STUDY PERFORMANCE ON MEDICAL FACULTY BUILDING OF UNIVERSITAS MUHAMMADIYAH SURAKARTA WITH PUSHOVER
ANALYSIS
Final Project
to complete the requirements to
achieve S-1 graduate degree in Civil Engineering
Prepared by :
Wahyu Ahmat Hasan Jaenuri NIM : D 100 113 003
CIVIL ENGINEERING DEPARTMENT ENGINEERING FACULTY
iv MOTTO
“And I (Allah) created not the jinns and humans except they should worship Me (Alone).”
(Adh-Dhariyat 51:56)
“O you who believe! If you help (in the cause of) Allah, He will help you, and make your foothold firm.”
(Muhammad 47:7)
“Know that the life of this world is only play and amusement, pomp and mutual boasting among you, and rivalry in respect of wealth and children, as the likeness
of vegetation after rain, thereof the growth is pleasing to the tiller; afterwards it dries up and you see it turning yellow; then it becomes straw. But in the Hereafter
(there is) a severe torment (for the disbelievers, evil-doers), and (there is) Forgiveness from Allah and (His) Good Pleasure (for the believers, good-doers),
whereas the life of this world is only a deceiving enjoyment.” (Al-Hadid 57:20)
“So when you have finished (from your occupation), then stand up for Allahs worship (i.e. stand up for prayer).”
v PREFACE
Assalamu’alaikum Wr. Wb.
Alhamdulillah, all praise to Allah azza wa jalla who has given blessing and mercies until this Final Project can be completed. This Final Project to complete most the requirement to achieve S-1 graduate degree in Civil Engineering Department, Engineering Faculty, Universitas Muhammadiyah Surakarta. The author also says thanks for all parties who give any support for arrangement this Final Project until it can be completed.
The accomplishment this Final Project the author will say thanks to other parties :
1) Sri Sunarjono,Ph.D as the Dean of Engineering Faculty of Universitas Muhammadiyah Surakarta.
2) Mochamad Solikin,Ph.D as Head of Civil Engineering Department of Universitas Muhammadiyah Surakarta.
3) Sri Sunarjono,Ph.D as author’s academic advisor who has given many suggestion for author’s academic.
4) Yenny Nurchasanah,S.T.,M.T. as major advisor who has guided and taught the author.
5) Muhammad Ujianto,S.T.,M.T. as secondary advisor who has guided and taught the author.
6) Budi Setiawan,S.T.,M.T. as examiner who has given some advices to make this final project better.
7) All lecturers in Civil Engineering Department of Engineering Faculty of Universitas Muhammadiyah Surakarta thanks for your guidance and knowledge.
vi
9) All my friends for Civil Engineering International Program period 2011 (Puguh,Pras,Isvan and All) thanks for your time as my partner and for Civil Engineering period 2011, you are the best for me.
10)All parties that cannot be mentioned one by one who have helped to accomplishing this Final Project.
The author realize that the arrangement this Final Project is not a perfect one. Because of that, the author hope there are any suggestion and criticism to make this Final Project better and can be useful for us. Aamiin
Wassalamu`alaikum Wr.Wb.
Surakarta, 15rd July 2015
vii
TABLE OF CONTENT
Pages TITLE ...
CERTIFICATION’S SHEET ... DECLARATION OF AUTHORSHIP ... MOTTO ... PREFACE ... TABLE OF CONTENT ... LIST OF TABLES ... LIST OF FIGURES ... LIST OF NOTATION ... ABSTRACT ... I. INTRODUCTION ... 1.1 Background ... 1.2 Research Problem ... 1.3 Research Objective ... 1.4 Research Benefit ... 1.5 Limitation Problems ... 1.6 Research Authenticity ... 1.7 Research Location ... II. LITERATURE REVIEW ...
2.1 Standart Used ... 2.2 Eartquake Force ... 2.2.1 Eartquake Occurence Process ... 2.2.2 Eartquake Force Effect To Structure ... 2.2.3 Structure Planning of Earthquake Resistant ... 2.3 General Provisions Building Under Eartquake Effect ...
2.3.1 Important Factor... 2.3.2 Ductility of Building Structures ... 2.3.3 Eartquake Area ... 2.3.4 Local Soil Types ... 2.3.5 Natural Fundamental Periode ... 2.3.6 Direction of Earthquake Load ... 2.4 Static Force ... 2.4.1 Force Analysis ... 2.4.2 Gravity Force Analysis ... 1. Dead Load ... 2. Live Load ... III. BASIC THEORY ... 3.1 Structure Response Analysis ... 3.1.1 Nonlinier Static Pushover Analysis (NSP) ... 3.1.2 Plastic Hinge ... 1. Hinge Beam Properties ...
viii
2. Hinge Column Properties ... 3. Plastis Hinge Location ... 3.1.3 Collapse Mechanism of Buildings ... 3.2 Pushover Analysis With Metode Capacity Spectrum (CSM) ... 3.2.1 Capacity Curve ... 3.2.2 Demand Spectrum ... 3.2.3 Peformance Point ... 3.3 Resistant Structure Criteria of Earthquake Force ... IV. RESEARCH METHOD ...
4.1 Data of Building ... 4.2 Stages of Analysis ...
4.2.1 Literature Study ... 4.2.2 Data Collection ... 4.2.3 3D Structure Modelling ... 1. Global And Local Axis System ... 2. Elements of Frame And Floor Plates ... 3. Diaphragm Constraint ... 4.2.4 Loading Calculation ... 4.2.5 Response Spectrum Analysis ... 4.2.6 Earthquake Load Calculation ...
1. Calculation of Natural Fundamental Periode ... 2. Restrictions Natural Fundamental Periode ... 3. Distribution of Base Shear Force ... 4.2.7 Determining of Plastic Hinge ... 4.2.8 Loading of Nonlinear Pushover Analysis ... 4.2.9 Structure Peformance Analysis From Pushover Analysis Results ... 4.2.10 Pushover Analysis Results From Program SAP2000 v. 15 V. ANALYSIS AND DISCUSSION ...
5.1 Calculation of Weightself Building... 5.1.1 Structure Data of Building... 5.1.2 Building Load ... 5.1.3 Calculation of Loading On Structure ... 5.1.4 Dead Load Calculation On Outside of Weightself Each
m2 ... 5.2 Static Equivalent Analysis ... 5.2.1 Natural Fundamental Periode Analysis... 5.2.2 Base Shear Nominal Calculation ... 5.3 Building Modeling On SAP2000 v.15 ... 5.3.1 Element Loading ... 5.3.2 Pushover Analysis ... 5.4 Pushover Analysis Curve Results ... 5.4.1 Capacity Curve ... 5.4.2 Capacity Spectrum Curve ... 5.5 Discussion ... 5.6 Distribution of Schemes Plastis Hinge ...
ix
VI. CONCLUSION AND SUGGESTIONS ... 5.1 Conclusion ... 5.2 Suggestions ... REFERENCES
APPENDIX
x
LIST OF TABLES
Pages Table 2.1 Table 2.2 Table 2.3 Table 2.4 Table 2.5 Table 2.6 Table 2.7 Table 2.8 Table 2.9 Table 3.1 Table 3.2 Table 3.3 Table 4.1 Table 5.1 Table 5.2 Table 5.3 Table 5.4 Table 5.5 Table 5.6 Table 5.7
xi
LIST OF FIGURES
Pages Figure 1.1 Figure 1.2 Figure 1.3 Figure 1.4 Figure 3.1 Figure 3.2 Figure 3.3 Figure 3.4 Figure 3.5 Figure 3.6 Figure 3.7 Figure 3.8 Figure 3.9 Figure 3.10 Figure 3.11 Figure 3.12 Figure 4.1 Figure 4.2 Figure 5.1 Figure 5.2 Figure 5.3 Figure 5.4 Figure 5.5 Figure 5.6 Figure 5.7 Figure 5.8 Figure 5.9 Figure 5.10 Figure 5.11 Figure 5.12 Figure 5.13 Figure 5.14 Figure 5.15 Figure 5.16
Structural Damage Saphir Mall Yogyakarta Square 2006 ... Structural Damage Bank Indonesia Padang 2009 ... Structural Damage Bank Indonesia Padang 2009 ... Research Location ... Structure Responses Due To Earthquake ... Local Axis Position of Beam Structure On SAP2000 v. 15 Programs ... Local Axis Position of Column Structure On SAP2000 v. 15 Programs ... Plastis Hinge That Occurs on Beam and Column ... Plastis Hinge On Beam Sidesway and Column Sidesway ... Illustration of a Pushover and Capacity Curve ... Modification of Capacity Curve Into Capacity Spectrum ... Change The Format of Response Spectra Into ADRS .. Reduction of Response Spectrum Elastic be Demand Spectrum ... Determination of Peformance Point ... Building Collapse Illustration ... Peformance Criteria Curve ... Coordinate System Used In SAP2000 v. 15 ... Pushover Analysis A Procedure Flowchart ... Front View On Medical Faculty Building UMS ... Behind View On Medical Faculty Building UMS ... Ground Floor Plan ... First Floor Plan ... Second Floor Plan ... Thrid Floor Plan ... Fourth Floor Plan ... Fifth Floor Plan ... Top Floor Plan ... Diaphragm For Each Floor ... Define Load Pattern ... Pushover Analysis Identity ... Data Pushover Properties ... Data Frame Hinge Properties M3 For Beam And P-M2-M3 For Column ... Nonlinear Static Pushover Analysis Results ... Capacity Curves Between Deflection Reference Point On The Roof (D) and Base Shear (V) ...
xii Figure 5.17
Figure 5.18 Figure 5.19 Figure 5.20 Figure 5.21 Figure 5.22 Figure 5.23 Figure 5.24 Figure 5.25 Figure 5.26 Figure 5.27
.
Spectrum Capacity Curve With ATC-40 Parameters .... Frame 1 Plastis Hinge Step 0 ... 3D Structure of Plastis Hinge Step 0 ... Frame 1 Plastis Hinge Step 1 ... 3D Structure of Plastis Hinge Step 1 ... Frame 1 Plastis Hinge Step 2 ... 3D Structure of Plastis Hinge Step 2 ... Frame 1 Plastis Hinge Step 3 ... 3D Structure of Plastis Hinge Step 3 ... Frame 1 Plastis Hinge Step 16 ... 3D Structure of Plastis Hinge Step 16 ...
xiii
LIST OF NOTATION
B = Panjang gedung pada arah gempa yang ditinjau (m) C = Faktor respons gempa dari spektrum respons Ca = Koefisien akselerasi
Cv = Faktor respons gempa vertikal
Ct = Koefisien pendekatan waktu getar alamiah untuk gedung beton bertulang menurut UBC 97
CP = Collapse Pervention Dt = Displacement total D1 = Displacement pertama
e = Eksentrisitas antara pusat masa lantai dan pusat rotasi ed = Eksentrisitas rencana
f’c = Kuat tekan beton
Fx = Beban gempa nominal statik ekuivalen (ton) fy = Mutu baja
fys = Mutu tulangan geser/sengkang Hn = Tinggi gedung
I = Faktor keutamaan IO = Immediate Occupancy k = Kekakuan struktur LS = Life Safety m = Massa gedung M = Momen
Mys = Momen nominal M3 = Momen pada sumbu 3 n = Jumlah tingkat
Nn = Nomor lantai tingkat paling atas O = Operation
PMM = Hubungan gaya aksial dengan momen (diagram interaksi P-M) R = Faktor reduksi gempa representatif dari struktur gedung yang
bersangkutan
T = Waktu getar gedung pada arah yang ditinjau (dt) T = Waktu getar gedung effektif (dt)
Teff = Waktu getar alami fundamental (dt) V = Gaya geser dasar (ton)
V1 = Gaya geser dasar nominal (ton) Vn = Gaya geser gempa rencana (ton) V2 = Gaya geser pada sumbu 2 (ton)
Wi = Berat lantai tingkat ke-i, termasuk beban hidup yang sesuai (ton) Wt = Berat total gedung, termasuk beban hidup yang sesuai (ton)
Zi = Ketinggian lantai tingkat ke-i diukur dari taraf penjepitan lateral (m) ßeff = Indeks Redaman effektif
xiv θyield = Rotasi pada saat leleh
ζ = Koefisien pengali dari jumlah tingkat struktur gedung yang membatasi waktu getar alami fundamental struktur gedung,
xv ABSTRACT
The Medical Faculty Building of Universitas Muhammadiyah Surakarta is a building with six floors of lectures planned able to withstand the maximum earthquake load forces to the earthquake area 3. With the new facility in the world of construction especially in analyzing a structure-based force of quake happens, namely one with pushover analysis. This analysis uses the improved lateral load (increment) gradually until the onset of the plastic hinge and collapsed. This analysis objectives at knowing the capacity curves, peformance point, and formation stages of plastis hinge until the building collapsed structures. Research methods using pushover analysis procedure for A method of spectrum capacity ATC-40. This performance analysis by providing lateral static force with multiplier gradually until a point of reference the structure undergoes a displacement. Planning with partially ductile designing a scheme collapse joint plastis occur in beams first and then followed by the last column. By providing a static earthquake force on Y direction by gradually until the building collapsed. The results of the analysis showed that the largest base shear force was 1030,184 tons in the 4th step pushover analysis. Based on the capacity curves obtained peformance point shows base share force Vt = 706,779 tons displacement at the 3rd step is 1,2695 m > 0,093 m (Dt). The performance of the structure does not cross the line IO (Immediate Occupancy). Maximum total drift is 0,0041 and a maximum total drift inelastic is 0.003. Thus shows that the building be reviewed is included in levels of Immediate Occupancy (OI). On the third itration, condition of plastis hinges when earthquake force exceeded still to stage a performance of Immediate Occupancy. But the pushover analysis will be impose the structure for suffered a collapse with the indicated first on the 16th step and itration stop at 6th step. The results of the last itration has a very far itration distance when peformance point shows partially ductile concept namely weak beam strong column is not achieved. With shown by the first plastis hinge decreased performance on the column. However the building peformance in the earthquake force plan shows very good and safe results, building in the Immediate Occupancy performance. So if an earthquake with maximum force then the structure will only be having a bit of damage to structures and non-structure and the building can be directly reused.
