 2 0 0 0 49 0

67 0 312 864 2 0 2 0 0 0 49 0

68 288 312 864 2 0 2 0 0 0 49 0

69 576 312 864 2 0 2 0 0 0 49 0

70 864 312 864 2 0 2 0 0 0 49 0

71 1152 312 864 2 0 2 0 0 0 49 0

72 1440 312 864 2 0 2 0 0 0 49 0

73 0 456 0 0 0 0 0 0 0 0 0

74 288 456 0 2 0 2 0 0 0 73 0

75 576 456 0 2 0 2 0 0 0 73 0

76 864 456 0 2 0 2 0 0 0 73 0

77 1152 456 0 2 0 2 0 0 0 73 0

78 1440 456 0 2 0 2 0 0 0 73 0

79 0 456 288 2 0 2 0 0 0 73 0

80 288 456 288 2 0 2 0 0 0 73 0

81 576 456 288 2 0 2 0 0 0 73 0

82 864 456 288 2 0 2 0 0 0 73 0

83 1152 456 288 2 0 2 0 0 0 73 0

84 1440 456 288 2 0 2 0 0 0 73 0

85 0 456 576 2 0 2 0 0 0 73 0

86 288 456 576 2 0 2 0 0 0 73 0

87 576 456 576 2 0 2 0 0 0 73 0

88 864 456 576 2 0 2 0 0 0 73 0

89 1152 456 576 2 0 2 0 0 0 73 0

90 1440 456 576 2 0 2 0 0 0 73 0

91 0 456 864 2 0 2 0 0 0 73 0

92 288 456 864 2 0 2 0 0 0 73 0

93 576 456 864 2 0 2 0 0 0 73 0

94 864 456 864 2 0 2 0 0 0 73 0

95 1152 456 864 2 0 2 0 0 0 73 0

96 1440 456 864 2 0 2 0 0 0 73 0

97 0 600 0 0 0 0 0 0 0 0 0

221

98 288 600 0 2 0 2 0 0 0 97 0

99 576 600 0 2 0 2 0 0 0 97 0

100 864 600 0 2 0 2 0 0 0 97 0

101 1152 600 0 2 0 2 0 0 0 97 0

102 1440 600 0 2 0 2 0 0 0 97 0

103 0 600 288 2 0 2 0 0 0 97 0

104 288 600 288 2 0 2 0 0 0 97 0

105 576 600 288 2 0 2 0 0 0 97 0

106 864 600 288 2 0 2 0 0 0 97 0

107 1152 600 288 2 0 2 0 0 0 97 0

108 1440 600 288 2 0 2 0 0 0 97 0

109 0 600 576 2 0 2 0 0 0 97 0

110 288 600 576 2 0 2 0 0 0 97 0

111 576 600 576 2 0 2 0 0 0 97 0

112 864 600 576 2 0 2 0 0 0 97 0

113 1152 600 576 2 0 2 0 0 0 97 0

114 1440 600 576 2 0 2 0 0 0 97 0

115 0 600 864 2 0 2 0 0 0 97 0

116 288 600 864 2 0 2 0 0 0 97 0

117 576 600 864 2 0 2 0 0 0 97 0

118 864 600 864 2 0 2 0 0 0 97 0

119 1152 600 864 2 0 2 0 0 0 97 0

120 1440 600 864 2 0 2 0 0 0 97 0

121 0 744 0 0 0 0 0 0 0 0 0

122 288 744 0 2 0 2 0 0 0 121 0

123 576 744 0 2 0 2 0 0 0 121 0

124 864 744 0 2 0 2 0 0 0 121 0

125 1152 744 0 2 0 2 0 0 0 121 0

126 1440 744 0 2 0 2 0 0 0 121 0

127 0 744 288 2 0 2 0 0 0 121 0

128 288 744 288 2 0 2 0 0 0 121 0

129 576 744 288 2 0 2 0 0 0 121 0

130 864 744 288 2 0 2 0 0 0 121 0

131 1152 744 288 2 0 2 0 0 0 121 0

132 1440 744 288 2 0 2 0 0 0 121 0

133 0 744 576 2 0 2 0 0 0 121 0

134 288 744 576 2 0 2 0 0 0 121 0

135 576 744 576 2 0 2 0 0 0 121 0

222

136 864 744 576 2 0 2 0 0 0 121 0

137 1152 744 576 2 0 2 0 0 0 121 0

138 1440 744 576 2 0 2 0 0 0 121 0

139 0 744 864 2 0 2 0 0 0 121 0

140 288 744 864 2 0 2 0 0 0 121 0

141 576 744 864 2 0 2 0 0 0 121 0

142 864 744 864 2 0 2 0 0 0 121 0

143 1152 744 864 2 0 2 0 0 0 121 0

144 1440 744 864 2 0 2 0 0 0 121 0

145 0 888 0 0 0 0 0 0 0 0 0

146 288 888 0 2 0 2 0 0 0 145 0

147 576 888 0 2 0 2 0 0 0 145 0

148 864 888 0 2 0 2 0 0 0 145 0

149 1152 888 0 2 0 2 0 0 0 145 0

150 1440 888 0 2 0 2 0 0 0 145 0

151 0 888 288 2 0 2 0 0 0 145 0

152 288 888 288 2 0 2 0 0 0 145 0

153 576 888 288 2 0 2 0 0 0 145 0

154 864 888 288 2 0 2 0 0 0 145 0

155 1152 888 288 2 0 2 0 0 0 145 0

156 1440 888 288 2 0 2 0 0 0 145 0

157 0 888 576 2 0 2 0 0 0 145 0

158 288 888 576 2 0 2 0 0 0 145 0

159 576 888 576 2 0 2 0 0 0 145 0

160 864 888 576 2 0 2 0 0 0 145 0

161 1152 888 576 2 0 2 0 0 0 145 0

162 1440 888 576 2 0 2 0 0 0 145 0

163 0 888 864 2 0 2 0 0 0 145 0

164 288 888 864 2 0 2 0 0 0 145 0

165 576 888 864 2 0 2 0 0 0 145 0

166 864 888 864 2 0 2 0 0 0 145 0

167 1152 888 864 2 0 2 0 0 0 145 0

168 1440 888 864 2 0 2 0 0 0 145 0

169 0 1032 0 0 0 0 0 0 0 0 0

170 288 1032 0 2 0 2 0 0 0 169 0

171 576 1032 0 2 0 2 0 0 0 169 0

172 864 1032 0 2 0 2 0 0 0 169 0

173 1152 1032 0 2 0 2 0 0 0 169 0

223

174 1440 1032 0 2 0 2 0 0 0 169 0

175 0 1032 288 2 0 2 0 0 0 169 0

176 288 1032 288 2 0 2 0 0 0 169 0

177 576 1032 288 2 0 2 0 0 0 169 0

178 864 1032 288 2 0 2 0 0 0 169 0

179 1152 1032 288 2 0 2 0 0 0 169 0

180 1440 1032 288 2 0 2 0 0 0 169 0

181 0 1032 576 2 0 2 0 0 0 169 0

182 288 1032 576 2 0 2 0 0 0 169 0

183 576 1032 576 2 0 2 0 0 0 169 0

184 864 1032 576 2 0 2 0 0 0 169 0

185 1152 1032 576 2 0 2 0 0 0 169 0

186 1440 1032 576 2 0 2 0 0 0 169 0

187 0 1032 864 2 0 2 0 0 0 169 0

188 288 1032 864 2 0 2 0 0 0 169 0

189 576 1032 864 2 0 2 0 0 0 169 0

190 864 1032 864 2 0 2 0 0 0 169 0

191 1152 1032 864 2 0 2 0 0 0 169 0

192 1440 1032 864 2 0 2 0 0 0 169 0

193 0 1176 0 0 0 0 0 0 0 0 0

194 288 1176 0 2 0 2 0 0 0 193 0

195 576 1176 0 2 0 2 0 0 0 193 0

196 864 1176 0 2 0 2 0 0 0 193 0

197 1152 1176 0 2 0 2 0 0 0 193 0

198 1440 1176 0 2 0 2 0 0 0 193 0

199 0 1176 288 2 0 2 0 0 0 193 0

200 288 1176 288 2 0 2 0 0 0 193 0

201 576 1176 288 2 0 2 0 0 0 193 0

202 864 1176 288 2 0 2 0 0 0 193 0

203 1152 1176 288 2 0 2 0 0 0 193 0

204 1440 1176 288 2 0 2 0 0 0 193 0

205 0 1176 576 2 0 2 0 0 0 193 0

206 288 1176 576 2 0 2 0 0 0 193 0

207 576 1176 576 2 0 2 0 0 0 193 0

208 864 1176 576 2 0 2 0 0 0 193 0

209 1152 1176 576 2 0 2 0 0 0 193 0

210 1440 1176 576 2 0 2 0 0 0 193 0

211 0 1176 864 2 0 2 0 0 0 193 0

224

212 288 1176 864 2 0 2 0 0 0 193 0

213 576 1176 864 2 0 2 0 0 0 193 0

214 864 1176 864 2 0 2 0 0 0 193 0

215 1152 1176 864 2 0 2 0 0 0 193 0

216 1440 1176 864 2 0 2 0 0 0 193 0

217 0 1320 0 0 0 0 0 0 0 0 0

218 288 1320 0 2 0 2 0 0 0 217 0

219 576 1320 0 2 0 2 0 0 0 217 0

220 864 1320 0 2 0 2 0 0 0 217 0

221 1152 1320 0 2 0 2 0 0 0 217 0

222 1440 1320 0 2 0 2 0 0 0 217 0

223 0 1320 288 2 0 2 0 0 0 217 0

224 288 1320 288 2 0 2 0 0 0 217 0

225 576 1320 288 2 0 2 0 0 0 217 0

226 864 1320 288 2 0 2 0 0 0 217 0

227 1152 1320 288 2 0 2 0 0 0 217 0

228 1440 1320 288 2 0 2 0 0 0 217 0

229 0 1320 576 2 0 2 0 0 0 217 0

230 288 1320 576 2 0 2 0 0 0 217 0

231 576 1320 576 2 0 2 0 0 0 217 0

232 864 1320 576 2 0 2 0 0 0 217 0

233 1152 1320 576 2 0 2 0 0 0 217 0

234 1440 1320 576 2 0 2 0 0 0 217 0

235 0 1320 864 2 0 2 0 0 0 217 0

236 288 1320 864 2 0 2 0 0 0 217 0

237 576 1320 864 2 0 2 0 0 0 217 0

238 864 1320 864 2 0 2 0 0 0 217 0

239 1152 1320 864 2 0 2 0 0 0 217 0

240 1440 1320 864 2 0 2 0 0 0 217 0

241 0 1464 0 0 0 0 0 0 0 0 0

242 288 1464 0 2 0 2 0 0 0 241 0

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244 864 1464 0 2 0 2 0 0 0 241 0

245 1152 1464 0 2 0 2 0 0 0 241 0

246 1440 1464 0 2 0 2 0 0 0 241 0

247 0 1464 288 2 0 2 0 0 0 241 0

248 288 1464 288 2 0 2 0 0 0 241 0

249 576 1464 288 2 0 2 0 0 0 241 0

225

250 864 1464 288 2 0 2 0 0 0 241 0

251 1152 1464 288 2 0 2 0 0 0 241 0

252 1440 1464 288 2 0 2 0 0 0 241 0

253 0 1464 576 2 0 2 0 0 0 241 0

254 288 1464 576 2 0 2 0 0 0 241 0

255 576 1464 576 2 0 2 0 0 0 241 0

256 864 1464 576 2 0 2 0 0 0 241 0

257 1152 1464 576 2 0 2 0 0 0 241 0

258 1440 1464 576 2 0 2 0 0 0 241 0

259 0 1464 864 2 0 2 0 0 0 241 0

260 288 1464 864 2 0 2 0 0 0 241 0

261 576 1464 864 2 0 2 0 0 0 241 0

262 864 1464 864 2 0 2 0 0 0 241 0

263 1152 1464 864 2 0 2 0 0 0 241 0

264 1440 1464 864 2 0 2 0 0 0 241 0

265 0 1608 0 0 0 0 0 0 0 0 0

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268 864 1608 0 2 0 2 0 0 0 265 0

269 1152 1608 0 2 0 2 0 0 0 265 0

270 1440 1608 0 2 0 2 0 0 0 265 0

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273 576 1608 288 2 0 2 0 0 0 265 0

274 864 1608 288 2 0 2 0 0 0 265 0

275 1152 1608 288 2 0 2 0 0 0 265 0

276 1440 1608 288 2 0 2 0 0 0 265 0

277 0 1608 576 2 0 2 0 0 0 265 0

278 288 1608 576 2 0 2 0 0 0 265 0

279 576 1608 576 2 0 2 0 0 0 265 0

280 864 1608 576 2 0 2 0 0 0 265 0

281 1152 1608 576 2 0 2 0 0 0 265 0

282 1440 1608 576 2 0 2 0 0 0 265 0

283 0 1608 864 2 0 2 0 0 0 265 0

284 288 1608 864 2 0 2 0 0 0 265 0

285 576 1608 864 2 0 2 0 0 0 265 0

286 864 1608 864 2 0 2 0 0 0 265 0

287 1152 1608 864 2 0 2 0 0 0 265 0

226

288 1440 1608 864 2 0 2 0 0 0 265 0

289 0 1752 0 0 0 0 0 0 0 0 0

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310 864 1752 864 2 0 2 0 0 0 289 0

311 1152 1752 864 2 0 2 0 0 0 289 0

312 1440 1752 864 2 0 2 0 0 0 289 0

DRIFT ! Inter-storey Drift Input

1 25 49 73 97 121 145 169 193 217 241 265 289 ! Column 1 all nodes till roof

ELEMENTS

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5 49 29 30 0 0 Z 0

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227

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20 49 47 48 0 0 Z 0

21 51 25 31 0 0 -X 0

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48 50 59 60 0 0 Z 0

228

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84 50 81 82 0 0 Z 0

85 50 82 83 0 0 Z 0

86 50 83 84 0 0 Z 0

229

87 50 85 86 0 0 Z 0

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120 50 103 104 0 0 Z 0

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122 50 105 106 0 0 Z 0

123 50 106 107 0 0 Z 0

124 50 107 108 0 0 Z 0

230

125 50 109 110 0 0 Z 0

126 50 110 111 0 0 Z 0

127 50 111 112 0 0 Z 0

128 50 112 113 0 0 Z 0

129 50 113 114 0 0 Z 0

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131 51 116 117 0 0 Z 0

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133 51 118 119 0 0 Z 0

134 49 119 120 0 0 Z 0

135 51 97 103 0 0 -X 0

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162 50 131 132 0 0 Z 0

231

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198 50 153 154 0 0 Z 0

199 50 154 155 0 0 Z 0

200 50 155 156 0 0 Z 0

232

201 50 157 158 0 0 Z 0

202 50 158 159 0 0 Z 0

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204 50 160 161 0 0 Z 0

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211 51 145 151 0 0 -X 0

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240

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241

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242

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243

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244

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245

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246

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PROPS


8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383


0 12.303 0 12.303 0 0 0 0 !Rigid End Block Length


23.62 23.62 23.62 23.62 !Plastic Hinge length



-5905 -1711 22010 -1711 22010 16018.94 16018.94 1801




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383







-5905 -1711 22010 -1711 22010 16018.94 16018.94 1801


247



8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383







-5905 -1711 22010 -1711 22010 16018.94 16018.94 1801




8 0 0 2 4 0 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383







-5905 -1711 22010 -1711 22010 16018.94 16018.94 1801




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383


12.303 12.303 12.303 12.303 0 0 0 0 !Rigid End Block Length




779.689 -779.689 1.35 1.35 0 !+ve Yield Torque,-ve Yield

Torque,alfa,beta,iend

248

-5439 -1714 18030 -1714 18030 10317.18 10317.18 1099




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-5439 -1714 18030 -1714 18030 10317.18 10317.18 1099




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-5439 -1714 18030 -1714 18030 10317.18 10317.18 1099




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383




249





-5439 -1714 18030 -1714 18030 10317.18 10317.18 1099




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-5439 -1714 18030 -1714 18030 10317.18 10317.18 1099




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-5439 -1714 18030 -1714 18030 10317.18 10317.18 1099




8 0 0 2 4 0 0 0 0

250

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-5439 -1714 18030 -1714 18030 10317.18 10317.18 1099




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-5439 -1714 18030 -1714 18030 10317.18 10317.18 1099




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2


251



8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383






252



-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383


253







-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2



254


8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








255

-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383




256





-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

257

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2


258



8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383






259



-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383


260







-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2



261


8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








262

-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383




263





-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




8 0 0 2 4 0 0 0 0

5128 2136 558 43850.315 18162.83 18162.83 464.99 464.99 0 0 0.051383








-4851 -1879 14260 -1879 14260 4549.44 4549.44 450.2




2 1 0 0 2 4 0 0 0 0

264

5128 2136 387.5 19298.15 6842.82 2802.88 322.92 322.92 0 0 0.0356992







7723.38 -7723.38 4397.32 -4397.32 !Myz+,Myz-,Myy+,Myy-



2 1 0 0 2 4 0 0 0 0

5128 2136 387.5 19298.15 6842.82 2802.88 322.92 322.92 0 0 0.0356992







7723.38 -7723.38 4397.32 -4397.32 !Myz+,Myz-,Myy+,Myy-



2 1 0 0 2 4 0 0 0 0

5128 2136 387.5 19298.15 6842.82 2802.88 322.92 322.92 0 0 0.0356992







7723.38 -7723.38 4397.32 -4397.32 !Myz+,Myz-,Myy+,Myy-



2 1 0 0 2 4 0 0 0 0

5128 2136 387.5 19298.15 6842.82 2802.88 322.92 322.92 0 0 0.0356992


265






7723.38 -7723.38 4397.32 -4397.32 !Myz+,Myz-,Myy+,Myy-



2 1 0 0 2 4 0 0 0 0

5128 2136 387.5 19298.15 6842.82 2802.88 322.92 322.92 0 0 0.0356992







7723.38 -7723.38 4397.32 -4397.32 !Myz+,Myz-,Myy+,Myy-



2 1 0 0 2 4 0 0 0 0

5128 2136 387.5 19298.15 6842.82 2802.88 322.92 322.92 0 0 0.0356992







7723.38 -7723.38 4397.32 -4397.32 !Myz+,Myz-,Myy+,Myy-


WEIGHTS

1 0 0 0 0 0 0

2 0 0 0 0 0 0

3 0 0 0 0 0 0

4 0 0 0 0 0 0

5 0 0 0 0 0 0

266

6 0 0 0 0 0 0

7 0 0 0 0 0 0

8 0 0 0 0 0 0

9 0 0 0 0 0 0

10 0 0 0 0 0 0

11 0 0 0 0 0 0

12 0 0 0 0 0 0

13 0 0 0 0 0 0

14 0 0 0 0 0 0

15 0 0 0 0 0 0

16 0 0 0 0 0 0

17 0 0 0 0 0 0

18 0 0 0 0 0 0

19 0 0 0 0 0 0

20 0 0 0 0 0 0

21 0 0 0 0 0 0

22 0 0 0 0 0 0

23 0 0 0 0 0 0

24 0 0 0 0 0 0

25 25.94 25.94 25.94 0 0 0

26 44.48 44.48 44.48 0 0 0

27 44.48 44.48 44.48 0 0 0

28 44.48 44.48 44.48 0 0 0

29 44.48 44.48 44.48 0 0 0

30 25.94 25.94 25.94 0 0 0

31 44.48 44.48 44.48 0 0 0

32 74.16 74.16 74.16 0 0 0

33 74.16 74.16 74.16 0 0 0

34 74.16 74.16 74.16 0 0 0

35 74.16 74.16 74.16 0 0 0

36 44.48 44.48 44.48 0 0 0

37 44.48 44.48 44.48 0 0 0

38 74.16 74.16 74.16 0 0 0

39 74.16 74.16 74.16 0 0 0

40 74.16 74.16 74.16 0 0 0

41 74.16 74.16 74.16 0 0 0

42 44.48 44.48 44.48 0 0 0

43 25.94 25.94 25.94 0 0 0

267

44 44.48 44.48 44.48 0 0 0

45 44.48 44.48 44.48 0 0 0

46 44.48 44.48 44.48 0 0 0

47 44.48 44.48 44.48 0 0 0

48 25.94 25.94 25.94 0 0 0

49 25.94 25.94 25.94 0 0 0

50 44.48 44.48 44.48 0 0 0

51 44.48 44.48 44.48 0 0 0

52 44.48 44.48 44.48 0 0 0

53 44.48 44.48 44.48 0 0 0

54 25.94 25.94 25.94 0 0 0

55 44.48 44.48 44.48 0 0 0

56 74.16 74.16 74.16 0 0 0

57 74.16 74.16 74.16 0 0 0

58 74.16 74.16 74.16 0 0 0

59 74.16 74.16 74.16 0 0 0

60 44.48 44.48 44.48 0 0 0

61 44.48 44.48 44.48 0 0 0

62 74.16 74.16 74.16 0 0 0

63 74.16 74.16 74.16 0 0 0

64 74.16 74.16 74.16 0 0 0

65 74.16 74.16 74.16 0 0 0

66 44.48 44.48 44.48 0 0 0

67 25.94 25.94 25.94 0 0 0

68 44.48 44.48 44.48 0 0 0

69 44.48 44.48 44.48 0 0 0

70 44.48 44.48 44.48 0 0 0

71 44.48 44.48 44.48 0 0 0

72 25.94 25.94 25.94 0 0 0

73 25.94 25.94 25.94 0 0 0

74 44.48 44.48 44.48 0 0 0

75 44.48 44.48 44.48 0 0 0

76 44.48 44.48 44.48 0 0 0

77 44.48 44.48 44.48 0 0 0

78 25.94 25.94 25.94 0 0 0

79 44.48 44.48 44.48 0 0 0

80 74.16 74.16 74.16 0 0 0

81 74.16 74.16 74.16 0 0 0

268

82 74.16 74.16 74.16 0 0 0

83 74.16 74.16 74.16 0 0 0

84 44.48 44.48 44.48 0 0 0

85 44.48 44.48 44.48 0 0 0

86 74.16 74.16 74.16 0 0 0

87 74.16 74.16 74.16 0 0 0

88 74.16 74.16 74.16 0 0 0

89 74.16 74.16 74.16 0 0 0

90 44.48 44.48 44.48 0 0 0

91 25.94 25.94 25.94 0 0 0

92 44.48 44.48 44.48 0 0 0

93 44.48 44.48 44.48 0 0 0

94 44.48 44.48 44.48 0 0 0

95 44.48 44.48 44.48 0 0 0

96 25.94 25.94 25.94 0 0 0

97 25.94 25.94 25.94 0 0 0

98 44.48 44.48 44.48 0 0 0

99 44.48 44.48 44.48 0 0 0

100 44.48 44.48 44.48 0 0 0

101 44.48 44.48 44.48 0 0 0

102 25.94 25.94 25.94 0 0 0

103 44.48 44.48 44.48 0 0 0

104 74.16 74.16 74.16 0 0 0

105 74.16 74.16 74.16 0 0 0

106 74.16 74.16 74.16 0 0 0

107 74.16 74.16 74.16 0 0 0

108 44.48 44.48 44.48 0 0 0

109 44.48 44.48 44.48 0 0 0

110 74.16 74.16 74.16 0 0 0

111 74.16 74.16 74.16 0 0 0

112 74.16 74.16 74.16 0 0 0

113 74.16 74.16 74.16 0 0 0

114 44.48 44.48 44.48 0 0 0

115 25.94 25.94 25.94 0 0 0

116 44.48 44.48 44.48 0 0 0

117 44.48 44.48 44.48 0 0 0

118 44.48 44.48 44.48 0 0 0

119 44.48 44.48 44.48 0 0 0

269

120 25.94 25.94 25.94 0 0 0

121 25.94 25.94 25.94 0 0 0

122 44.48 44.48 44.48 0 0 0

123 44.48 44.48 44.48 0 0 0

124 44.48 44.48 44.48 0 0 0

125 44.48 44.48 44.48 0 0 0

126 25.94 25.94 25.94 0 0 0

127 44.48 44.48 44.48 0 0 0

128 74.16 74.16 74.16 0 0 0

129 74.16 74.16 74.16 0 0 0

130 74.16 74.16 74.16 0 0 0

131 74.16 74.16 74.16 0 0 0

132 44.48 44.48 44.48 0 0 0

133 44.48 44.48 44.48 0 0 0

134 74.16 74.16 74.16 0 0 0

135 74.16 74.16 74.16 0 0 0

136 74.16 74.16 74.16 0 0 0

137 74.16 74.16 74.16 0 0 0

138 44.48 44.48 44.48 0 0 0

139 25.94 25.94 25.94 0 0 0

140 44.48 44.48 44.48 0 0 0

141 44.48 44.48 44.48 0 0 0

142 44.48 44.48 44.48 0 0 0

143 44.48 44.48 44.48 0 0 0

144 25.94 25.94 25.94 0 0 0

145 25.94 25.94 25.94 0 0 0

146 44.48 44.48 44.48 0 0 0

147 44.48 44.48 44.48 0 0 0

148 44.48 44.48 44.48 0 0 0

149 44.48 44.48 44.48 0 0 0

150 25.94 25.94 25.94 0 0 0

151 44.48 44.48 44.48 0 0 0

152 74.16 74.16 74.16 0 0 0

153 74.16 74.16 74.16 0 0 0

154 74.16 74.16 74.16 0 0 0

155 74.16 74.16 74.16 0 0 0

156 44.48 44.48 44.48 0 0 0

157 44.48 44.48 44.48 0 0 0

270

158 74.16 74.16 74.16 0 0 0

159 74.16 74.16 74.16 0 0 0

160 74.16 74.16 74.16 0 0 0

161 74.16 74.16 74.16 0 0 0

162 44.48 44.48 44.48 0 0 0

163 25.94 25.94 25.94 0 0 0

164 44.48 44.48 44.48 0 0 0

165 44.48 44.48 44.48 0 0 0

166 44.48 44.48 44.48 0 0 0

167 44.48 44.48 44.48 0 0 0

168 25.94 25.94 25.94 0 0 0

169 25.94 25.94 25.94 0 0 0

170 44.48 44.48 44.48 0 0 0

171 44.48 44.48 44.48 0 0 0

172 44.48 44.48 44.48 0 0 0

173 44.48 44.48 44.48 0 0 0

174 25.94 25.94 25.94 0 0 0

175 44.48 44.48 44.48 0 0 0

176 74.16 74.16 74.16 0 0 0

177 74.16 74.16 74.16 0 0 0

178 74.16 74.16 74.16 0 0 0

179 74.16 74.16 74.16 0 0 0

180 44.48 44.48 44.48 0 0 0

181 44.48 44.48 44.48 0 0 0

182 74.16 74.16 74.16 0 0 0

183 74.16 74.16 74.16 0 0 0

184 74.16 74.16 74.16 0 0 0

185 74.16 74.16 74.16 0 0 0

186 44.48 44.48 44.48 0 0 0

187 25.94 25.94 25.94 0 0 0

188 44.48 44.48 44.48 0 0 0

189 44.48 44.48 44.48 0 0 0

190 44.48 44.48 44.48 0 0 0

191 44.48 44.48 44.48 0 0 0

192 25.94 25.94 25.94 0 0 0

193 25.94 25.94 25.94 0 0 0

194 44.48 44.48 44.48 0 0 0

195 44.48 44.48 44.48 0 0 0

271

196 44.48 44.48 44.48 0 0 0

197 44.48 44.48 44.48 0 0 0

198 25.94 25.94 25.94 0 0 0

199 44.48 44.48 44.48 0 0 0

200 74.16 74.16 74.16 0 0 0

201 74.16 74.16 74.16 0 0 0

202 74.16 74.16 74.16 0 0 0

203 74.16 74.16 74.16 0 0 0

204 44.48 44.48 44.48 0 0 0

205 44.48 44.48 44.48 0 0 0

206 74.16 74.16 74.16 0 0 0

207 74.16 74.16 74.16 0 0 0

208 74.16 74.16 74.16 0 0 0

209 74.16 74.16 74.16 0 0 0

210 44.48 44.48 44.48 0 0 0

211 25.94 25.94 25.94 0 0 0

212 44.48 44.48 44.48 0 0 0

213 44.48 44.48 44.48 0 0 0

214 44.48 44.48 44.48 0 0 0

215 44.48 44.48 44.48 0 0 0

216 25.94 25.94 25.94 0 0 0

217 25.94 25.94 25.94 0 0 0

218 44.48 44.48 44.48 0 0 0

219 44.48 44.48 44.48 0 0 0

220 44.48 44.48 44.48 0 0 0

221 44.48 44.48 44.48 0 0 0

222 25.94 25.94 25.94 0 0 0

223 44.48 44.48 44.48 0 0 0

224 74.16 74.16 74.16 0 0 0

225 74.16 74.16 74.16 0 0 0

226 74.16 74.16 74.16 0 0 0

227 74.16 74.16 74.16 0 0 0

228 44.48 44.48 44.48 0 0 0

229 44.48 44.48 44.48 0 0 0

230 74.16 74.16 74.16 0 0 0

231 74.16 74.16 74.16 0 0 0

232 74.16 74.16 74.16 0 0 0

233 74.16 74.16 74.16 0 0 0

272

234 44.48 44.48 44.48 0 0 0

235 25.94 25.94 25.94 0 0 0

236 44.48 44.48 44.48 0 0 0

237 44.48 44.48 44.48 0 0 0

238 44.48 44.48 44.48 0 0 0

239 44.48 44.48 44.48 0 0 0

240 25.94 25.94 25.94 0 0 0

241 25.94 25.94 25.94 0 0 0

242 44.48 44.48 44.48 0 0 0

243 44.48 44.48 44.48 0 0 0

244 44.48 44.48 44.48 0 0 0

245 44.48 44.48 44.48 0 0 0

246 25.94 25.94 25.94 0 0 0

247 44.48 44.48 44.48 0 0 0

248 74.16 74.16 74.16 0 0 0

249 74.16 74.16 74.16 0 0 0

250 74.16 74.16 74.16 0 0 0

251 74.16 74.16 74.16 0 0 0

252 44.48 44.48 44.48 0 0 0

253 44.48 44.48 44.48 0 0 0

254 74.16 74.16 74.16 0 0 0

255 74.16 74.16 74.16 0 0 0

256 74.16 74.16 74.16 0 0 0

257 74.16 74.16 74.16 0 0 0

258 44.48 44.48 44.48 0 0 0

259 25.94 25.94 25.94 0 0 0

260 44.48 44.48 44.48 0 0 0

261 44.48 44.48 44.48 0 0 0

262 44.48 44.48 44.48 0 0 0

263 44.48 44.48 44.48 0 0 0

264 25.94 25.94 25.94 0 0 0

265 25.94 25.94 25.94 0 0 0

266 44.48 44.48 44.48 0 0 0

267 44.48 44.48 44.48 0 0 0

268 44.48 44.48 44.48 0 0 0

269 44.48 44.48 44.48 0 0 0

270 25.94 25.94 25.94 0 0 0

271 44.48 44.48 44.48 0 0 0

273

272 74.16 74.16 74.16 0 0 0

273 74.16 74.16 74.16 0 0 0

274 74.16 74.16 74.16 0 0 0

275 74.16 74.16 74.16 0 0 0

276 44.48 44.48 44.48 0 0 0

277 44.48 44.48 44.48 0 0 0

278 74.16 74.16 74.16 0 0 0

279 74.16 74.16 74.16 0 0 0

280 74.16 74.16 74.16 0 0 0

281 74.16 74.16 74.16 0 0 0

282 44.48 44.48 44.48 0 0 0

283 25.94 25.94 25.94 0 0 0

284 44.48 44.48 44.48 0 0 0

285 44.48 44.48 44.48 0 0 0

286 44.48 44.48 44.48 0 0 0

287 44.48 44.48 44.48 0 0 0

288 25.94 25.94 25.94 0 0 0

289 21.05 21.05 21.05 0 0 0

290 34.70 34.7 34.7 0 0 0

291 34.70 34.7 34.7 0 0 0

292 34.70 34.7 34.7 0 0 0

293 34.70 34.7 34.7 0 0 0

294 21.05 21.05 21.05 0 0 0

295 34.70 34.7 34.7 0 0 0

296 54.61 54.61 54.61 0 0 0

297 54.61 54.61 54.61 0 0 0

298 54.61 54.61 54.61 0 0 0

299 54.61 54.61 54.61 0 0 0

300 34.70 34.7 34.7 0 0 0

301 34.70 34.7 34.7 0 0 0

302 54.61 54.61 54.61 0 0 0

303 54.61 54.61 54.61 0 0 0

304 54.61 54.61 54.61 0 0 0

305 54.61 54.61 54.61 0 0 0

306 34.70 34.7 34.7 0 0 0

307 21.05 21.05 21.05 0 0 0

308 34.70 34.7 34.7 0 0 0

309 34.70 34.7 34.7 0 0 0

274

310 34.70 34.7 34.7 0 0 0

311 34.70 34.7 34.7 0 0 0

312 21.05 21.05 21.05 0 0 0

LOADS

1

312

EQUAKE XX.EQE !ground motion component of GM-6 along X-direction

5 1 0.005 1 -1 0 0 1

EQUAKE ZZ.EQE !ground motion component of GM-6 along Z-direction

5 1 0.005 1 -1 0 0 1

275

C.7 Detailed results of nonlinear response history analysis (RHA)

The performance of the beams and columns in a structure can be assessed for a ground

motion by knowing the percentage of number beams and columns which have yielded in a story,

extent to which members have yielded, time of maximum yielding, displacements and the inter-

story drifts at the time of maximum yielding. The detailed results for the structures designed as

per Case 1 and Case 2, each subjected to three ground motions is presented in Table C-3 to Table

C-8. The time at which yielding of members in a story, start or ends is a useful piece of

information, especially when analyzing if the beams of a particular story yield before the

columns yield. This information is pictorially represented for all the 6 cases in Figure C-8 to

Figure C-13.

276

Table C-3 Results: Performance of beams and columns, Case 1- GM 1

Beams in ZZ Direction Beams in XX Direction

Sto

ry N

o. No. of

beams

yielding

(%)

Maximum

moment

demand

exceeding

moment

capacity by

(%)

Time ‘te’ at

which

maximum

moment

demand exceed

capacity

(sec)

Roof displacement

at time ‘te’ as a

percentage of peak

roof displacement

Sto

ry D

rift

at

‘te’

(%

)

No of

beams

yielding

(%)

Maximum

moment

demand

exceeding

moment

capacity by

(%)

Time ‘te’ at

which

maximum

moment

demand exceed

capacity

(sec)

Roof displacement


percentage of peak

roof displacement

Sto

ry D

rift

at

‘te’

(%

)

1 100 12.79 13.25 59.47 0.79 100 1.36 20.7 92.71 0.28

2 100 13.86 13.3 68.38 1.1 100 0.75 19.025 99.01 0.44

3 100 13.53 13.325 71.45 1.05 100 0.6 19.050 100 0.43

4 100 11.96 13.375 75.5 0.97 100 0.42 18.15 99.22 0.4

5 100 9.09 4.6 92.58 1.09 90 0.2 18.15 99.22 0.38

6 100 5 4.65 92.18 0.89 - - - - -

7 100 3.38 4.65 92.18 0.73 - - - - -

8 100 1.01 4.675 92.02 0.55 - - - - -

9 67 0.18 2.175 53.29 0.38 - - - - -

10 - - - - - - - - - -

11 - - - - - - - - - -

12 - - - - - - - - - -

Columns

‘-‘ indicates members of the

story not yielding.

Story No.

No. of

Columns

yielding

(%)

Maximum

moment

demand

exceeding

moment

capacity by

(%)

Time ‘te’ at

which

maximum

moment

demand exceed

capacity

(sec)

Roof displacement


percentage of peak

roof displacement-

ZZ direction

Sto

ry D

rift

alo

ng

ZZ

at

‘te’

(%

) Roof displacement


percentage of peak

roof displacement-

XX direction

Sto

ry D

rift

alo

ng

XX

at

‘te’

(%

)

1 100 454 15.075 61.79 0.53 44.65 0.13

2 - - - - - - -

3 - - - - - - -

4 - - - - - - -

5 - - - - - - -

6 - - - - - - -

7 - - - - - - -

8 - - - - - - -

9 - - - - - - -

10 - - - - - - -

11 - - - - - - -

12 - - - - - - -

277



Sto

ry N

o. No. of

beams

yielding

(%)

Maximum

moment

demand

exceeding

moment

capacity by

(%)

Time ‘te’ at

which

maximum

moment

demand exceed

capacity

(sec)

Roof displacement


percentage of peak

roof displacement

Sto

ry D

rift

at

‘te’

(%

)

No of

beams

yielding

(%)

Maximum

moment

demand

exceeding

moment

capacity by

(%)

Time ‘te’ at

which

maximum

moment

demand exceed

capacity

(sec)

Roof displacement


percentage of peak

roof displacement

Sto

ry D

rift

at

‘te’

(%

)

1 100 5.17 7.675 66.08 0.76 100 11.44 6.925 94.02 1.58

2 100 6.24 7.725 71.16 1.02 100 10.84 6.95 94.43 1.91

3 100 5.37 6.125 100.00 0.99 100 9.23 7 94.16 1.74

4 100 6.57 6.15 99.92 1.19 100 7.31 6.625 99.39 1.48

5 100 6.35 6.15 99.92 1.26 100 5.29 6.625 99.39 1.22

6 100 4.99 6.175 99.92 1.15 100 3.06 6.6 99.73 0.92

7 100 2.77 6.1 99.92 0.83 100 1.05 6.6 99.73 0.63

8 100 1.86 6 88.11 0.61 15 0.04 8.15 38.87 0.33

9 100 1.22 5.98 82.18 0.55 - - - - -

10 67 0.26 5.95 75.22 0.43 - - - - -

11 - - - - - - - - - -

12 - - - - - - - - - -

Columns


story not yielding.

Story No.

No. of

Columns

yielding

(%)

Maximum

moment

demand

exceeding

moment

capacity by

(%)

Time ‘te’ at

which

maximum

moment

demand exceed

capacity

(sec)

Roof displacement


percentage of peak

roof displacement-

ZZ direction

Sto

ry D

rift

alo

ng

ZZ

at

‘te’

(%

) Roof displacement


percentage of peak

roof displacement-

XX direction

Sto

ry D

rift

alo

ng

XX

at

‘te’

(%

)

1 100 50.1 6.725 14.49 0.28 97.62 1.40

2 - - - - - - -

3 12.5 3.6 6.1 99.92 0.84 55.65 0.83

4 4.2 2.4 6.25 96.88 0.92 74.59 0.92

5 4.2 1.2 7 27.01 0.17 94.16 0.98

6 4.2 2.2 6.7 20.02 0.15 98.23 0.76

7 4.2 2.8 6.7 20.02 0.15 98.23 0.51

8 - - - - - - -

9 - - - - - - -

10 - - - - - - -

11 - - - - - - -

12 - - - - - - -

278



Sto

ry N

o. No. of

beams

yielding

(%)

Maximum

moment

demand

exceeding

moment

capacity by

(%)

Time ‘te’ at

which

maximum

moment

demand exceed

capacity

(sec)

Roof displacement


percentage of peak

roof displacement

Sto

ry D

rift

at

‘te’

(%

)

No of

beams

yielding

(%)

Maximum

moment

demand

exceeding

moment

capacity by

(%)

Time ‘te’ at

which

maximum

moment

demand exceed

capacity

(sec)

Roof displacement


percentage of peak

roof displacement

Sto

ry D

rift

at

‘te’

(%

)

1 100 4.86 7.65 100 0.82 100 15.47 8.125 97.69 1.97

2 100 5.33 7.675 98.92 1.06 100 14.55 8.175 99.83 2.49

3 100 5.28 7.7 96.98 1.1 100 12.81 8.2 100 2.29

4 100 4.23 7.7 96.98 1.01 100 9.46 8.225 99.44 1.93

5 100 2.72 7.625 99.9 0.77 100 5.46 8.25 98.03 1.4

6 100 2.23 7.5 86.19 0.65 100 2.84 8.3 92.89 0.91

7 100 2.1 7.525 89.2 0.65 100 0.87 8.325 89.23 0.58

8 100 1.36 8.9 25.32 0.52 - - - - -

9 100 0.83 8.58 45.63 0.47 - - - - -

10 44 0.15 8.6 41.43 0.39 - - - - -

11 - - - - - - - - - -

12 - - - - - - - - - -

Columns


story not yielding.

Story No.

No. of

Columns

yielding

(%)

Maximum

moment

demand

exceeding

moment

capacity by

(%)

Time ‘te’ at

which

maximum

moment

demand exceed

capacity

(sec)

Roof displacement


percentage of peak

roof displacement-

ZZ direction

Sto

ry D

rift

alo

ng

ZZ

at

‘te’

(%

) Roof displacement


percentage of peak

roof displacement-

XX direction

Sto

ry D

rift

alo

ng

XX

at

‘te’

(%

)

1 100 46.5 8.15 8.81 0.46 98.98 1.96

2 - - - - - - -

3 8.3 5.2 8.15 8.81 0.25 98.98 2.26

4 62.5 27.6 8.225 10.49 0.24 99.44 1.93

5 62.5 21 8.25 13.2 0.05 98.03 1.4

6 16.7 9.3 8.25 13.2 0.18 98.03 0.89

7 16.7 8.9 8.3 20.92 0.2 92.89 0.6

8 - - - - - - -

9 - - - - - - -

10 - - - - - - -

11 - - - - - - -

12 - - - - - - -

279



Sto

ry N

o. No. of

beams

yielding

(%)

Maximum

moment

demand

exceeding

moment

capacity by

(%)

Time ‘te’ at

which

maximum

moment

demand exceed

capacity

(sec)

Roof displacement


percentage of peak

roof displacement

Sto

ry D

rift

at

‘te’

(%

)

No of

beams

yielding

(%)

Maximum

moment

demand

exceeding

moment

capacity by

(%)

Time ‘te’ at

which

maximum

moment

demand exceed

capacity

(sec)

Roof displacement


percentage of peak

roof displacement

Sto

ry D

rift

at

‘te’

(%

)

1 100 1.37 5.05 88.08 1.02 - - - - -

2 100 2.28 5.05 88.08 1.84 - - - - -

3 100 2.41 5.05 88.08 2.12 - - - - -

4 100 2.05 4.575 93.54 1.99 - - - - -

5 100 1.26 4.650 97.99 1.73 - - - - -

6 100 0.84 4.7 99.31 1.38 - - - - -

7 100 0.74 4.75 100 1.26 - - - - -

8 100 0.44 4.775 100 1.18 - - - - -

9 - - - - - - - - - -

10 - - - - - - - - - -

11 - - - - - - - - - -

12 - - - - - - - - - -

Columns


story not yielding.

Story No.

No. of

Columns

yielding

(%)

Maximum

moment

demand

exceeding

moment

capacity by

(%)

Time ‘te’ at

which

maximum

moment

demand exceed

capacity

(sec)

Roof displacement


percentage of peak

roof displacement-

ZZ direction

Sto

ry D

rift

alo

ng

ZZ

at

‘te’

(%

) Roof displacement


percentage of peak

roof displacement-

XX direction

Sto

ry D

rift

alo

ng

XX

at

‘te’

(%

)

1 4.2 0.2 8.9 41.52 0.75 98.71 0.49

2 - - - - - - -

3 - - - - - - -

4 - - - - - - -

5 - - - - - - -

6 - - - - - - -

7 - - - - - - -

8 - - - - - - -

9 - - - - - - -

10 - - - - - - -

11 - - - - - - -

12 - - - - - - -

280



Sto

ry N

o. No. of

beams

yielding

(%)

Maximum

moment

demand

exceeding

moment

capacity by

(%)

Time ‘te’ at

which

maximum

moment

demand exceed

capacity

(sec)

Roof displacement


percentage of peak

roof displacement

Sto

ry D

rift

at

‘te’

(%

)

No of

beams

yielding

(%)

Maximum

moment

demand

exceeding

moment

capacity by

(%)

Time ‘te’ at

which

maximum

moment

demand exceed

capacity

(sec)

Roof displacement


percentage of peak

roof displacement

Sto

ry D

rift

at

‘te’

(%

)

1 100 2.36 18.65 99.7 1.25 100 2.12 13.650 68.3 1.21

2 100 3.43 18.425 89.03 2.19 100 2.07 13.675 67.97 1.75

3 100 3.69 16.85 88.94 2.38 100 1.7 12.475 98.96 1.78

4 100 3.42 16.925 85.3 2.48 100 1.01 16.450 11.48 0.41

5 100 2.2 16.95 83.31 2.16 100 0.73 13.3 77.43 0.86

6 100 0.93 16.825 89.36 1.45 95 0.28 13.275 77.56 0.98

7 100 0.43 12.9 61.23 1.17 100 0.27 13.225 76.32 1.01

8 56 0.13 12.8 57.08 0.97 100 0.38 13.225 76.32 1.05

9 - - - - - 65 0.13 13.175 71.89 1.0

10 - - - - - - - - - -

11 - - - - - - - - - -

12 - - - - - - - - - -

Columns


story not yielding.

Story No.

No. of

Columns

yielding

(%)

Maximum

moment

demand

exceeding

moment

capacity by

(%)

Time ‘te’ at

which

maximum

moment

demand exceed

capacity

(sec)

Roof displacement


percentage of peak

roof displacement-

ZZ direction

Sto

ry D

rift

alo

ng

ZZ

at

‘te’

(%

) Roof displacement


percentage of peak

roof displacement-

XX direction

Sto

ry D

rift

alo

ng

XX

at

‘te’

(%

)

1 100 10.5 23.41 99.70 1.25 23.41 0.34

2 - - - - - - -

3 - - - - - - -

4 83.3 159.5 4.47 56.99 1.07 4.47 0.17

5 95.8 28.69 12.73 63.64 1.03 12.73 0.13

6 75.0 27.5 15.67 89.45 1.21 15.67 0.06

7 45.8 12.7 25.23 100 1.01 25.23 0.18

8 20.8 10.4 22.82 58.6 0.84 22.82 0.38

9 12.5 6 6.15 57.08 0.62 6.15 0.2

10 8.3 96.6 16.89 23.42 0.2 16.89 0.01

11 12.5 12.8 23.15 44.49 0.07 23.15 0.21

12 - - - - - - -

281



Sto

ry N

o. No. of

beams

yielding

(%)

Maximum

moment

demand

exceeding

moment

capacity by

(%)

Time ‘te’ at

which

maximum

moment

demand exceed

capacity

(sec)

Roof displacement


percentage of peak

roof displacement

Sto

ry D

rift

at

‘te’

(%

)

No of

beams

yielding

(%)

Maximum

moment

demand

exceeding

moment

capacity by

(%)

Time ‘te’ at

which

maximum

moment

demand exceed

capacity

(sec)

Roof displacement


percentage of peak

roof displacement

Sto

ry D

rift

at

‘te’

(%

)

1 100 1.63 47.45 86.82 1.13 100 1.32 44.55 87.84 0.97

2 100 1.9 47.425 83.68 1.79 100 1.74 44.6 86.21 1.53

3 100 1.55 47.4 80.37 1.76 100 1.4 44.625 84.71 1.61

4 100 0.82 47.25 63.94 1.21 100 0.92 43.55 68 1.07

5 100 0.98 47.75 90.67 1.26 100 0.27 39.975 80.23 1.1

6 100 1.67 41.45 97.89 1.55 100 0.43 39.050 98.03 1.1

7 100 1.74 41.45 97.89 1.76 100 0.26 39.050 98.03 1.04

8 100 1.44 41.375 100 1.65 45 0.06 39 100 0.95

9 100 0.79 41.35 99.67 1.45 - - - - -

10 - - - - - - - - - -

11 - - - - - - - - - -

12 - - - - - - - - - -

Columns


story not yielding.

Sto

ry N

o. No. of

Columns

yielding

(%)

Maximum

moment

demand

exceeding

moment

capacity by

(%)

Time ‘te’ at

which

maximum

moment

demand exceed

capacity

(sec)

Roof displacement


percentage of peak

roof displacement-

ZZ direction

Sto

ry D

rift

alo

ng

ZZ

at

‘te’

(%

) Roof displacement


percentage of peak

roof displacement-

XX direction

Sto

ry D

rift

alo

ng

XX

at

‘te’

(%

)

1 58.33 6.75 38.9 38.9 0.79 95.65 0.65

2 - - - - - - -

3 - - - - - - -

4 37.5 20.31 44.575 40.03 0.34 87.36 1.30

5 37.5 19.66 40.325 4.63 0.13 86.62 1.09

6 8.33 12.71 44.7 33.2 0.59 78.87 0.75

7 - - - - - - -

8 4.17 5.18 40 50.12 1.06 82.74 0.5

9 20.83 7.6 40.8 1.47 0.6 19.67 0.37

10 16.67 2.04 41.35 99.67 1.06 65.94 0.25

11 4.17 0.71 41.3 97.45 0.71 66.26 0.15

12 - - - - - - -

282

Figure C-8 Yielding of beams and columns, Case 1: GM-1

283


284


285


(*Note:-The beams in X direction for GM-4 do not yield)

286


287


Comparative Study of Seismic Performance of Reinforced Concrete ...

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