STUDY OF NONLINEAR STATIC PUSHOVER ANALYSES DUE TO

LATERAL LOAD PATTERNS, Rosalia Widyaningsih, Student Number

061312590, 2012, Structure, International Civil Engineering, Department of Civil

Engineering, Atma Jaya Yogyakarta University.

Nonlinear Static Pushover Analysis is one of several methods for seismic

performance evaluation of structures. It can evaluate the strength of the structure

until its performance level. It can also provide reasonable estimates of the location

of the plastic hinge of the members. The performance point of structure in

Nonlinear Static Pushover Analysis depends on the lateral load pattern applied on

the structure. In this study, a 6 story regular building is subjected to two lateral

load patterns recommended by FEMA 273. The first lateral load pattern is

uniform distribution and the second is equivalent lateral force distribution. The

result of the analysis shows that both applied lateral load patterns give the

performance of building located between IO-LS level. For both applied lateral

load patterns show the similar plastic hinge order, starts from beam end and

continues to beam end of the higher story. For both lateral load patterns, the

plastic hinge limited to D-E level. In general, the two lateral load patterns give the

close result. The structure is safe for both applied lateral load patterns. The target

displacement or maximum displacement of the building is 0.08 m. The maximum

base shear of the building due to EX is 6432.0498 kN at 0.0629 m. The maximum

base shear of the building due to EY is 8252.8213 kN at 0.1874 m.

Keywords: Nonlinear Static Pushover Analysis, uniform distribution, equivalent

lateral force distribution, performance point, target displacemen

WIDYANINGSIH, ROSALIA

UAJY repository

i  STUDY OF NONLINEAR STATIC PUSHOVER ANALYSES DUE TO LATERAL LOAD PATTERNS   Final Project    By: ROSALIA WIDYANINGSIH Student Number: 06 13 12590      ATMA JAYA YOGYAKARTA UNIVERSITY Faculty of Engineering Department of Civil Engineering International S1 Program July 2012 ii   iii   iv  PREFACE  First and foremost, the author would like to thank God for His blessing so that the author could prepare and finish the final project report. This report was arranged to finish the S1 degree at Faculty of Engineering, Department of Civil Engineering, Atma Jaya Yogyakarta University. The author would like to say thank you for: 1. Dr. Ir. A.M. Ade Lisantono, M.Eng., as Dean of Engineering Faculty of Atma Jaya Yogyakarta University and as final project advisor 2. J. Januar Sudjati, S.T., M.T., as Head of Civil Engineering Department of Atma Jaya Yogyakarta University 3. Ir. Y. Lulie, M.T., as Coordinator of International Civil Engineering Program of Atma Jaya Yogyakarta University 4. My parents and my sister, Monica, who always give support and motivation, and never stop praying for me 5. Marcelinus Anton Krismiono, thank you for the day by day support and care 6. All of international class friends 7. Ms Anas, Mas Wiko, Bu Etty and all lecturers and friendly staff 8. All people that I could not mention one by one, thank you for the support and prayer.   v  The author realizes that there are still limitations and flaws in this final project report. However the author hopes that this final project report might be useful for the readers and the author herself.  Yogyakarta, July 2012  Rosalia Widyaningsih                 vi  CONTENTS  COVER ................................................................................................................... i LEGALIZATION SHEET ................................................................................... ii PREFACE ............................................................................................................. iv CONTENTS .......................................................................................................... vi FIGURE CONTENTS ......................................................................................... ix TABLE CONTENTS .......................................................................................... xii ABSTRACT ........................................................................................................ xiii CHAPTER I. INTRODUCTION ......................................................................... 1 1.1 Background ....................................................................................................... 1 1.2 Problem Statement ............................................................................................ 2 1.3 Problem Limitation ........................................................................................... 2 1.4 Objectives .......................................................................................................... 4 1.5 Methodology ..................................................................................................... 4 CHAPTER II. LITERATURE REVIEW ........................................................... 5 2.1 Basic Design Theory  ........................................................................................ 6  2.1.1 Loading Analysis ..................................................................................... 6  2.1.2 Seismic Design ......................................................................................... 7  2.1.3 Beam Design ............................................................................................ 8 2.1.3.1 The design of the flexure reinforcement ...................................... 8 2.1.3.2 The design of the shear reinforcement ....................................... 10 2.1.3.3 The design of the torsion reinforcement .................................... 11 2.1.3.4 The design of SMRF .................................................................. 11  2.1.4 Column Design ...................................................................................... 12 2.1.4.1 The design of flexure reinforcement .......................................... 12 2.1.4.2 The design of shear reinforcement ............................................. 13   vii  2.1.4.3 The design of SMRF .................................................................. 14 2.2 Building Performance Level ........................................................................... 15 2.3 Nonlinear Static Pushover Analysis ................................................................ 16 2.4 Target Displacement and Lateral Load Pattern ............................................... 19 CHAPTER III. SEISMIC DESIGN .................................................................. 22 3.1 TRayleigh analysis  .............................................................................................. 22 3.2 Service Limit (Δs) and Ultimate Limit (Δm)  ................................................. 25 CHAPTER IV. STRUCTURAL ELEMENT DESIGN ................................... 27 4.1 Design of the Beam ......................................................................................... 27 4.1.1 Beam 600x800 ....................................................................................... 27 4.1.1.1 Flexure Reinforcement ............................................................... 27 4.1.1.2 Nominal Flexure Moment Capacity ........................................... 43 4.1.1.3 Shear Reinforcement .................................................................. 49 4.1.1.4 Torsion Reinforcement ............................................................... 56 4.1.1.4.1 Shear and Torsion Combination .................................. 56 4.1.1.4.2 Additional Longitudinal reinforcement ....................... 60 4.1.2 Beam 400x700 (secondary beam) .......................................................... 64 4.1.2.1 Flexure Reinforcement ............................................................... 64 4.1.2.2 Shear Reinforcement .................................................................. 79 4.1.2.3 Torsion reinforcement ................................................................ 80  4.2 Design of Column ........................................................................................... 81 4.2.1 Strong Column Weak Beam Checking .................................................. 83 4.2.1.1 Earthquake on X direction ......................................................... 83 4.2.1.2 Earthquake on Y direction ......................................................... 89 4.2.2 Transversal Reinforcement .................................................................... 90 4.2.3 Column Shear Reinforcement ................................................................ 91 4.2.4 Beam Column Connection ..................................................................... 94   viii  CHAPTER V.  NONLINEAR STATIC PUSHOVER ANALYSIS SUBJECTED TO LATERAL LOAD PATTERN………….97   5.1 Nonlinear Static Pushover Analysis Subjected to Lateral Load Pattern I ....... 99 5.2 Nonlinear Static Pushover Analysis Subjected to Lateral Load Pattern II ... 119 5.3 Discussion of the Analysis Result ................................................................. 131 5.3.1 Structural performance ......................................................................... 131 5.3.2 Plastic Hinge Mechanism ..................................................................... 131 CHAPTER VI. CONCLUSION ....................................................................... 133 REFERENCES .................................................................................................. 135                 ix  FIGURES CONTENTS  Figure 1.1 Plan View .............................................................................................. 2 Figure 1.2 Elevation View ...................................................................................... 3 Figure 2.1 Diagram of Stress in Beam  ................................................................... 8 Figure 2.2 Columns with Bars at Four Faces ........................................................ 12 Figure 2.3 Force-Deformation Curve .................................................................... 16 Figure 2.4 Demand vs Capacity Curve ................................................................. 18 Figure 4.1 Beam section and stress-strain diagram ............................................... 31 Figure 4.2 Reinforcement of B600x800 at supports ............................................. 38 Figure 4.3 Reinforcement of B600x800 at midspan ............................................. 42 Figure 4.4 Cross section of the beam .................................................................... 43 Figure 4.5 Cross section of the beam .................................................................... 47 Figure 4.6 Tributary Area of Beam 20 story 2 ...................................................... 49 Figure 4.7 Reinforcement of the beam .................................................................. 54 Figure 4.8 Shear force design ............................................................................... 55 Figure 4.9 T-beam section..................................................................................... 56 Figure 4.10 Beam section ...................................................................................... 57 Figure 4.11 Additional longitudinal reinforcement at support.............................. 61 Figure 4.12 Additional longitudinal reinforcement at midspan ............................ 63 Figure 4.13 Reinforcement of B400x700 at left support ...................................... 70 Figure 4.14 Reinforcement of B400x700 at midspan ........................................... 74 Figure 4.15 Reinforcement of the beam ................................................................ 80 Figure 4.16 Earthquake direction of the checked column..................................... 83 Figure 4.17 Beam-column reaction due to right direction earthquake.................. 88 Figure 4.18 Beam-column reaction due to left direction earthquake .................... 88 Figure 4.19 Column reinforcement design section ............................................... 96   x  Figure 5.1 Material properties data ..................................................................... 100 Figure 5.2 Frame section data ............................................................................. 101 Figure 5.3 Model ................................................................................................. 102 Figure 5.4 Static Load Case ................................................................................ 103 Figure 5.5 EX at story 6 ...................................................................................... 104 Figure 5.6 EY at story 6 ...................................................................................... 104 Figure 5.7 EX at story 1-5 ................................................................................... 105 Figure 5.8 EY at story 1-5 ................................................................................... 105 Figure 5.9 Frame hinges of beam ........................................................................ 106 Figure 5.10 Frame hinges of column .................................................................. 107 Figure 5.11 Pushover case 1................................................................................ 107 Figure 5.12 Pushover case 2................................................................................ 108 Figure 5.13 Pushover curve case PUSH 1 due to pattern I EX ........................... 109 Figure 5.14 Pushover curve case PUSH 2 due to pattern I EY ........................... 110 Figure 5.15 Capacity versus demand curve of PUSH 1 pattern I EX ................. 112 Figure 5.16 Capacity versus demand curve of PUSH 2 pattern I EY ................. 113 Figure 5.17 Yielding plastic hinges due to lateral laod pattern I EX .................. 114 Figure 5.18 IO plastic hinges due to lateral load pattern I EX ............................ 115 Figure 5.19 LS plastic hinges due to lateral load pattern I EX ........................... 115 Figure 5.20 Yielding plastic hinges due to lateral load pattern I EY .................. 117 Figure 5.21 IO plastic hinges due to lateral load pattern I EY ............................ 117 Figure 5.22 LS plastic hinges due to lateral load pattern I EY ........................... 117 Figure 5.23 Static Load Case  ............................................................................. 120 Figure 5.24 Pushover curve case PUSH 1 pattern II EX .................................... 122 Figure 5.25 Pushover curve case PUSH 2 pattern II EY .................................... 123 Figure 5.26 Capacity versus demand curve of PUSH 1 pattern II EX ................ 124 Figure 5.27 Capacity versus demand curve of PUSH 2 pattern II EY ................ 125   xi  Figure 5.28 Yielding plastic hinges due to lateral load pattern II EX................. 126 Figure 5.29 IO plastic hinges due to lateral load pattern II EX .......................... 127 Figure 5.30 LS plastic hinges due to lateral load pattern II EX .......................... 127 Figure 5.31 Yielding plastic hinges due to lateral load pattern II EY................. 129 Figure 5.32 IO plastic hinges due to lateral load pattern II EY .......................... 129 Figure 5.33 LS plastic hinges due to lateral load pattern II EY .......................... 129                        xii  TABLE CONTENTS  Table 3.1 TRayleigh analysis using uniform distribution .......................................... 23 Table 3.2 TRayleigh analysis using equivalent lateral force ...................................... 24 Table 3.3 Service limit and ultimate limit analysis ............................................... 26 Table 4.1 Moment envelope combo 19 at B20 story 2 ......................................... 27 Table 4.2 Surface Acceleration (Ao) ..................................................................... 51 Table 4.3 ψ value .................................................................................................. 51 Table 4.4 Moment Envelope combo 19 at B18 story 1......................................... 64 Table 5.1 Longitudinal reinforcement of the beam B600x800 ............................. 97 Table 5.2 Shear reinforcement of the beam B600x800......................................... 97 Table 5.3 Longitudinal reinforcement of the beam B400x700 ............................. 98 Table 5.4 Shear reinforcement of the beam B400x700......................................... 98 Table 5.5 Longitudinal reinforcement of the column C850x850 .......................... 98 Table 5.6 Shear reinforcement of column C850x850 ........................................... 98 Table 5.7 Table of uniform distribution lateral load ............................................. 99 Table 5.8 Plastic hinge location and type............................................................ 106 Table 5.9 Plastic hinge distribution of pattern I due to EX ................................. 116 Table 5.10 Plastic hinge distribution of pattern I due to EY ............................... 118 Table 5.11 Table of equivalent lateral force ....................................................... 119 Table 5.12 Plastic hinge distribution of pattern II due to EX ............................. 128 Table 5.13 Plastic hinge distribution of pattern II due to EY ............................. 130       xiii  ABSTRACT  STUDY OF NONLINEAR STATIC PUSHOVER ANALYSES DUE TO LATERAL LOAD PATTERNS, Rosalia Widyaningsih, Student Number 061312590, 2012, Structure, International Civil Engineering, Department of Civil Engineering, Atma Jaya Yogyakarta University. Nonlinear Static Pushover Analysis is one of several methods for seismic performance evaluation of structures. It can evaluate the strength of the structure until its performance level. It can also provide reasonable estimates of the location of the plastic hinge of the members. The performance point of structure in Nonlinear Static Pushover Analysis depends on the lateral load pattern applied on the structure. In this study, a 6 story regular building is subjected to two lateral load patterns recommended by FEMA 273. The first lateral load pattern is uniform distribution and the second is equivalent lateral force distribution. The result of the analysis shows that both applied lateral load patterns give the performance of building located between IO-LS level. For both applied lateral load patterns show the similar plastic hinge order, starts from beam end and continues to beam end of the higher story. For both lateral load patterns, the plastic hinge limited to D-E level. In general, the two lateral load patterns give the close result. The structure is safe for both applied lateral load patterns. The target displacement or maximum displacement of the building is 0.08 m. The maximum base shear of the building due to EX is 6432.0498 kN at 0.0629 m. The maximum base shear of the building due to EY is 8252.8213 kN at 0.1874 m.   Keywords: Nonlinear Static Pushover Analysis, uniform distribution, equivalent lateral force distribution, performance point, target displacement   

STUDY OF NONLINEAR STATIC PUSHOVER ANALYSES

DUE TO LATERAL LOAD PATTERNS

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STUDY OF NONLINEAR STATIC PUSHOVER ANALYSES DUE TO LATERAL LOAD PATTERNS

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