24 pages from the structural behaviour of low-rise residential building due to wind and seismic lo...

7/29/2019 24 Pages From the Structural Behaviour of Low-rise Residential Building Due to Wind and Seismic Lo (1)

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U N I V E R S I T I T U N H U S S E I N O N N M A L A Y S I APENGESAHAN STATUS TESIS

T H E ST R U C T U R A L B E H A V I O R O F L O W- R I SE R E SID E N T I A L B U I L D I N G D U E T OWI N D A N D SE I SMI C L O A D S

Saya A N U C I A N O D O MI N G O S PI N T O G U T E R R E S mengaku memben arkan tesis Sarjana inidisimpan di Perpustakaan dengan syarat-syarat kegunaan seperti berikut:1. Tesis adalah hakm ilik Universiti Tun Hussein Onn Malay sia2. Perpustakaan dibenarkan mem buat sal inan untuk tujuan pengajian sahaja.3. Perp ustaka an dibenarkan memb uat salinan tesis ini sebagai bahan pertukaran antara institusipenga jian t inggi .4. ** Sila tandak an )

SESI PENGAJIAN: 2007/2008

(Mengandungi maklum at yang berdarjah keselamatanatau SUL IT kepentinga n M alaysia seperti yang terma ktub di dalamAKTA MALAYSIA RASMI 1972)

(Mengandungi m aklumat T ERH AD yang telah di tentukanoleh organisasi/badan di mana penyelidikan dijalankan)

I D A K TERH A DDisahkan oleh

(TANDATANGAN PENULTS) ( TA N D A TA N G A N PEN Y ELI A )Alamat Tetap:Becora-Dil i-Timor Leste PROF. Dr. ABDUL AZIZ B. DATO' ABDUL SAMAD(Nama Penyelia)

TARUCH: T A R K H :

CAT ATA N: * Potong yang t idak berkenaan.** Jika tesis ini S ULIT atau TERH AD, sila lampirkan surat daripada pihak berkuasa/organisasi berkenaan denganmenyatakan sekali sebab dan dikelaskan sebagai SULIT atau TERHAD .

Tesis dimaksu dkan sebagai tesis bagi Ijazah Dok tor Falsafah dan Sarjanasecara penyelidikan, atau disertai bagi pengajian secara kerja kursus danpenyelidikan atau Laporan Projek Masters.


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"I hereby declare that we have read this thesis and in our opinion this thesis issufficient in terms of scope and quality for the award the degree of Master of Civil

Engineering "

Student :ANUCIANO DOMINGOS P INTO GUTERRES

Date

Supervisor by

Supervisor IP ROF . DR. ABDUL AZIZ B . DATO ' ABDUL S AMAD

Supervisor II

IK

AS S OC P ROF . DR. KEMAS AHM AD ZAMHARI


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THE STRUCTURAL BEHA VIOUR OF LOW - RISE RESIDENTIALBUILDING DUE T O WIND AND SEISMIC LOADS

ANUCIANO DOMINGOS PINTO GUTERRES

A thesis subm itted in fulfillmen t ofthe requirement for the award of the the

Degree of M aster of Civil Engineering

Faculty of Civil and Environmental EngineeringUniversiti Tun Hussein Onn Malaysia

JUNE 2008


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I d e c l a r e t h a t t h i s t h e s i s e n t i t l e d " T h e s t r u c t u r a l b e h a v i o r o f l o w r is e r e s i d e n t i a l b u i l d i n gd u e to w i n d an d se i sm ic l o a d s" i s t h e r e su l t o f m y o w n res ea r ch ex c ep t a s c i t ed i n t h e

r e f c r e n c c s . T h e t h e s i s h a s n o t b e e n a c c e p t e d f o r a n y d e g r e e a n d i s n o t c o n c u r r e n t l ys u b m i t t e d i n c a n d i d a t e o f a n y o t h e r d e g r e e "

S i g n a t u r eA u t h o rD a t e

A n u c i a n o D o m i n g o s P i n t o G u t e r r e s


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ACKNOWLEDGEMENT

In the name of God, the most gracious, the most merciful

With the highest praise to God that I manage to com plete this studiessuccessfully. The completion of this study has been made possible by the assistance ofmany people. I would like to extend my sincere gratitude to my supervisor Prof. Dr.Abdul A ziz B. D ato' Abdul Samad for his assistance and inspiration towards theprogress of this study. Throughout the year, my supervisor has been patiently monitoringmy progress and guided me in right direction and offering encouragement. I would alsolike to thank Assoc . Prof. Dr. Kemas Ahmad Zamhari for his help and valuablesuggestions. My thanks to Pn. Noridah B t. Mohamad and Pn. Tuan Norhayati Bt. TuanChik for their great help in giving me new insights into different aspects of the issuesinvolved in this study.

My highest gratitude to the Malaysia Government for providing me with thescholarship to study in Universiti Tun Hussein Onn Malaysia. I also want to thank all thestaff of center graduation of the Universiti Tun Hussein Onn Malaysia (UTHM) for theirgreat help and for their sincere coo peration during this study. I would also like to thankall staff of Dili Institute of Technology (DIT) for their interest and encouragement. Iwish to thank my family Agostinha De Oliveira, Febynola, Vivano, Junelson, brother,and my pa rent's steady support and encouragement. T hey have been a constant source ofmotivation for my work.


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ABSTRAK

Angin dan seismic adalah ancaman sem ulajadi yang membawa kepadakemusnahan atau keruntuhan bangunan-bangunan rendah.. Kajian ini m enerangkankesan angin dan seismic kepada sifat penstrukturan bangunan-bangunan rendah dalammem bangunkan reka bentuk bangunan kediaman dengan mengam bil kira tahap ekonominegara serta bahan-bahan tulen sedia ada. Perolehan data telah dibuat di suatu kawasanangin dan seismic bertekanan tinggi selama 20 tahun pusingan di Timor Leste. Kajianini memfokus kepada analisis dua-dimensi rangka penahanan 3-petak 4-tingkat dalamkaedah lakaran reka bentuk. Beban angin ditentukan mengikut standard BS CP3 bab Vbahagian 2 1972. Bebanan seismic pada bangunan diperolehi pada PGA rendah,sederhana dan tinggi selari dengan UBC 1997. Analisis ini dijalankan menggunakanperisian STAA D P ro 2004 untuk m engenal pasti elemen-elemen kritikal pada bangunan-bangunan berskala rendah di bawah riceh, anjakan dan moment berdasarkan bebananangin dan seismic. Pengaplikasian beban angin dan seismic daripada bahagian tepi danhadapan bangunan mem beri pelbagai kesan kepada anjakan, riceh dan moment kepadastruktur bangunan. De ngan m emberi kepelbagaian sistem pengukuhan V dan X kepadastruktur, pengurangan anjakan dengan riceh terendah dan nilai momen t untuk komponenbangunan dapat dicapai. Hasil kajian menunjukkan struktur dengan sistem pengukuhansesuai memperlihat pengurangan sebanyak 70% anjakan , 50% mom ent dan 33.5% riceh.Keadaan ini menerangk an bahawa sistem pengukuhan yang dicadangkan adalah kaedahyang efektif dalam m eningkatkan kekukuhan dan kestabilan stuktur bangunanseterusnya mengurangkan kemungkinan berlaku keruntuhan bangunan.

Keywords:Bangunan rendah, STAAD Pro, Angin dan Seismic, sistem pengukuhan.


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ABSTRACT

Buildings are subjected to natural hazards such as wind and seismic, and whensubjected too, will have an effect on the overall behaviour of the structure. This studydescribes the effect of wind and seismic loads towards the structural behaviour of lowrise residential building in Timur Leste. Various bracing system design were proposed tothe building and analytical results were recorded and observed. Wind data velocity (V)was taken at 33 m/s in open country. The data was collected at location for wind andseism ic on high intensities for a 20 year cycle. For the simplicity of illustrating thedesign, the study focuses on the analysis of a two and three dimensional three bay four-storey mom ent resisting fram es on rigid foundation. Lateral wind load was determinedin accordance to BS CP3 Chapter V part 2 1972 standard. Seismic deign load onbuilding was obtained at Peak Ground Acceleration (PGA) for low, medium and highground motion on building in accordance with UBS 1997. The analysis of the buildingwas conducted using STAAD Pro 2004 to identify critical members and elements of thelow rise building under shear, displacement and m oments due to wind and seismicloading. In applying wind and seismic load from side and front of building, large valuesof displacement, shear and moment was observed at critical points of the structure. Byproviding bracing system types V and X to the structure, less displacement with lowershear and m oment v alues for the building component was achieved. Result shows thatfor structures with suitable bracing system, an overall reduction of about 70% indisplacement; 50% in moment and 33.5% in shear was observed. This implies that byapplying the bracing system, the rigidity and stability of the structure has increased andthe risk of collapse has substantially reduced.

Keywords: Low rise building, STAA D Pro, wind and seismic load, bracing system.


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TABLE OF CONTENT

CHAPTER CONTENT PAGE

ACNOWLEDGEMENT i i iABSTRACT ivTABLE OF CONTENT viAPPENDICES xSYMBOLS xiFIGURE xivTABLE xxiii

INTRODUCTION1.1 Introduction1.2 Statement of problem1.3 Objective1.4 Scope of study1.5 Significant of study 5

44

3

II LITERATURE REVIEW 62.1 Introduction 6


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Vll2.2

2.3

2.4

Timor Leste background information 72.2.1 People 82.2.2 Economical and livelihoods 92.2.3 Nature hazard 10

2.2.3.1 Nature wind 112.2.3.2 Natu re Seismic 12

2.2.4 Building construction in Timor Leste 14The Interaction of wind and Structure 162.3.1 Bluff Body Aerodynamics 162.3.2 Windward Wall 182.3.3 Side wall 182.3.4 Roof 192.3.5 Leeward Wall 222.3.6 Wind Loads on low rise buildings 232.3.7 Wind Flow around Buildings 242.3.8 Wind Effe ct 272.3.9 Determination wind load on buildings 292.3.10 Joint beam and column under lateral load 292.3.11 Wind Pressure coefficients 362.3.12 Wind pressur e (Various Parts of Building) 382.3.13 Wind Pressure on surface building 392.3.14 Main Wind Force Resisting system 44Seismic 462.4.1 General effect of Seismic 472.4.2 Seismic effe ct on building 482.4.3 Ground shaking effe ct on Structure 492.4.4 Seismic Load 502.4.5 Factors affec ting seismic load 512.4.6 Building requirements fo r seismic effect 512.4.7 Nature of seismic stresses 532.4.8 Important Parameters in seismic design 55


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2.4.9 Other factors affec ting dama ge 562.4.9.1 Failure Mec hanism of seismic 562.4.10 Building Respond to Seismic 582.4.11 Inertia Forces 592.4.12 Respond of Mom ent Frame Component 602.4.13 Structure behavior under seismic action 632.4.14 Bracing system under seismic load 65

2.5. Summary 68

in METHODOLOGY 703.1 Introduction 703.2 Description of the structure 72

3.2.1 Case study for a two storey building 723.2.2 Study for a four storey residential building 74

3.3 Material Properties selection 763.4 Wind Load design on building 763.5 Seismic load design on building 783.6 Vertical Design Load 803.7 Modeling approaching STAAD PRO 2004 80

IV CASE STUDY FOR TWO STOREY BUILDINGBEHAVIOUR DUE TO WIND AND SEISMICLOADS 824.1 Introduction 824.2 Structure Mo del 824.3 Wind load on Building 88

4. 3. 1 Wind load from front of building 904.3.2 Wind load from side of Building 101

4.4 Seismic Load 108


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4.4.1 Seismic base shear from side building 1084.4.2 Seismic base shear from front of building 1184.5 Summ ary 125

V RESULT AND DISCUSSION 1265.1 Introduction 1265.2 Structure Mod eling 1275.3 Wind design Load on Building 130

5.3.1 W ind load effect from side of building 1355.3.2 Wind load from front of the building 149

5.4 Material Properties and seismic design load 1525.4.1 Dynam ic displacement 1535.4.2 Seismic load 1535.4.3 Seismic Respond Analysis 1545.4.4 Seismic Ef fect on Building 155

5.5. Summ ary 180

VI CONC LUSION 181

REFERENCES 184


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APPENDIX

APPEND ICES CONTENT PAGE

A STRUCTURE PLAN OF LOW RISE BUILDING 190

B WIND AND SEISMIC HAZARD OF TIMOR LESTE 195

C WIND AND SEISMIC LOAD DESIGN FOR A FOURSTOREY RESIDENTIAL BUILDING 219

D STUDY CASE (CASE 1, 2 AND 3) FOR A TWO STOREYBUILDING UNDE R WIND AND SEISMIC LOADS 247

E RESULT ANALY SIS FOR A FOUR STOREY BUILDING(STRUCTURE CASE 1, 2 AND 3) UNDER SEISMIC ANDWIND LOADS 290

F SEISMIC AND TECTONIC OF TIMOR LESTE 330

G TIMOR LESTE WIND DIRECTION AND SPEEDAVERAGES 351


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SYMBOL

a - Time s the accelerationA^ Eff ectiv e frontal (strip) area considered for the structure at height zB - Width of building norm al to the oncom ing windC - Drag force coefficient; andC - General Factor that accounts for the specificC e - Com bined height, exposure and gust factor coefficientC f - Force coefficient for the buildingCp - Pressure coefficientCq - Pressu re coeff icient for the structure under considerationC dy n - Dyn am ic respons e factor (total load/ mean load)d0 - The lowest height of validity of U(z)m mDL - Dead LoadE - Modu lus elasticityEL - Seismic Load/ 0 - First mod e natural frequency of vibration of a structure in the along

wind direction in hertz.fc - 2Q sin = Coriolis parameter in 1/sF^ - Along -wind equivalent static load on the structure at any height z

corresponding to strip area Ag R - Peak factor for resonant response (1 hour period)h t - Heigh t of the i floor above the base


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hk - Denotes the internal bounda ry layerH - Averag e roof height of structure above the groundH - The height to caves is parapetH s - Height factor for the resonant responseI An importance factorI h - Turbulence Intensity, Obtain from table 31 by setting z equal to hk - The power that differs from one seismic code to anotherK - Von Ka rman 's constant k = 0.4L - The greater horizontal dimension of a buildingLL - Live LoadM - MomentM - Mass of the buildingN - Number of storiesP - Wind pressureP - Mean wind loadP0 - Atmospheric pressureP z - Wind p ressure in N/m 2 at height z (pz) obtained 0.6 (N /m2)P(z,t) - Peak externally applied wind load in whichjPmax - 1 sec. Maximum pressureP ^ - 1 sec. Minimum pressureq - Dy nam ic pressure of wind (stagnation pressure)Qs - Wind stagnation pressureRw - Principal new factorS - Size reduction factor givenS a . Altitude and topograp hy factorSb . Terrain and building factorSd . A direction factor used to ensure that whe n specific wind direction are

used in the design c alculations the risk of accidences is the same fordirection.


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Sp . Probability factor to allow the designer to select a risk other than thestandard 2% per annum.S s . A seasonal factor to allow for non-perm anent structures51 . Topog raphy factor52 . Factor accounting for building height, element size and terrain category53 . Probability factor used to vary the annual design risk. (Analysis S3=1.0)54 . Direction factor defined as for BS 6399. In this analysis S4= 1.0U(z) - Mean velocity of the wind at height z above ground in m/sV - Me an wind velocity at building heigtV - Seismic base shear (Vertical compon ent of force)Vs - A site wind speedx - Distance from the step in roughnessW - The lesser horizontal dimension a buildingWL - Wind LoadW - We igh of buildingW { - The weight of buildingz - Height above ground in mZ - Factor adjus t for probab ilityz0 - Roughness length in meterZ 0 max - The larger of the upstream and down stream roughne ssQ - 0.726 10-4 = angular rotation velocity in rad/s(f> - Latitu de of location in degre ep - Density by of air (1.225 kg/m3)l / 2 p F 2 - Dyn am ic pressure-Static pressure at building height


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FIGURE

NO CONTENT PAGE

2.1. Loca lity map of east Timor Leste 72.2 Map of Districts in Timor Leste 92.3 (a) Prevailing wind Season in Timor Leste, (b) Global

Wind Ma p 112.4 Seismic epicenters in the Ban da Sea region 122.5 Peak Ground acceleration of Tim or Leste due to seismic

2005 132.6 (a) A traditional Fataluku house from Lospalos in east

Timor Leste, (b) One of the styles of Uma Lulik (traditionalhouse s) in the Atsab e sub district (west Timor Leste) 15

2.7 (a) M any house s in villages are still use bambo o and woodbuilding, (b) a traditional single storey building usereinforce concrete, (c) Two storey building (office) in thecenter of Dili Timor Leste, (d) Two storey building (flat) ismad e of reinforce concrete 15

2.8 (a) Param eter of wind, (b) Typical wind flow patternsaround the building 17

2.9 a) Windw ard and leeward pressure, b) Roof and side wallpressure 18

2.10 The conical vortices 202.11 Mo dels building 21


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2.12 (a) Buildin g configurations showing frames attached to7.5m high walls, (b) Roof and wall pressure zone forcom ponents and cladding 23

2.13 (a).Wind flow lines around a simple building shape, (b) andwind pressur e diagram on gabled roof building 25

2.14 (a) and (b)Basic fluid mechanics govern how windpressures Influence structures, (c) Distribution of pressures(+) and suctions (-) on house with a low-sloped roof withwind perpen dicular to eave 26

2.15 Wind flow around Building 272.16 Wind load on external walls, pitched and hipped 282.17 Repre sentation of building loaded by wind. The load on

amp concentration in the node 312.18 Structure of wind velocity and pressure on building 342.19 Variation of internal pressure with exterior building 362.20 Notation for heights Along-wind load on a structure on a

strip area at any height. 432.21 Com mon term s and factors affec ting shaking intensity 472.22 Fundam ental seismic response of building 492.23 Seismic vibrations of a building and resultant seismic force 502.24 Stress condition in a wall element 542.25 Lay out of eight storey building 552.26 (a) Failure mech anism of wall enclosure without roof, (b)

Long building with roof trusses Failure mechanism of wallenclosure without roof 57

2.27 Def orm ation of the shear wall with openings 582.28 Imp ortance of designing walls or column for horizontalseismic force of the pacif ic seismic engineering research 60

2.29 Seismic Ef fec t on view of front face building 612.30 Dam age to a no ductile reinforced concrete beam 612.31 Failure of lap splices in a mom ent frame connection 62


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xvi2.32 Typical Transverse reinforcem ent in column 622.33 Dam age to mom ent frame columns 632.34 Horizontal shear in corner joint 652.35 Variou s types of eccentrically braced, (a) V is bracing; (b)

K bracing; (c) X is bracing and (d) Y bracing 662.36 Eccen tric beam-colum n connections in an exterior fram e 683.1 Flow chart of building analysis 713.2 2D Fram e Analysis for Case 2a and Case 2b (Front View) 733.3 2D Fram e Analysis for Case 2a and Case 2b (Side View) 733.4 Plane view of a two storey Building 743.5 Side view a four storey Building 753.6 Front view four storey building labeling 753.7 Flow chart for wind load design 773.8 Flow chart for seismic load design 803.9 Flow chart for STAAD Pro 2004 814.1 Structure plan of a two storey building due to lateral

pressure 834.2a Fram e 1 structure under loading 844.2b Fram e 2 structures under loading 854.3 Fram e 1 with various bracing system 864.4 Fram e 2 with various bracing system 874.5a Illustration of wind pressure from front of building (3D) 884.5b Illustration Wind pressure from side of building (3D) 894.6 Vertical and Lateral Load (DL + LL + WL) for Frame 2a

(2D) 894.7 Illustration of displacement, shear and mom ent under Wind

load (3D) 904.8 2D Bending mom ent under wind load (WL) only for Frame

2a (Case 1) 914.9 2D bending mom ent under combination load for Frame 2a

(Case 1) 92


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xvi i

4.10 Comparison maximum moment under combination load onstructure Frame 2 a (Case 1, Case 3, Case 5 and Case 6) 944.11 Shear force under combination loading for structure Frame

2a (Case 1) 954.12 Max imum shear force on joint beams under load for

structure Frame 2a (Case 1 with no bracing) 954.13 Com parison on the structure Case 1, Case 2 and case 5

under shear 984.14 2D Joint Displacem ent for structure Frame 2a (Case 1)

under Dead Load and Live Load (DL+LL) 984.15 Maximum joint displacement on Frame 2a Case 1 to Case 6 994.16 Ma ximu m join t displacement under gravity load (DL+LL ) 1004.17 Maxim um join t displacement under Wind Load (WL) only 1004.18 Bending mom ent under gravity load 1014.19 Shear force under gravity load 1024.20 Shear bending under wind load 1034.21 Shear for ce on Elem ent building under wind load 1034.22 Ben ding mo men t under combination load 1044.23 Shear forc e under comb ination load Frame 1 (Case 1) 1044.24 Joint displacement under combination load on Frame l a

(Case 1) 1054.25 Ma ximu m section Beam s displacement under gravity load

Frame 1 (Case 1 to Case 6) 1054.26 Joint displacement under wind load Frame la (Case 1 to

Case 6) 1064.27a Displacem ent under combination load Frame la (Case 1 toCase 6) 1064.27b Joint displacement under combination load (Frame la) 1074.28 Structure under seismic base shear 1084.29 Gravity Load and Seismic base shear of Fram e 1 (2D) 109


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4.30 Joint beams occurred rotate (vibrate) and shear forces anddisplacem ent under seismic load from side of building (3D) 110

4.31 Bend ing mom ent due to Seismic load 1114.32 Seismic force and rotational moment on joint building 1124.33 Seismic shear forc e on structure Case 1 under axial load

(Frame la) 1 134.34 Bend ing mom ent under combination load (DL+LL+EL)

Frame 1 1144.35 Shear forc e unde r combin ation load 1144.36 Illustration of join t displacement (2D) 1154.37 Joint displacement due to seismic load 1154.38 Joint displacem ent under gravity load for Frame la (Case 1

to Cas e 6) 1164.39 Joint displacement under seismic load for Frame la (Case 1

to Case 6) 1174.40 Joint displacement under combination load Frame la(Case

1 to Case 6) 1174.41 a Plane for a two storey building (Frame 2) 1184.41b Seismic effect on building (3D) 1194.42 2D Bend ing Mo ment under Seismic Load (Frame 2a) 1204.43 2D Shear Force (shear Y) under Seismic Load (Frame 2a) 1204.44 2D Bend ing Mom ent under Combination Load

(DL+L L+EL ) Frame 2a 1214.45 Structure Shear under Combination Load (Frame 2a) 1214.46 An illustration of oint displacement under Seismic Load

(EL) from fron t of Frame 2a (Case 1) 1224.47 Joint displacement under Gravity Load (DL+LL) 1234.48 Joint displacem ent under Seismic Load (EL) 1234.49 Joint displacement under Comb ination load (DL+LL+EL) 1244.50 Section beam displacement under Seismic load 1255.1 Structure Case 1 (Structure front 2D ) 127


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5.2 V bracing system for Structure Case 2 (Structure front 2D) 1285.3 X bracing system for structure Case 3 (Structure fron t 2D) 1285.4 Structure Case 1 (Structure side 2D) 1295.5 V bracing system for structure Case 2 (Structure side 2D) 1295.6 X bracing system for structure Case 3 (Structure side 2D) 1295.7 Uniform s wind load on building 1315.8 Con centrate wind load and gravity load 1315.9 Illustration wind pressure from side buildin g in 3D 1325.10 Unifo rm wind load from front of building 1335.11 Concentrate wind load from front of Building 1335.12 Illustration of wind pressure from front of Building in 3D 1345.13 Bending mom ent under gravity load 1365.14 Joint displacemen t unde r gravity load 1375.15 Shear und er win d load (Case 1) 1395.16 Jo int displacemen t under win d load structure Case 1 1405.17a Joint displacemen t under combination load 1415.71b Illustration structure Case 1, Case 2 and Case 3 and join t

displacem ent under wind load (2D) 1425.17c Structure Case 1, Case 2 and Case 3 (2D) 1425.18 Comp arison Joint Displacement due to wind load on

structure Case 1, Case 2 and Case 3 1445.19 Com parison joint displacement under wind load 1455.20 Comp arison joint displacement under gravity load 1455.21 Com parison joint displacement under combination load 1465.22 Comp arison joint displacement under gravity and wind

load (wind pressu re front) 1475.23 Joint displacem ent under comb ination load on building 1475.24 Section beam displaceme nt under combination load 1485.25 Vertical Beam (column) displacement under combination

load 1485.26 Colum n Displace ment subjected to either gravity 149


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5.27 Joint displacement under comb ination load (wind load fromfront of building) 149

5.28 Com parison Section displacements under gravity and windload 150

5.29 Maximum section beams displacement under combinationload 150

5.30 Comparison a maximum displacement on joint beam due towind load from fron t and side of building 151

5.31 Seismic distribution load from side of building 1535.32 Seismic concentrate load from side of building 1545.33 Seismic ground mo tion and distribution force view from

plan building 1565.34a Illustration seismic base shear and distribution load on

building 1585.34b Illustration seismic distribution load ob building used

STAAD Pro 1585.35 Joint connection displacemen t under seismic load (low load

from side of building) 1595.36 Joint beam no. 1039 displacem ent due to low, medium and

high seismic load for structure Case 1, Case 2 and Case 3 1605.37 Maxim um section beam displacement for beam no. 1928

unde r seismic load 1615.38 Shear Force under seismic low Load on structure unbraced

structure (Case 1) 1625.39 Maxim um Shear Force on element building (beams) 1635.40 Maxim um shear force on element columns 1635.41 Ben ding mom ent under seismic low load for structure Case

1 1645.42 Max imum Mom ent for beam no 1133 under combination

load 165

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