effects of irregularities on reinforced cement concrete

effects of irregularities on reinforced cement concrete

EFFECTS OF IRREGULARITIES ON REINFORCED

CEMENT CONCRETE FRAMED BUILDINGS

A DISSERTATION

Submitted in partial fulfillment of the requirements for the award of the degree of

MASTER OF TECHNOLOGY

in

CIVIL ENGINEERING

(With Specialization in Structural Engineering)

By

SAMI SUDHAKAR RAO

DEPARTMENT OF CIVIL ENGINEERING

INDIAN INSTITUTE OF TECHNOLOGY ROORKEE

ROORKEE - 247 667 (INDIA)

JUNE, 2007

CANDIDATE'S DECLARATION

I here by declare that the work which is being presented in the dissertation entitled,

"EFFECTS OF IRREGULARITIES ON R.C.0 FRAMED

BUILDINGS" in partial fulfillment of the requirement for the award of

the degree of MASTER OF TECHNOLOGY in Civil Engineering with specialization in STRUCTURAL ENGINEERING, submitted in the

Department of Civil Engineering, Indian Institute of Technology Roorkee,

Roorkee,is an authentic record of my own work carried out for a period of about six months from January 2007 to June 2007 under the supervision of

Dr.K.K.Singh,Professor,Department of Civil Engineering,Indian Institute

Of Technology Roorkee,Roorkee.

The matter embodied in this dissertation has not been submitted by me for the award of any other degree or diploma.

Date: 21( 01_00 -7

Place: 2 oo

R tc CC

A-ANN-1 (9kA Y

‘I`k

(SAMI.SUDHAKAR RAO)

This is to certify that the above statement made by the candidate is correct to the best of my Knowledge.

/10(

7-64

(DR.K.K.Singh)

Professor

Department of Civil engineering

IIT Roorkee

Roorkee-247667

ACKNOWLEDGEMENTS

I would like to take this opportunity to express my profound sense of gratitude to my guide Dr.K.K.SINGH,Professor,Department of

Civil Engineering, IIT Roorkee for his constant encouragement,

Invaluable guidance and dedicated co-operation rendered through out the thesis period for the successful completion of this work.

I wish to thank all my friends who have indirectly helped at different stages of the thesis work.

The acknowledgements are not complete till I express my regards and thanks to my parents for their blessings and encouragement.

Dated:June,2007

Place:Roorkee

(SAMI.SUDHAKAR RAO)

ABSTRACT

In this report twelve buildings have been analysed.The first building is regular building and remaining buildings are having two kinds of irregularities.

Those are plan and vertical irregularities.These irregular buildings incorporated with different conditions for irregularities.These kind of deficiencies arises due to poor design practices and due to lack of symmetry and continuity.When these irregular buildings subjected to earthquake will produce high forces and moments in members which some times leads to collapse of building.

STAAD.PRO software has been used for analysis and design of all regular and irregular buildings. All analysis and design results are compared and discussed. The quantitative assessment of analysis and design results of regular and various irregular buildings will used to estimate magnitude of damage. The qualitative assessment of results of regular and various irregular buildings will helpful to predict which irregularity is total damage,moderate,slight or none.In plan irregularities the kind of damage occurred to out of plane offsets building is total damage and slight damage to diaphragm discontinuity building. In vertical irregularities the kind of damage occurred to vertical geometric irregularity building is destruction and moderate damage to discontinuity in capacity building and soft storey But the regular building subjected to slight damage.

From the above results it is clear that plan irregularities are and more severe than vertical irregularities . This is due to high torsion and sway compared to vertical irregularities.

The above analysis and design results,and classification of damage are helpful in vulnerability assessment.From the above results weak members can be identified and retrofitted.The retrofitting principle adopted for these irregular buildings are (i) completion of load path (ii)removal of irregularities.The same results can also applied for important buildings,this can be done by multiplying above results by importantance factors.

The present study will be of use in developing standards for assessment of safety of existing buildings. iii

CONTENTS

PageNo.

NDIDATE'S DECLARATION

CKNOWLEDGEMENT

BSTRACT

ONTENTS

(

ST OF FIGURES

1APTER-1:INTRODUCTION

General

Scope of study

Objective of the Study

Organization of Thesis

APTER-2:LITERATURE REVIEW

Causes for Irregularities

Types of Irregularities

Conditions for Irregularities

IAPTER-3:BUILDING DETAILS AND STAAD.PRO 10

RESULTS

i(egular Building and its Staad.pro Results

Irregular Buildings and its Staad.pro Results

1 Plan Irregularities

11 iv

1

1

2

3

4

II

III

IV

VI

5

5

6

7-9

(3.2.1.1) Torsion Irregularity Building

(3.2.1.2) Reentrant corner Building

(3.2.1.3) Diaphragm Discontinuity Building

(3.2.1.4) Out of plane offsets Building

(3.2.1.5) Non parallel Systems Building

3.2.2 Vertical Irregularities

(3.2.2.1) Soft Storey Building

(3.2.2.2) Extreme Soft Story Building

(3.2.2.3) Mass Irregularity Building

(3.2.2.4) Vertical Geometric Irregularity Building

(3.2.2.5) In Plane Discontinuity Building

(3.2.2.6) Discontinuity in Capacity Building

CHAPTER-4: DISCUSSION OF REULTS

35-44

CHAPTER-5: CONCLUSIONS

45-46

REFERENCES

47

APPENDIX A-GRAPHS AND MODE SHAPES 48-117

13

15

17

19

21

23

25

27

29

31

33

LIST OF FIGURES

Fig no. Description page no

Fig 3.1 Regular Building 12

Fig 3.2.1.1 Torsion Irregularity Building 14

Fig 3.2.1.2 Reentrant corner Building

16

Fig 3.2.1.3 Diaphragm Discontinuity Building 18

Fig 3.2.1.4 Out of Plane Offsets Building 20

Fig 3.2.1.5 Non parallel Systems Building 22

Fig 3.2.2.1 Soft storey Building

24

Fig 3.2.2.2 Extreme Soft Storey Building 26

Fig 3.2.2.3 Mass Irregularity Building

28

Fig 3.2.2.4 Vertical Geometric Irregularity Building 30

Fig 3.2.2.5 In Plane Discontinuity Building 32

Fig 3.2.2.6 Discontinuity in Capacity Building 34 vi

CHAPTER - 1

INTRODUCTION:-

1.1 GENERAL :-

A large number of existing buildings in India are severely deficient against earthquake forces and number of such buildings is growing rapidly. This has been highlighted in past earthquakes. The experience during last earthquake of Bhuj has been particularly alarming as not only rural "non-engineered" houses suffered large scale devastation, but also large number of so called

"Engineered Buildings" has collapsed even at a distance of more than 200 km from the epicenter. Large scale collapIrti of R.C.0 Buildings under such moderate shaking has been attributed mainly due to poor design and construction practices prevailing in other parts of country.

Problems of assessment of safety of existing structures against various loads including earthquake load has been recognized world over. In developing countries about 50% of construction industry resources are being utilized for problems associated with existing structures. Many countries have developed standards for assessment of existing structures. In India also the problem is slowly showing its extent. Performance of our structures in recent earthquake has also forced to think on this issue. Many agencies with in the country are working on different aspects of this problem.

There are three principles of seismic resistance

1. Reduced mass

2. Symmetry and continuity

3. Ductility

There are three sources of deficiencies in a building.

1. Inadequate design and detailing

2: Construction defects

3. Degradation of material with time and use.

The kind of deficiencies like plan and vertical irregularities arises due to poor design practice and due to lack of symmetry and continuity. One of main resons for collapse of R.C.0 Buildings is due to irregularities like plan and vertical irregularities.

When these irregular buildings subjected to earthquake will produce high forces and moments in members which some time leads to collapse of building.

1.2. SCOPE OF STUDY:-

In this report twelve buildings have been analysed. First one is complete symmetry building and other eleven buildings is having plan and vertical irregularities.

STAAD . PRO software has been used for analysis and design of these irregular buildings. From the analysis and design results member subjected to severe stress can be identified and strengthened this results can be used in retrofitting of weak members. The retrofitting principle adopted for these irregular buildings are (I) completion of load path (ii) Removal of irregularities

S.No RETROFITING FRINCIPLE

1.

Completion of load path

2.

RETROFITITING TECHNIQUES

Removal of irregularity

RETROFITING TECHNIQUES

Adding missing parts of columns, beams and shear walls

Addition of columns and shear walls to remove in plane and out plane irregularity

3.

Addition of columns and shear walls to stiffen flexible side of building

4.

5

Addition of steel braces to stiffen the flexible side of building

Separation of asymmetric building in to symmetric parts.

2

6.

7.

Increasing the size of members on flexible side of building

Reduction of mass and change of usage at heavily loaded floors

Before retrofitting of an existing building is taken up and it is important to decide how much retrofitting is to be done. In other words we have to asses performance of buildings for future earthquake for an acceptable risk in the context of seismic hazard. Indian code IS 1893-2002 envisages that the building should not suffer significant structural damage under moderate earthquake and it should not collapse during major earthquake and it is adequate for normal structures. However for important structures just prevention of collapse is not adequate. For example for a important hospital building it is desirable that hospital should be functional after earthquake. IS1893 tries to cater this through important factor which is to be multiplied by the design forces for design of important structures.

1.3. OBJECTIVE OF THE STUDY:-

In this report I have analysed twelve buildings. First building is complete symmetric building and remaining eleven building are having two kind of irregularities

(I) plan irregularities (ii) vertical irregularities.

All irregular buildings are analyse and results of this analysis are compared.

The results are plotted in form of graphs.

The quantitative assessment of results of various irregular buildings will consist of estimation of magnitude of damage. From this we can assess whether damages is severe moderate, slight or none.

The qualitative assessment of results of various irregular buildings will helpful to predict which irregularity is most severe, moderate or slight or none.

3

The qu6litative and quantitative assessment of results of various irregular building helpful in various retrofitting techniques.

These are (I) Completion of load path

(ii) Removal of irregularities

1.4. ORGANIZATION OF THESIS:-

In chapter 2 review of literature has been presented. In this chapter brief discription of various kinds irregularities and condition for irregularities has been discussed.

In chapter 3 explains analysis and design of twelve buildings first building is complete symmetric building and other eleven buildings contains various kinds of irregularities these irregularities has been classified in two categories (I) plan irregularities (ii) vertical irregularities.

In chapter 4 analysis and design results has been compared. In chapter 5 conclusions drawn on the basis of comparison of results has been presented.

In APPENDIX analysis and design results are plotted in form of graphs.

4

CHAPTER - 2

LITERATURE REVIEW

2.1 CAUSES FOR IRREGULARITIES :

A large number of buildings in India have incomplete load paths mainly to take advantage of loop holes in building bylaws and some times due to architect's quest for creating new shapes. For example floating columns construction are not uncommon in Indian cities to take maximum advantage of floor area with restrictions on ground area. C.V.R (2002) Murthy explains above trend in building construction in Bhuj earthquake reconnaissance report.

The general seismic load path in building is as follows. The inertial forces originating through out the building are first transferred to horizontal floor diaphragms, the diaphragm transfer these forces to vertical framing systems resisting lateral loads. The vertical framing system consists of beam — column frames and shear walls transfers seismic force to foundation and to a supporting soil.

If there is a discontinuity in load path, the building is incapable of transferring the load to ground and its unable to resist the lateral load during earth quake irrespective the strength of existing members.

The common examples of such building are those in which shear walls or columns are not started from ground but started at floor. Such columns are commonly known as floating columns. This is done to increase the floor area at first floor level or to have a large open spaces at ground floor for commercial purposes.

In such buildings first floor beams are subjected to very high forces as forces from floating columns / shear walls and transfer to other columns and walls through these beams. The above phenomena are explained in ATC 40 (1996).

The remedy to this deficiency is to complete load path by providing missing part of column or shear walls. In case of floating column a new column is erected below floating column. The above phenomena explained in FEMA 273(1997).

Experience during past earthquake has shown that the configuration of building is very important for its performance during earthquake. Building with

5

irregular plan and elevations suffer much more damage compared to regular buildings. The common types of irregularities are.

1. Irregular geometry giving rise to torsion in building

2. Weak or soft stores

3. Concentration of mass on a floor

4. Discontinuity lateral force resisting system.

(2.2) TYPES OF IRREGULARITIES (IS 1893-2002):

a) Plan irregularities i) Torsion Irregularity ii) Reentrant Corner iii) Diaphragm discontinuity iv)

Out of plane offsets v) Non parallel system b) Vertical Irregularities i)

Soft story ii)

Extreme Soft Story iii) Mass Irregularity iv) Vertical geometric irregularity v) In plane discontinuity vi) Discontinuity in capacity a)• PLAN IRREGULARITIES:-

Building with asymmetric plan are subjected to torsion during earthquake as the centre of mass and ceter of stiffness do not coincide in many asymmetric buildings, building with rectangular plans may also subjected to torsion due to asymmetric location of masses, shear walls and stair cases.

Torsion puts additional seismic demand on lateral load resisting vertical elements due to rotation of floor diaphragms. Even if this additional demand is considered in the design by considering additional forces as per code requirements,

6

the building is not expected to perform satisfactorily during earthquake, therefore it is advisable to balance the building configuration rather than designing individual elements for additional forces due to torsion.

Building with non rectangular plans may be divided into rectangular parts by providing slits at proper locations. For this purpose dummy columns are to be constructed at the location of separation and reinforcement of beams, cut to create slit is to be properly welded and anchored into columns. Another alternative to non rectangular plan buildings is to make them structurally symmetric by providing shear walls at suitable location. In this case a proper analysis of building is to be performed to assess its behavior to maintain symmetry even in nonlinear range. The above phenomena explained in FEMA 172(1992).

(2.3) CONDITIONS FOR IRREGULARITIES (IS 1893-2002):

(a) PLAN IRREGULARITIES:

I) TORSION IRREGULARITY:

To be considered, When floor diaphragms are rigid in their own plan in relation to vertical structural elements that resist the lateral forces. Torsional irregularity to be considered to exist when the maximum story drift computed with design eccentricity at one end of the structure transverse to an axis is more than 1.2 times average story drifts at two ends of the structure. ii) REENTRANT CORNER:

Plan configuration of structure and its lateral force resisting system contains reentrant corners when both projection of the structure beyond the reentrant corner is greater than 15% of its plan dimensions in the given direction. iii)

DIAPHRAGM DISCONTINUITY:

Diaphragm with abrupt discontinuities or variations in stiffness including those having cut-out or open areas greater than 50% from one story to next.

7

(IV)OUT OF PLANE OFFSETS:-

Discontinuities in lateral force resisting path such as out of plane offsets of vertical elements. iv) NON PARALLEL SYSTEMS:

The vertical elements resisting the lateral force are not parallel to or symmetric about the major orthogonal axis or the lateral force resisting elements. i) b) VERTICAL IRREGULARITIES:

SOFT STORY AND EXTREME SOFT STORY:

A soft story is one in which the lateral stiffness is less than 70% of that story above or 80% of average lateral stiffness of three stories above.

A extreme soft story is one in which lateral stiffness is less than 60% of that story above or less than 70% of average stiffness of the three stories above.

In building having soft and extreme soft story most of ductility demand is concentrated in the soft and extreme soft story resulting excessive lateral displacement of the story leading to failure of building due to formation of unstable mechanism. ii) MASS IRREGULARITY:

Mass irregularities shall be considered to exist where the seismic weight of any story is more than 200% of that of its adjacent stories. The irregularity need not be considered in case of roofs.

Such mass irregularity affects the dynamic response of structure and results in large contribution from higher modes of vibration. Dynamic analysis is requir&to the calculate the forces accurate and only remedy is to reduce the mass. iii)

VERTICAL GEOMETRIC IRREGULARITY:

Vertical geometric irregularity shall be considered to exist where the horizontal dimensions of the lateral force resisting system in any story is more than 150% of that in its adjacent story. Due to this there is sudden variation of stiffness at the level

8

of discontinuity in lateral force resisting system. Due to this there is sharp rise in lateral displacement and inter story drift which may some times exceeds limit of inter story drift. Due to this there may be collapse of building. iv) INPLANE DISCONTIUITY:

A in plane offset of the lateral force resisting elements greater than the length of those elements.

For example when shear walls above and below the floor are in same plane.

But displaced inplane. This will results in very high seismic demand on columns and floors. The remedy to this irregularity is also completion of load path. v) DISCONTINUITY IN CAPACITY:

A weak story is one in which the story lateral strength is less than 80% of that in the story above. The story lateral strength is t he total strength of all seismic force resisting elements sharing the story shear in the considered direction.

In buildings having weak story resulting in excessive lateral displacement in ) the weak story leading to failure of building due to formation of unstable mechanism.

9

CHAPTER — 3

BUILDING DETAILS AND STAAD.PRO RESULTS

In this chapter twelve buildings have been analysed. First building is completely symmetric building. This is called regular building and remaining eleven buildings are incorporated with specific type of irregularity. All buildings are having same plan area 192 sq.mts. Irregularities are classified in two categories I) Plan irregularities ii) Vertical irregularities.

All buildings are analysed for five load conditions. All analysis and design results are compared.

1st load condition is Dead load.

2nd load condition is live load

3rd load condition is earth quake load

4th load condition is Dead load + live load

5th load condition is Dead load + live load + earth quake load

1

0

(3.1)REGULAR BUILDING AND IT'S STAAD.PRO RESULTS:

Building Details :- It is also called as complete symmetric building

Plan area = 192 sq.mts

Each story height = 3 mts

Number of stories = 10 mts

Column dimensions = 0.5 X 0.5 mts

In all stories

Beam dimension = 0.3 X 0.3 mts

Slab thick ness = 150mm

Density of concrete = 25 KN/m3

Live Load = 3 KN/m2

Depth of foundation = 2m

Soil site factor = 1

Seismic Zone = IV

Importance factor

Response Reduction factor = 3 2

Number of load cases = 5

STAAD SPACE

1

2

3

4

5

6

0.877

0.891

0.915

2.733

2.771

2.849

Friday, June 22, 2007, 04:15 PM

1.14089

1.12238

1.09283

0.36592

0.36087

0.35104

0.000E+00

6.802E-16

1.075E-15

1.073E-08

2.075E-08

2.286E-08

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STAAD SPACE

(METE)

LOAD AVG. )

X Z

1

2

3

4

5

3.00

6.00

9.00

15.00

6

18.00

7

8

12.00

21.00

24.00

0.0000

0.0000

0.1582

0.0000

0.1898

0.0000

0.0000

0.4330

0.0000

0.5196

0.0000

0.0000

0.7213

0.0000

0.8655

0.0000

0.0000

0.9936

0.0000

1.1923

0.0000

0.0000

1.2407

0.0000

1.4888

0.0000

0.0000

1.4592

0.0000

1.7511

0.0000

0.0000

1.6473

0.0000

1.9767

0.0000

0.0000

1.8011

0.0000

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

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1

2

3

4

5

1

2

3

4

0.0000

0.0000

0.1582

0.0000

0.1898

0.0000

0.0000

0.2748

0.0000

0.3298

0.0000

0.0000

0.2882

0.0000

0.3459

0.0000

0.0000

0.2724

0.0000

0.3268

0.0000

0.0000

0.2470

0.0000

0.2964

0.0000

0.0000

0.2186

0.0000

0.2623

0.0000

0.0000

0.1880

0.0000

0.2256

0.0000

0.0000

0.1538

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000•

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0002

0.0000

0.0002

0.0000

0.0000

0.0000

0.0000

0.0001

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

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0.0000 L /999999

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STORY HEIGHT

LOAD

(METE)

BASE= 0.00

10

27.00

30.00

5

1

2

3

4

5

1

2

3

4

X

213. PRINT SUPPORT REACTION ALL

2.1613

0.0000

0.0000

1.9157

0.0000

2.2989

0.0000

0.0000

1.9904

0.0000

Z

DRIFT(CM )

X

Z

RATIO

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0001

0.0000

0.0001

0.1846

0.0000

0.0000

0.1146

0.0000

0.1376

0.0000

0.0000

0.0747

0.0000

0.0896

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

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STAAD SPACE

0.82 466.30

1.12 143.19

22.00 123.98

2.92 914.24

28.74

880.17

-0.82 466.30

-1.12 143.19

22.00 123.98

-2.92 914.24

24.06 880.17

0.18 640.98

0.08

252.32

28.08 5.12

0.39

1339.95

34.00 1078.10

-0.18 640.98

-0.08

252.32

28.08 5.12

-0.39 1339.95

33.38 1078.10

0.89 642.23

2.11 253.10

25.26 172.72

4.50 1343.00

33.91 1281.66

-0.89 642.23

-2.11 253.10

25.26 172.72

-4.50 1343.00

26.71 1281.66

0.31 894.25

0.14 433.72

33.50 7.50

0.68 1991.95

40.75 1602.56

-0.31 894.25

-0.14

433.72

33.50 7.50

-0.68 1991.95

39.65 1602.56

0.95 660.21

2.13 263.96

25.25 172.50

4.61 1386.25

33.99

1316.00

-0.95 660.21

-2.13

263.96

25.25

172.50

177 1

2

3

4

5

200 1

2

3

4

5

210 1

2

3

4

5

220 1

2

3

4

5

133

1

2

3

4

5

156 1

2

3

4

5

166

1

2

3

4

5

176 1

2

3

4

5

89 1

2

3

4

5

112 1

2

3

0.11

-0.47

-0.25

-0.34

-0.18

0.01

-0.78

-0.62

-0.34

-0.18

0.01

-3.49

-0.88

-2.06

0.03

-4.40

-3.49

-0.20

-0.11

0.11

-0.47

-0.25

-0.20

-0.11

-0.78

-0.62

0.00

-0.82

-1.11

1.86

-2.89

-0.08

-0.82

-1.11

1.86

-2.89

-0.08

-0.88

-2.06

0.03

-4.40

0.00

0.00

0.00

0.00

0.00

0.00

0.00

-0.83

-1.13

1.79

-2.95

-0.21

-0.83

-1.13

1.79

-2.95

-0.21

-0.90

-2.12

0.05

-4.52

-3.56

-0.90

-2.12

0.05

-4.52

-3.56

-0.20

-0.10

0.04

-0.45

-0.31

-0.20

-0.10

0.04

-0.45

-0.31

-0.34

-0.17

0.01

-0.77

-0.61

-0.34

-0.17

0.01

-0.77

-0.61

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.68

87.13

-0.92

-2.06

64.21

-4.48

73.46

0.92

2.06

64.21

-0.87

-2.05

64.17

-4.37

73.51

0.87

2.05

64.17

4.37

80.50

-0.31

-0.15

72.15

-0.68

86.04

0.31

0.15

72.15

-0.81

-1.10

60.85

-2.85

70.74

0.81

1.10

60.85

2.85

75.31

-0.17

-0.09

66.82

-0.39

79.86

0.17

0.09

66.82

0.39

80.49

0.00

0.00

0.02

0.00

0.03

0.00

0.00

0.02

0.00

0.02

0.00

0.10

0.00

0.11

0.00

0.00

0.10

0.00

0.11

0.00

0.00

0.01

0.00

0.01

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.01

0.00

0.01

0.00

0.00

0.01

0.00

0.02

0.00

0.00

0.01

0.00

0.01

0.00

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STAAD SPACE

1

.

2.11

::\Documents and Settings\sami sudhakar rao\Desktop\SAMI1.anl

-- PAGE NO.

15

Friday, June 22, 2007, 04:18 P

MOM Z

-0.87

-2.05

64.17

-4.37

73.51

0.87

2.05

64.17

4.37

80.50

-0.31

-0.15

72.15

-0.68

86.04

0.31

0.15

72.15

0.68

87.13

-0.81

-1.10

60.85

-2.85

70.74

0.81

1.10

60.85

2.85

75.31

-0.17

-0.09

66.82

-0.39

79.87

0.17

4.48

80.63

-0.33

-0.15

72.12

-0.72

85.96

0.33

0.15

72.12

0.72

87.12

Page 15 of 2

STAAD SPACE

2

3

4

5

-0.08 252.32

28.08 5.12

-0.39 1339.95

33.38 1078.10

2.12

0.05

4.52

3.67

2.06

0.03

4.40

3.56

0.00

0.02

0.00

0.03

0.09

66.82

0.39

80.49

************** END OF LATEST ANALYSIS RESULT **************

214. PRINT MEMBER FORCES LIST 253 289

Friday, June 22, 2007, 04:19 PM

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMIl.anl

Page 16 of

Friday, June 22, 200/, 04:19 PM

STAAD SPACE

ALL UNITS ARE -- KN METE

MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z

TORSION

MOM-Y MOM-Z

253 1 121 903.51

122 -922.26

2 121 451.37

122 -451.37

3

121

122

7.82

7.82

4 121 2032.33

122 -2060.46

5 121 1635.26

122 -1638.98

289 1 121

131

2 121

131

3 121

131

4 121

131

5 121

131

-0.19

0.19

-0.25

0.25

0.00

0.00

-0.67

0.67

-0.54

0.54

-0.34

0.34

-0.15

0.15

33.42

33.42

-0.73

0.73

39.52

40.69

4.50

4.50

12.00

12.00

6.32

6.32

24.75

24.75

27.39

27.39

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

2.97

-2.97

10.00

-10.00

12.64

12.64

19.45

-19.45

30.73

-0.39

-0.69

-0.33

-0.29

-0.15

28.27

72.12

-1.48

-0.72

32.75

85.96

************** END OF LATEST ANALYSIS RESULT **************

215. PRINT ELEMENT STRESSES LIST 515

.

:\Documents and Settings\sami sudhakar rao\Desktop\SAMIl.anl

Page 17 of

STAAD SPACE

FORCE OR STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH

SQX

VONT

TRESCAT

SQY

VONB

TRESCAB

MX

SX

MY

SY

MXY

SXY

BOTT: SMAX=

2

BOTT: SMAX=

3

0.00

6.26

0.07

1.51

6.87

1.61

6.87 SMIN=

0.22 SMIN=

0.00

4.81

0.06

1.90

5.11 2.11

5.11 SMIN=

2.11 SMIN=

34.61 0.00

7.26

8.39

5.79

6.69

0.02

2.74

5.39 TMAX=

-1.39 TMAX=

0.01

3.35

4.44 TMAX=

1.60 TMAX=

0.00

0.00

BOTT: SMAX=

4

4.19 SMIN=

3.34 SMIN=

0.00

0.20

16.59

17.96

3.35

3.50

-4.19 TMAX=

-3.34 TMAX=

0.03

9.14

TOP 17.96 SMIN=

BOTT: SMAX=

3.50 SMIN=

5

41.53 0.16

15.88 7.45

14.74 TMAX=

0.31 TMAX=

0.03

7.31

18.28 8.42

TOP

18.28 SMIN=

BOTT: SMAX=

7.89 TMAX=

5.73 SMIN= -2.69 TMAX=

0.01

2.81

0.00

0.00

0.74 ANGLE= 0.0

0.81 ANGLE= 0.0

0.00

3.27

0.00

0.00

0.34 ANGLE= 0.0

0.26 ANGLE= 0.0

0.00

0.00

0.00

3.77

4.19 ANGLE= 90.0

3.34 ANGLE= 90.0

0.02

9.12

0.00

0.00

1.61 ANGLE= 0.0

1.59 ANGLE= 0.0

0.02 0.00

7.30 4.52

5.19 ANGLE= 37.8

4.21 ANGLE= -36.2

**** MAXIMUM STRESSES AMONG SELECTED PLATES AND CASES ****

MAXIMUM MINIMUM

MAXIMUM MAXIMUM MAXIMUM

PRINCIPAL PRINCIPAL

SHEAR VONMISES TRESCA

STRESS STRESS

STRESS STRESS STRESS

1.827656E+01 -4.193518E+00 5.194663E+00 1.658877E+01 1.827656E+01

PLATE NO.

515 515 515

515 515

5 3

5 4 5

****************.****END OF ELEMENT FORCES********************

216. START CONCRETE DESIGN

Friday, June 22, 2007, 04:23 PP

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMIl.anl

Page 18 of 23

Friday, June 22, 2007, 04:25 PM

STAAD SPACE

BEAM N 0.

M20

Fe415 (Main) Fe415 (Sec.)

LENGTH: 4000.0 mm

SIZE:

300.0 mm X 300.0 mm

COVER: 25.0 mm

SECTION

SUMMARY OF REINF. AREA

(Sq.mm) mm 1000.0 mm

2000.0 mm

3000.0 mm

REINF.

(Sq. mm) (Sq. mm)

165.90

(Sq. mm)

165.90

(Sq. mm)

REINF. mm)

(Sq. mm)

165.29

(Sq. mm)

165.29

(Sq. mm)

4000.0 mm

211.09

(Sq. mm)

165.29

(Sq. mm)

SECTION mm

SUMMARY OF PROVIDED REINF. AREA

1000.0 mm

2000.0

mm

3000.0 mm

4000.0

mm

3-10i

1 layer(s)

3-10i

1 layer(s)

3-10i

1 layer(s)

3-101

1 layer(s)

3-12i

1 layer(s)

3-12i

1 layer(s)

3-121

1 layer(s)

3-121

1 layer(s)

REINF. @ 200 mm c/c @ 200 mm c/c

2 legged 8i

@ 200 mm c/c

2 legged 8i

@ 200 mm c/c

2 legged 8i

@ 200 mm c/c

********************END OF BEAM DESIGN RESULTS********************

221. DESIGN ELEMENT 515

7:\Documents and Settings\sami sudhakar rao\Desktop\SAMIl.anl

Page 20 of 23

Friday, June 22, 2007, 04:27 PM

STAAD SPACE

ELEMENT DESIGN SUMMARY

***************************END OF ELEMENT DEEIGN***************************

222. DESIGN COLUMN 253

':\Documents and Settings\sami sudhakar rao\Desktop\SAMIl.anl

Page 21 of 2.

STAAD SPACE

(Equally distributed)

TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

SECTION CAPACITY (KNS-MET)

INTERACTION RATIO: 0.49 (as per Cl. 39.6, 15456:2000)

********************END OF COLUMN DESIGN RESULTS********************

Friday, June 22, 2007, 04:29 PM

:::\Documents and Settings\sami sudhakar rao\Desktop\SAMII.anl

Page 22 of 23

4.0000 chilcreri ioed

4.5x4

4 0000 dressing room

2>2 toilet

27,2

4

0000

' nos ter-

04Ll

1-00,1 4 x2.5

- 1111,!

2 5/

Efl corridor 4-4

Li] living room4

4 , 4 dining hall r OD,

4 0000 entrance fig-3.1 Regular building

LI

12

(3.2)IRREGULAR BUILDINGS AND ITS STAAD.PRO RESULTS

(3.2.1)PLAN IRREGULARITIES:

(3.2.1.1)TORSION IRREGULARITY BUILDING :-

BUILDING DETAILS:

Plan area = 192 sq.mts

Each story hight = 3 mts

Number of stories = 10

1st row column dimensions = 500 X 500 mm and 450 X 450 mm

2nd row column dimensions = 450 X 450 mm and 500 X 500 mm

3rd row column dimensions = 500 X 500 mm and 550 X 550 mm

4th row column dimensions = 550 X 550 mm and 600 X 600 mm

5th row column dimensions = 600 X 600 mm and 650 X 650 mm

Beam dimensions = 0.3 X 0.3 mts

Slab thickness = 150 mm

Density of concrete = 25KN/m3

Live load

= 3 KN/m2

Soil site factor

= 1

Depth of foundation

= 2m

Seismic Zone = IV

Importance factor = I

Response reduction factor = 3

Number of load cases = 5

Friday, June 22, 2007, 04:36 PM

STAAD SPACE

MODE

1

2

3

4

5

6

FREQUENCY(CYCLES/SEC)

0.884

0.917

0.969

2.554

2.685

2.904

PERIOD(SEC) ACCURACY

1.13167

1.08995

1.03197

0.39160

0.37245

0.34433

6.915E-16

6.415E-16

1.150E-15

9.377E-09

7.613E-09

1.865E-08

':\Documents and Settings\sami sudhakar rao\Desktop\SAMI4.anl

Page 7 of 24

STAAD SPACE

1.27

2.17

555.33

218.65

29.56 105.63

5.16 1160.97

39.61 1055.53

-0.54 406.22

-0.57

138.32

24.26 196.95

-1.67 816.81

27.77 889.78

-0.09 750.07

-0.78 356.48

38.83 65.81

-1.31 1659.82

45.55 1406.83

-0.41 576.01

-0.63 255.32

32.61 111.24

-1.56 1247.00

37.89 1131.09

1.15 686.77

3.73 336.59

18.63 117.59

7.31 1535.05

28.20 1369.15

-0.72 590.25

-1.14

26.65

235.51

220.68

-2.78 1238.64

29.76 1255.73

-0.07

921.90

-1.41 529.73

26.39 51.54

-2.22 2177.45

29.89 1803.81

-0.74 846.23

-1.31 433.15

34.72 79.06

-3.06

1919.06

39.22

1630.12

1.24 699.08

3.78 317.97

20.21 123.78

7.53 1525.57

30.28

1368.99

-0.76

-1.12

27.99

603.27

215.60

225.58

1 1

2

3

4

24

5

1

2

3

4

5

34

1

2

3

4

5

44 1

2

3

4

45

5

68

1

2

3

4

5

5

1

2

3

4

78 1

2

3

4

5

88

1

2

3

4

5

89

1

2

3

4

5

112

1

2

3

1.87

2.53

57.49

6.59

74.26

1.54

1.94

25.59

5.21

34.87

1.94

4.33

37.79

9.40

52.87

1.49

3.46

20.38

7.44

30.41

0.27

-0.47

47.17

-0.30

56.36

0.47

-0.21

46.80

0.39

56.47

0.36

-1.09

31.49

-1.11

36.90

0.57

-0.86

34.03

-0.44

40.49

0.43

0.27

66.42

1.04

80.53

0.91

0.56

63.72

24.64

-0.15

-0.60

19.56

-1.13

22.57

-0.02

-1.36

16.01

-2.08

17.55

-0.02

-1.27

15.22

-1.94

16.71

-0.11

-0.06

27.12

-0.25

32.34

0.04

0.04

23.92

1.36

2.26

18.02

5.43

25.97

1.16

1.73

7.73

4.33

12.74

1.41

4.12

13.99

8.29

23.42

1.13

3.31

8.71

6.67

15.78

-0.09

-0.71

21.34

-1.21

-0.01

-0.01

5.33

-0.02

6.38

-0.01

-0.01

0.00

-1.77

-2.39

85.02

-6.24

97.03

0.19

-0.01

3.55

0.38

60.77

-0.02

4.25

0.84

73.60

-0.01

-0.01

5.49

-0.03

-0.44

0.46

94.15

0.03

6.56 113.00

0.06

0.43

3.60

-0.01

4.31

0.00

68.93

0.73

83.30

-1.44

0.00

3.62

-0.01

4.34

-0.01

-0.01

5.47

-0.03

6.54

-0.01

0.00

3.58

-0.02

4.28

-0.01

-0.01

5.45

-0.03

6.52

-3.80

43.96

-7.87

46.46

0.20

0.84

65.12

1.56

79.39

-0.26

1.19

51.52

1.39

62.93

0.22

1.00

72.93

1.83

88.98

-0.01

-0.01

5.54

-0.03

6.62

-0.01

-0.01

8.07

-1.69

-3.91

53.52

-8.40

57.51

0.04

0.72

76.59

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMI4.anl

Friday, June 22, 2007, 04:38 PM

Page 12 of

Friday, June 22, 2007, 04:51 PM

STAAD SPACE

SUPPORT

REACTIONS -UNIT KN METE

5

156 1

2

3

4

5

166

1

2

3

4

5

176 1

2

3

4

5

177 1

2

3

4

5

200 1

2

3

4

5

210 1

2

3

4

5

220

1

4

5

122 1

2

3

4

5

132 1

2

3

4

5

133 1

2

3

4

-2.83 1228.30

31.33 1253.33

-0.08 1022.05

-1.56 537.66

33.86 48.89

-2.46 2339.57

38.67 1930.33

-0.66 767.77

-1.22 374.43

29.13 53.63

-2.82 1713.30

32.70 1435.00

1.17 655.26

3.55

260.32

23.21

123.81

7.07 1373.37

33.51

1247.26

-0.55

579.17

-1.05 172.23

31.46 234.78

-2.40 1127.09

35.84

1183.41

-0.07 862.34

-1.32

418.63

30.81 44.95

-2.08 1921.45

35.31

1591.10

-0.49 802.71

-1.20 337.40

39.14

59.70

-2.53

1710.16

44.94 1439.77

1.31 577.18

1.88 142.57

31.28

212.89

4.78 1079.64

41.36 1119.18

-0.41 423.67

-0.53 73.37

25.56 179.94

-1.41 745.57

29.55 812.38

-0.20 666.42

-0.64 230.70

29.38 200.25

-1.25 1345.69

34.25 1316.85

-0.36

632.04

0.12

28.80

-0.23

-0.10

24.67

-0.49

29.22

-0.07

0.03

15.40

-0.06

18.44

2.22

78.24

0.61

0.40

59.14

1.50

72.17

0.52

0.37

34.16

1.34

42.07

-0.53

-0.77

35.62

-1.95

0.27

-0.28

92.77

-0.02

41.18 111.30

-0.35

0.90

-0.59

0.15

30.72

-1.41

86.73

1.57

35.74

105.33

-0.67 0.17

-1.42

26.30

-3.13

29.06

-0.88

60.67

-1.06

71.96

-0.53

-1.24

23.92

-2.66

26.58

-0.63

-0.66

0.69

-0.48

62.61

0.32

75.39

0.91

0.26

46.69 157.53

-1.93 1.76

54.48 190.45

-0.41

-0.51

25.74

-1.39

29.78

-0.71

-1.15

25.67

-2.79

28.57

-0.57

0.83

0.22

81.79

1.58

99.41

0.47

-0.42

74.55

0.07

89.51

1.10

-0.03 1.14

9.66

-0.01

92.82

-0.63

1.10

-0.01

8.03

-0.03

9.61

82.24

0.72

-0.01

-0.01

99.26

0.16

0.93

62.16 5.48

-0.02

6.56

-0.02

-0.01

8.11

-0.04

9.70

-0.02

-0.01

11.53

1.64

75.90

-1.80

-3.78

68.32

-8.38

75.28

-0.41

0.50

95.11

-0.05 0.14

13.80 114.24

-0.01

-0.01

8.08

-0.03

-0.61

0.89

75.64

0.42

9.67

-0.02

91.11

-0.48

-0.01 0.64

11.46 102.46

-0.05 0.24

13.71 123.15

-0.03

-0.02

-2.55

-2.52

15.39 113.67

-0.07 -7.61

18.41 130.32

-0.02 -0.51

-0.01 0.03

11.61

-0.05

85.52

-0.73

13.90 102.05

-0.02 -0.74

-0.01

11.73

0.09

89.35

-0.05 -0.97

14.03 106.45

-0.03 -0.91

::\Documents and Settings\sami sudhakar rao\Desktop\SAMI4.anl

Page 13 of 24

STAAD SPACE

2

3

4

5

-0.62

37.79

175.38

173.94

-1.47 1211.13

44.17 1177.62

-1.05

24.08

-2.43

26.95

-0.04

77.49

1.60

94.26

-0.02

16.13

-0.08

120.05

-0.07

-1.49

19.30

142.87

************** END OF LATEST ANALYSIS RESULT **************

220. PRINT JOINT DISPLACEMENTS LIST 14 190

rriclay, oune zz,

ZUU/,

-P1

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMI4.anl

Page 14 of

STAAD SPACE

-- PAGE NO.

15

4

-0.3879

X-ROTAN Z-ROTAN

0.0001

0.0001

0.0004

0.0004

0.0007

0.0001

0.0001

0.0003

0.0002

0.0005

************** END OF LATEST ANALYSIS RESULT **************

:::\Documents and Settingsksami sudhakar rao\Desktop\SAMI4.anl

Page 15 of 24

-- PAGE NO. 16

Friday, June 22, 2007, 04:57 PM

STAAD SPACE

STORY HEIGHT

LOAD

(METE)

BASE= 0.00

1

3.00

2

3

4

5

6

7

8

6.00

9.00

12.00

15.00

18.00

21.00

24.00

X

Z

DRIFT(CM )

X Z

RATIO

-0.0435

-0.0285

1.2510

-0.1079

1.4149

-0.0602

-0.0402

1.4832

-0.1505

1.6594

-0.0787

-0.0532

1.7222

-0.1979

1.9083

-0.0986

-0.0673

1.9392

-0.2488

-0.0019

-0.0010

0.1522

-0.0044

0.1791

-0.0076

-0.0044

0.4268

-0.0180

0.4977

-0.0167

-0.0103

0.7200

-0.0405

0.8316

-0.0288

-0.0184

0.9980

-0.0708

1.1410

-0.0335

-0.0214

0.7318

-0.0823

0.8123

-0.0505

-0.0326

0.9149

-0.1246

0.9983

-0.0698

-0.0455

1.0815

-0.1730

1.1594

-0.0913

-0.0599

1.2507

-0.2267

1.3195

-0.1142

-0.0753

1.4027

-0.2843

-0.0023

-0.0014

0.1111

-0.0055

0.1289

-0.0089

-0.0054

0.3133

-0.0215

0.3588

-0.0195

-0.0122

0.5288

-0.0475

0.5965

1

2

3

4

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

0.0147

0.0101

0.2530

0.0371

0.2739

0.0167

0.0117

0.2322

0.0426

0.2445

0.0185

0.0131

0.2390

0.0474

0.2489

0.0198

0.0141

0.2170

0.0509

0.0019

0.0010

0.1522

0.0044

0.1791

0.0057

0.0034

0.2746

0.0136

0.3187

0.0091

0.0059

0.2932

0.0225

0.3338

0.0121

0.0081

0.2781

0.0303

0.3094

0.0194 L / 15491

0.0129 L / 23192

0.1666 L / 1292

0.0485 L / 6191

0.1611 L / 1227

0.0214 L / 14011

0.0144 L / 20857

0.1692 L / 1255

0.0537 L / 5587

0.1601 L / 1205

0.0230 L / 13071

0.0154 L / 19427

0.1520 L / 1382

0.0576 L / 5209

0.0023 L /131382

0.0014 L /219393

0.1111 L / 1971

0.0055 L / 54782

0.1289 L / 1675

0.0066 L / 45313

0.0041 L / 73656

0.2022 L / 1092

0.0160 L / 18703

0.2298 L / 941

0.0106 L / 28346

0.0068 L / 44318

0.2154 L / 1023

0.0260 L / 11525

0.2377 L / 899

0.0140 L / 21389

0.0091 L / 32820

0.2030 L / 1079

0.0347 L / 8633

0.2158 L / 969

0.0170 L / 17686

0.0112 L / 26758

0.1831 L / 1186

0.0423 L / 7099

7::\Documents and Settings\sami sudhakar rao\Desktop\SAMI4.anl

Page 16 of 2

STAAD SPACE -- PAGE NO.

17

STORY

HEIGHT LOAD

(METE)

X Z

SE= 0.00

5 2.1280

1.4558

9 27.00 1

2

3

4

5

-0.1192

-0.0819

2.0840

-0.3018

2.2594

-0.1384

-0.0916

1.5031

-0.3451

1.5277

10 30.00 1

2

3

4

5

-0.1401

-0.0963

2.1775

-0.3546

2.3293

222. PRINT MEMBER FORCES LIST 178 253

-0.1634

-0.1082

1.5661

-0.4074

1.5534

DRIFT(CM )

X

0.2197

0.0207

0.0146

0.1448

0.0530

0.1314

0.0209

0.0144

0.0935

0.0529

0.0699

Z

RATIO

0.1363 L / 1365

0.0242 L / 12392

0.0163 L / 18382

0.1004 L / 2072

0.0608 L / 4935

0.0719 L / 2283

0.0250 L / 12023

0.0166 L / 18114

0.0630 L / 3209

0.0623 L / 4818

0.0257 L / 4293

,Documents and Settings\sami sudhakar rao\Desktop\SAMI4.anl

Page 17 of 24

Friday, June 22, 2007, 05:02 PM

STAAD SPACE

AXIAL SHEAR-Y SHEAR-Z TORSION

MOM-Y MOM-Z

178

2

3

4

46

77

46

77

46

77

46

77

5 46

77

-0.11

0.11

-0.32

0.32

0.49

0.49

-0.65

0.65

0.07

1.11

253 121

999.37

122 -1022.05

2 121

537.66

122 -537.66

3

121

122

48.89

48.89

4 121 2305.54

122 -2339.57

5

121 1903.10

122 -1812.99

5.86

5.39

18.44

18.31

3.89

3.89

36.45

35.55

33.83

33.12

0.08 0.23

-0.08 -0.23

1.56 0.10

-1.56 -0.10

33.86 24.67

33.86 24.67

2.46

0.49

-2.46

-0.49

42.59

30.00

38.67 29.22

0.00

0.00

0.00

0.00

0.27

0.27

0.00

0.00

0.32

0.32

0.00

0.00

0.03

-0.03

0.79

0.79

0.04

-0.04

0.98

0.92

-0.01

0.01

-0.01

0.01

8.03

8.03

-0.03

0.03

9.61

9.66

-1.29

0.61

-0.69

0.40

14.91

59.14

-2.96

1.50

15.52

72.17

0.00

0.00

0.00

0.00

0.67

0.66

0.00

0.01

0.81

0.79

5.20

-4.02

18.92

-18.61

10.22

9.25

36.18

-33.95

41.22

-16.06

0.87

-0.63

3.57

1.10

19.80

82.24

6.65

0.72

29.07

99.26

************** END OF LATEST ANALYSIS RESULT **************

223. PRINT ELEMENT STRESSES LIST 511

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMI4.anl

Page 18 of 24

STAAD SPACE

FORCE OR STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH

**** MAXIMUM STRESSES AMONG SELECTED PLATES AND CASES ****

********************END OF ELEMENT FORCES********************

224. START CONCRETE DESIGN

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMI4.anl

Page 19 of 24

Friday, June 22, 2007, 05:05 PM

STAAD SPACE

M20

BEAM N O.

LENGTH: 5000.0 mm

178 DESIGN RESULTS

Fe415 (Main) Fe415 (Sec.)

SIZE:

300.0 mm X 300.0 mm COVER: 25.0 mm

SECTION mm

SUMMARY OF REINF. AREA (Sq.mm)

1250.0 mm 2500.0 mm

3750.0 mm 5000.0 mm

REINF.

REINF.

(Sq. mm)

(Sq. mm)

165.90

(Sq. mm)

165.90

(Sq. mm)

165.90

(Sq. mm)

230.15

(Sq. mm)

(Sq. mm) (Sq. mm)

(Sq. mm) (Sq. mm)

SUMMARY OF PROVIDED REINF. AREA

SECTION mm

1250.0

3-10i mm

1 layer(s)

3-10i

1 layer(s)

2500.0

3-101 mm

3-10i

1 layer(s)

1 layer(s)

3750.0

3-101 mm

1 layer(s)

3-10i

1 layer(s)

5000.0 mm

5-10i

1 layer(s)

3-10i

1 layer(s)

SHEAR 2 legged 81 2 legged 8i

REINF. @ 126 mm c/c @ 120 mm c/c

2 legged 81 2 legged 8i 2 legged 8i

@ 120 mm c/c @ 120 mm c/c @ 120 mm c/c

********************END OF BEAM DESIGN RESULTS********************

229. DESIGN COLUMN 253

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMI4.anl

Page 21 of 24

STAAD SPACE

: 2420.00 Sq.mm.

(Equally distributed)

TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 300 mm c/c

SECTION CAPACITY (KNS-MET)

3453.95

191.14

INTERACTION RATIO: 0.74 (as per Cl. 39.6, IS456:2000)

********************END OF COLUMN DESIGN RESULTS********************

230. DESIGN ELEMENT 511

Friday, June 22, 2007, 05:07 PM

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMI4.anl

Page 22 of 24

Friday, June 22, 2007, 05:08 PM

STAAD SPACE

ELEMENT DESIGN SUMMARY

************ *************END OF ELEMENT DESIGN***************************

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMI4.anl

Page 23 of 24

500x500 500x 500

45[) ''01 4 511 i'1 ci

4.0 000

3 0000 f,0(1

C

,lif

Li Li g. "11

1-D

5.0000

4.0000— fig-3.2.1 1 Torsion irregularity building

14

(3.2.1.2)RE ENTRANT CORNER BUILDING :

BUILDING DETAILS:

Plan area = 192 sq.mts

Each story height = 3 mts

Number of stories = 10

Column dimension = 0.5 X 0.5 mts

In all stories

Beam dimension = 0.3 X 0.3 mts

Slab Thickness = 150 mm

Density of concrete = 25KN/m3

Live load

= 3 KN/m2

Soil site factor = 1

Depth of foundation = 2m

Seismic zone = IV

Importance factor = 1

Response reduction factor = 3

Number of load cases = 5

15

Friday, June 22, 2007, 05:13 PM

STAAD SPACE

MODE

1

2

3

4

5

6

FREQUENCY(CYCLES/SEC)

0.827

0.843

0.931

2.601

2.667

2.950

PERIOD(SEC) ACCURACY

1.20990

1.18672

1.07354

0.38439

0.37499

0.33903

2.503E-15

2.408E-15

6.430E-15

3.758E-09

6.057E-10

3.528E-08

)cuments and Settings\sami sudhakar rao\Desktop\SAMI2.an1

Page 7 of 23

STAAD SPACE

1 1

2

3

4

5

23 1

2

3

4

5

33 1

2

3

4

5

34 1

2

1.67 568.07

3.03 207.09

20.87 121.48

7.05 1162.73

30.68

1075.97

-0.40 387.60

-0.39 90.29

24.66 261.22

-1.18 716.83

28.64 886.93

-1.18 597.78

-2.85 226.86

29.65 184.98

-6.04 1236.96

30.75

1211.55

1.61

864.27

6.13

404.66

24.07 135.71

11.61 1903.41

38.18 1685.57

-0.80 584.62

-0.67 204.82

28.80 335.74

-2.20 1184.16

3

4

5

56 1

2

3

4

66

5

1

2

3

32.80 1350.21

-1.34 870.82

-5.54

422.21

35.89 199.91

4 -10.33 1939.55

5 34.81 1791.53

67 1

2

1.65

6.56

948.29

461.61

3

4

5

89 1

24.13

12.32

38.81

-0.98

133.16

2114.85

1851.68

654.87

99

2

3

4

5

1

2

3

-0.73 246.93

29.26

329.27

-2.57

1352.70

33.06

1477.28

-1.56 949.39

-5.89

478.65

36.25 207.75

4 -11.18 2142.06

5 34.55 1962.95

100 1

2

3

1.60

6.48

23.96

932.45

449.37

125.86

13.40

3.74

19.07

0.50

1.03

24.94

2.30

31.76

0.55

0.43

9.53

1.48

12.62

0.44

1.30

18.63

2.61

24.44

-0.12

-0.07

24.06

-0.28

28.65

-0.07

-0.09

9.41

-0.24

11.10

-0.20

-0.10

18.41

-0.45

21.73

-0.35

-0.20

24.15

0.85

1.17

19.63

3.03

25.98

0.82

0.75

8.27

2.35

11.81

0.73

1.76

70.89

-0.31

-0.33

24.39

-0.95

28.51

-0.48

-0.34

38.40

-1.24

45.09

-0.80

-0.49

59.99

33.52

2.87

42.53

0.04

0.73

60.85

1.15

73.94

0.32

0.21

24.45

0.80

29.98

0.16

1.03

38.60

1.77

47.74

-0.56

-0.34

59.97

-1.34

0.38

0.86

55.65

1.86

68.27

0.59

0.53

23.11

1.68

29.07

0.44

1.48

-0.06

-0.03

3.48

-0.13

4.07

-0.05

-0.02

3.59

-0.10

4.23

-0.06

-0.02

3.56

-0.12

4.17

-0.05

-0.02 -6.44

3.55 63.42

-0.11 -14.04

4.17

-0.05

-0.02

3.52

64.87

-0.57

0.14

67.98

-0.10

4.14

-0.65

81.06

-0.05

-0.02

-0.06

4.83

3.52

-0.11

4.13

74.85

7.15.

-0.05

-0.02

95.54

-2.82

-6.83

3.53

63.37

-0.10 -14.47

4.16

-0.06

-0.02

3.49

-0.12

4.10

64.46

-0.26

0.23

68.33

-0.04

81.96

-0.05

-0.02

3.51

-0.10

4.13

-0.05

-0.02

3.52

0.29

5.19

75.09

8.22

96.69

-2.64

-6.74

62.98

-3.10

-3.50

60.27

-9.89

64.40

-1.08

-0.17

63.92

-1.87

75.21

-0.34

2.20

68.81

2.80

84.81

-2.92

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMI2.anl

Friday, June 22, 2007, 05:15 PM

Page 12 of 23

STAAD SPACE

TYPE = SPACE

4

5

122 1

12.12 2072.73

38.44 1809.22

-0.34 549.50

-0.08 215.20 2

3

4

28.55 154.48

-0.63 1147.05

5

132 1

2

3

33.76 1103.02

-1.36 866.76

-5.45 399.14

35.13 223.84

4 -10.22 1898.84

5

143 1

2

3

33.98

1.04

0.71

28.65

1787.68

557.25

185.17

38.46

4

5

154 1

2

155

3

4

5

1

2

3

4

2.63

36.48

-0.96

-1.31

1113.63

937.05

404.48

100.63

20.95 146.01

-3.41

757.66

22.42 781.34

-0.66 471.79

-2.57 144.67

166

177

188

5

1

2

3

4

5

1

2

3

4

5

1

2

25.37 144.41

-4.84

924.69

26.58 913.04

0.17 699.40

0.22 283.72

34.15

25.98

0.58 1474.69

41.45 1210.93

1.13

662.39

2.23 327.90

25.31 132.21

5.04 1485.45

34.40 1347.01

-0.96 427.53

-1.72 118.50

3

4

5

199

1

2

3

4

210

5

1

25.39

-4.02

27.25

0.16

0.00

33.12

0.24

122.06

819.05

801.72

630.96

242.27

52.73

1309.84

39.93 1111.15

-0.15 759.93

-0.83

28.32

-1.38

-1.28

11.46

-3.98

10.57

-1.18

-2.55

16.72

-5.60

15.58

0.65

0.72

5.62

2.05

8.38

0.50

0.27

4.66

1.16

6.52

0.47

0.33

5.22

1.21

7.24

0.47

0.74

7.41

1.81

10.34

-0.30

0.66

15.72

0.54

19.30

-0.29

-0.48

3.28

-1.15

3.01

-0.47

-1.06

5.38

-2.29

4.62

-0.39

15.45

0.63

0.27

12.51

1.34

16.09

0.38

0.55

14.64

1.39

18.69

-0.59

0.38

35.84

-0.31

42.76

-0.11

-0.52

9.79

-0.93

11.00

-0.52

-1.18

12.68

-2.56

13.17

-0.66

-1.93

70.44

-1.59

-1.49

26.33

-4.63

27.89

-1.44

-2.71

36.77

-6.23

39.15

0.56

0.53

12.90

1.64

16.79

0.67

0.21

12.00

1.31

-0.04

3.54

-0.16

4.12

-0.07

-0.04

3.60

-0.17

4.19

-0.05

-0.10 -14.07

4.14 64.32

-0.05

-0.02

-0.79

-0.40

3.46

-0.10

4.07

-0.04

67.41

-1.78

79.48

0.20

4.77 -0.01

3.49

-0.09

4.11

73.78

7.45

-0.07

-0.02

3.53

-0.14

4.12

-0.08

-0.03

3.62

94.50

-2.15

-1.17

67.45

-4.98

76.96

-0.21

0.79

59.89

0.87

-0.16

4.21

-0.07

-0.03

72.56

-0.41

2.04

66.47 3.57

-0.15

4.16

2.45

81.72

-0.07

-0.03

3.55

-1.21

-0.65

75.00

-2.79

-0.15

4.14

-0.06

-0.03

3.54

-0.13

.

4.14

-0.07

87.76

-2.14

-2.60

66.45

-7.11

74.05

0.03

1.29

74.17

1.98

90.59

-1.06

-0.39

81.71

-2.17

96.32

-0.80

Friday, June 22, 2007, 05:16 PM

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMI2.anl

Page 13 of 23

STAAD SPACE

221 1

2

3

4

5

2

3

4

5

-1.54

31.87

-2.53

36.23

1.66

3.39

23.31

7.58

34.03

303.32

90.56

1594.88

1384.58

629.35

246.97

79.36

1314.48

1146.81

-1.20

14.12

-2.39

15.03

-1.26

-2.12

17.00

-5.06

16.35

-1.40

34.26

-3.10

38.63

-1.69

-2.34

52.90

-6.05

58.64

-0.03

3.56

-0.12

4.18

-0.05

-0.01

3.39

-0.08

4.00

1.05

80.43

0.39

96.82

-2.57

-3.73

71.91

-9.46

78.73

************** END OF LATEST ANALYSIS RESULT **************

221. PRINT MEMBER FORCES LIST 192 209

Friday, June

22, 2007, 05:18 PM

\Documents and Settings\sami sudhakar rao\Desktop\SAMI2.anl

Page 14 of 23

Friday, June 22, 2007, 05:19 PM

STAAD SPACE

AMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y

MOM-Z

192 1 98 930.64

99

-949.39

2 98 478.65

99

-478.65

3 98 207.75

99 207.75

4 98 2113.94

1.56 0.20

-1.56 -0.20

5.89 0.10

-5.89 -0.10

36.25

36.25

11.18

18.41

18.41

0.45

99 -2142.06 -11.18 -0.45

5 98 1940.44

99 -1464.35

52.45 22.46

34.55 21.73

209 1 68

2 68

3

4

98

98

68

98

68

98

5 68

98

-0.25

0.25

-0.58

0.58

0.73

0.73

-1.25

1.25

-0.13

1.87

6.90

6.60

26.30

26.20

0.00

0.00

0.00

0.00

3.14 0.10

3.14 0.10

49.80 -0.01

49.20

43.61

43.12

0.01

0.12

0.13

0.01

-0.01

0.00

0.00

0.62

0.62

0.02

-0.02

0.75

0.72

-0.05

0.05

-0.02

0.02

3.51

3.51

-0.10

0.10

4.13

4.29

0.01

0.01

0.01

0.01

0.32

0.31

0.03

0.03

0.40

0.40

-0.12

-0.48

0.03

-0.34

16.83

38.40

-0.13

-1.24

20.10

45.09

7.10

-6.18

32.37

-32.08

9.83

8.99

59.21

-57.38

59.16

-35.11

4.40

0.29

12.48

5.19

33.83

75.09

25.33

8.22

60.86

96.69

************** END OF LATEST ANALYSIS RESULT **************

222. PRINT ELEMENT STRESSES LIST 525

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMI2.anl

Page 15 of 23

Friday, June 22, 2007, 05:21 PM

STAAD SPACE

FORCE OR STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH

ELEMENT LOAD

TRESCAT TRESCAB

525 1 0.62

12.84

14.82

-0.24

10.47

11.35

0.05

1.98

0.02

2.19

0.00

-1.59

TOP SMAX=

BOTT: SMAX=

14.82 SMIN= 6.94 TMAX=

-2.07 SMIN= -11.35 TMAX=

3.94 ANGLE= -6.6

4.64 ANGLE= 14.7

2

TOP : SMAX=

0.20

49.35

55.78

-0.07

39.10

43.27

0.19

6.38

55.78 SMIN= 17.82 TMAX=

0.05

3.56

0.01

-1.16

18.98 ANGLE=

0.8

BOTT: SMAX=

-10.46 SMIN= -43.27 TMAX= 16.40 ANGLE= 5.0

3 20.22 16.83 0.24

0.01 0.04

71.45

74.22

59.63

62.46

6.98

7.99 5.52

TOP

74.22 SMIN=

BOTT: SMAX=

5.90 TMAX= 34.16 ANGLE= 14.9

6.15 SMIN= -56.32 TMAX=

31.23 ANGLE=

5.4

4

1.23

92.89

-0.46

73.93

0.35

12.54

0.11

8.62

0.01

-4.12

105.75 81.61

TOP

105.75 SMIN= 37.30 TMAX= 34.22 ANGLE= -0.5

BOTT: SMAX= -19.11 SMIN= -81.61 TMAX=

31.25 ANGLE= 7.1

5 25.25

155.46

19.83

129.06

0.56

18.42

0.10

16.48

0.06

3.33

171.32 132.84

TOP

171.32 SMIN= 39.25 TMAX=

66.04 ANGLE= 8.8

BOTT: SMAX= -7.94 SMIN= -132.84 TMAX=

62.45 ANGLE= 6.1

**** MAXIMUM STRESSES AMONG SELECTED PLATES AND CASES ****

MAXIMUM

MINIMUM MAXIMUM MAXIMUM

MAXIMUM

PRINCIPAL

PRINCIPAL SHEAR

VONMISES TRESCA

STRESS STRESS STRESS

STRESS STRESS

1.713245E+02 -1.328440E+02 6.603711E+01 1.554610E+02 1.713245E+02

PLATE NO.

525 525 525

525 525

5

5 5 5

5

********************END OF ELEMENT FORCES********************

223. PRINT STORY DRIFT

'\Documents and Settings\sami sudhakar rao\Desktop\SAMI2.anl

Page 16 of 23

STAAD SPACE -- PAGE NO. 17

Friday, June 22, 2007, 05:23 PM

STORY HEIGHT

LOAD

BASE=

(METE)

0.00

1 3.00

2

3

4

5

6

7

8

6.00

9.00

12.00

15.00

18.00

21.00

24.00

X Z

DRIFT(CM

)

X Z

RATIO

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

-0.0692

-0.0387

1.0926

-0.1618

1.1817

-0.1039

-0.0602

1.3772

-0.2461

1.4557

-0.1433

-0.0851

1.6345

-0.3426

1.6872

-0.1865

-0.1128

1.8615

-0.4490

1.8746

-0.2327

-0.1424

2.0539

-0.5627

-0.0047

-0.0019

0.1676

-0.0099

0.1933

-0.0184

-0.0088

0.4657

-0.0407

0.5262

-0.0403

-0.0213

0.7849

-0.0924

0.8680

0.0047

0.0019

0.1676

0.0099

0.1933

0.0137

0.0069

0.2980

0.0309

0.3330

0.0219

0.0125

0.3192

0.0516

0.3417

0.0289

0.0174

0.3077

0.0694

0.3137

0.0347

0.0215

0.2846

0.0843

0.2741

0.0394

0.0249

0.2573

0.0966

0.2315

0.0432

0.0277

0.2270

0.1063

0.1874

0.0461

0.0297

0.1924

0.1137

0.0009

0.0008

0.0785

0.0025

0.0962

0.0034

0.0031

0.2188

0.0098

0.2704

0.0075

0.0065

0.3704

0.0210

0.4613

0.0129

0.0109

0.5174

0.0357

0.6495

0.0195

0.0161

0.6530

0.0534

0.8264

0.0270

0.0220

0.7728

0.0736

0.9863

0.0354

0.0285

0.8735

0.0958

1.1249

0.0444

0.0354

0.9525

0.1196

0.0008 L /157083

0.0785 L / 1789

0.0025 L / 30438

0.0962 L / 1552

0.0025 L / 21843

0.0023 L / 43787

0.1404 L / 1006

0.0072 L / 9715

0.1743 L / 901

0.0041 L / 13686

0.0034 L / 23987

0.1516 L / 940

0.0112 L / 5809

0.1909 L / 878

0.0054 L / 10391

0.0044 L / 17249

0.1470 L / 975

0.0147 L / 4323

0.1882 L / 956

0.0066 L / 8650

0.0052 L / 13934

0.1356 L / 1054

0.0177 L / 3558

0.1769 L / 1094

0.0076 L / 7606

0.0059 L / 12033

0.1198 L / 1166

0.0202 L / 3107

0.1599 L / 1296

0.0084 L / 6938

0.0065 L / 10848

0.1007 L / 1321

0.0222 L / 2821

0.1386 L / 1601

0.0090 L / 6506

0.0069 L / 10111

0.0790 L / 1559

0.0238 L / 2639

c:\Documents and Settings\sami sudhakar rao\Desktop\SAMI2.anl

Page 17 of 23

STAAD SPACE

-- PAGE NO. 18

Friday, June 22, 2007, 05:25 PM

STORY

HEIGHT

(METE)

SASE= 0.00

X

5 2.0145

9

27.00 1

2

3

4

5

-0.2807

-0.1735

2.2058

-0.6813

2.1019

10 30.00 1

2

-0.3290

-0.2034

3

4

5

224. START CONCRETE DESIGN

2.3156

-0.7985

2.1400

Z

DRIFT(CM )

X Z

RATIO

1.2387

0.0538

0.0426

1.0084

0.1445

1.3258

0.0635

0.0500

1.0433

0.1702

1.3881

0.1399

0.0481

0.0310

0.1519

0.1186

0.0874

0.0482

0.0299

0.1098

0.1172

0.0380

0.1138 L / 2144

0.0094 L / 6239

0.0072 L / 9671

0.0560 L / 1974

0.0249 L / 2528

0.0871 L / 3432

0.0097 L / 6218

0.0074 L / 10035

0.0348 L / 2731

0.0256 L / 2559

0.0623 L / 4815

C:\Documents and Settings\sami sudhakar rao\DeSktop\SAMI2.anl

Page 18 of 23

Friday, June 22, 2007, 05:26 PM

STAAD SPACE

M20

BEAM N O.

LENGTH: 6000.0 mm

209 DESIGN RESULTS

Fe415 (Main)

SIZE: 300.0 mm X 300.0 mm

Fe415 (Sec.)

COVER: 25.0 mm

SECTION

0.0 mm

SUMMARY OF REINF. AREA

(Sq.mm)

1500.0 mm

3000.0 mm

4500.0 mm 6000.0 mm

REINF.

REINF.

(Sq. mm)

(Sq. mm)

165.90

(Sq. mm)

165.29

(Sq. mm)

165.90

(Sq. mm)

398.85

(Sq. mm)

(Sq. mm) (Sq. mm)

(Sq. mm) (Sq. mm)

SECTION

0.0 mm

SUMMARY OF PROVIDED REINF. AREA

1500.0 mm

3-12i

1 layer(s)

3-16i

1 layer(s)

3000.0 mm

3-12i

1 layer(s)

3-16i

1 layer(s)

4500.0 mm

3-12i

1 layer(s)

3-16i

1 layer(s)

6000.0 mm

7-12i

1 layer(s)

3-16i

1 layer(s)

REINF. @ 120 mm c/c

2 legged 8i

@ 120 mm c/c

2 legged 8i

@ 120 mm c/c

2 legged 8i

@ 120 mm c/c

2 legged 8i

@ 120 mm c/c

********************END OF BEAM DESIGN RESULTS********************

229. DESIGN COLUMN 192

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMI2.anl

Page 20 of 23

STAAD SPACE

(Equally distributed)

TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

SECTION CAPACITY (KNS-MET)

INTERACTION RATIO: 0.92 (as per Cl. 39.6, IS456:2000)

********************END OF COLUMN DESIGN RESULTS********************

230. DESIGN ELEMENT 525

Friday, June 22, 2007, 05:28 PM

:\Documents and Settings\sami sudhakar rao\Desktop\SAMI2.anl

Page 21 of 23

STAAD SPACE

ELEMENT DESIGN SUMMARY

***************************END OF ELEMENT DEEIGN***************************

Friday, June 22, 2007, 05:29 PM

':\Documents and Settings\sami sudhakar rao\Desktop\SAMI2.anl

Page 22 of 23

fig-3.2.1.2 Reentrant corner building

16

(3.2.1.3)DIAPHRAGM DISCONTINUITY BUILDING:

BUILDING DETAILS:

Plan area = 192 sq.mts

Each story height = 3 mts

Number of stories = 10

Column dimension = 0.5 X 0.5 mts

In all stories

Beam dimension = 0.3 X 0.3 mts

Slab Thickness = 150 mm

Seismic zone = IV

Density of concrete = 25KN/m3

Live load = 3 KN/m2

Soil site factor = 1

Depth of foundation = 2m

Importance factor = 1

Response reduction factor = 3

Number of load cases = 5

6th story having portion of = 6 X 12 sq. mts slab dimensions.

STAAD SPACE

1

2

3

4

5

6

0.866

0.899

0.937

2.641

2.761

2.902

Friday, June 22, 2007, 05:34 PM

1.15467

1.11295

1.06680

0.37864

0.36225

0.34458

1.200E-15

3.010E-15

5.735E-15

8.975E-08

1.061E-07

3.054E-07

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMI3.anl

Page 7 of 23

STAAD SPACE

5

78 1

2

3

4

5

88

89

1

2

3

4

5

1

2

3

4

5

112 1

2

3

5

44 1

2

3

4

5

45 1

2

3

4

5

68 1

2

3

4

1 1

2

3

4

5

24 1

2

34

3

4

5

1

2

3

4

3.75

5.40

7.50

12.48

0.22

0.09

17.74

0.47

21.66

0.22

0.09

17.74

0.47

21.66

0.34

0.15

7.08

0.74

9.09

0.34

0.15

7.08

0.74

9.09

-0.65

-1.40

18.73

-3.06

20.03

-0.65

-1.40

18.73

1.22

2.01

10.65

4.85

16.65

1.22

2.01

10.65

4.85

16.65

1.25

3.75

5.40

7.50

12.48

1.25

0.85

1.14

495.08

175.25

31.90 127.79

2.97 1005.50

40.66

-0.85

-1.14

957.74

495.08

175.25

31.90 127.79

-2.97 1005.50

35.90 957.74

0.20 682.76

0.12

42.13

306.33

23.39

0.48 1483.63

50.95 1214.97

-0.20 682.76

-0.12

42.13

306.33

23.39

-0.48

1483.63

50.17 1214.97

0.95 706.24

2.20

25.41

319.96

170.04

4.73 1539.30

34.28 1435.49

-0.95

706.24

-2.20

25.41

319.96

170.04

-4.73 1539.30

26.72 1435.49

0.37 990.88

0.24 548.60

33.83

7.31

0.91

2309.22

41.32 1856.14

-0.37 990.88

-0.24 548.60

33.83 7.31

-0.91 2309.22

39.87

1856.14

0.92 632.84

2.06 259.53

24.30 161.59

4.47 1338.56

32.74 1264.76

-0.92

632.84

-2.06 259.53

24.30 161.59

0.32

15.74

1.48

20.08

-0.29

-1.19

44.88

-2.23

52.07

-0.29

-1.19

44.88

43.82

1.23

53.56

0.55

0.26

43.82

1.23

53.56

0.67

0.32

15.74

1.48

20.08

0.67

1.54

2.13

36.80

5.50

48.56

1.54

2.13

36.80

5.50

48.56

1.55

3.80

14.11

8.04

23.36

1.55

3.80

14.11

8.04

23.36

0.55

0.26

0.00

0.00

5.60

0.01

-0.82

-1.11

90.61

-2.89

6.72 106.42

0.00 0.82

0.00

5.60

1.11

90.61

-0.01 2.89

6.71 111.05

0.00

0.00

-0.20

-0.12

5.77

0.00

100.65

-0.48

6.86

0.00

0.00

5.76

0.00

6.92

0.00

0.00

5.76

6.90

0.00

0.00

5.75

0.00

6.89

0.00

0.00

5.72

6.92 120.39

0.00 0.20

0.00

5.77

0.12

100.65

0.48

0.00

6.93

0.00

0.00

5.75

0.00

121.16

-0.92

-2.13

63.21

-4.58

0.00

6.87

0.00

0.00

5.72

0.00

72.19

0.92

2.13

63.21

4.58

79.52

-0.36

-0.23

71.36

-0.89

84.92

0.36

0.23

71.36

0.89

86.35

-0.89

-2.00

61.50

-4.34

70.32

0.89

2.00

61.50

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMI3.anl

Friday, June 22, 2007, 05:36 PM

Page 12 of 23

STAAD SPACE -

4

5

156 1

2

3

4

5

166 1

2

3

4

5

176 1

2

3

4

5

177 1

2

4

5

122 1

2

3

4

5

132 1

2

3

4

5

133 1

2

3

3

4

5

200

1

2

3

4

5

210 1

2

3

4

5

220 1

-4.47 1338.56

25.58 1264.76

0.32

877.65

0.16 443.08

32.19 26.27

0.71 1981.09

39.20 1616.40

-0.32 877.65

-0.16 443.08

32.19 26.27

-0.71 1981.09

38.06 1616.40

0.83 542.93

1.90 191.10

23.45 158.27

4.09 1101.05

31.41 1070.76

-0.83 542.93

-1.90

191.10

23.45 158.27

-4.09

1101.05

24.87

1070.76

0.24 745.44

0.08 329.99

30.98 6.64

0.49 1613.14

37.57

1298.48

-0.24 745.44

-0.08 329.99

30.98 6.64

-0.49 1613.14

36.78 1298.48

0.79 411.99

1.05 109.07

20.41 121.39

2.76 781.59

26.69

770.94

-0.79 411.99

-1.05 109.07

20.41 121.39

-2.76

781.59

22.28 770.94

0.14 559.20

0.06 197.09

25.91 56.99

0.30

1134.43

31.33 975.93

-0.14 559.20

4.99

-0.19

-0.14

19.42

-0.51

22.90

-0.19

-0.14

19.42

-0.51

22.90

-0.41

-0.25

7.92

-0.98

8.72

-0.41

-3.06

20.03

-0.67

-2.59

7.41

-4.88

4.99

-0.67

-2.59

7.41

-4.88

-0.57

14.62

-1.62

16.24

-0.60

-1.06

5.84

-2.49

5.01

-0.60

-0.25

-7.92

-0.98

8.72

-0.51

-0.57

14.62

-1.62

16.24

-0.51

45.55

0.21

54.83

0.13

0.01

45.55

0.21

54.83

-0.07

-0.09

16.58

-0.25

19.70

-0.07

-0.09

16.58

-0.25

19.70

-0.17

-2.23

52.07

-0.31

-2.35

16.08

-3.99

16.11

-0.31

-2.35

16.08

-3.99

16.11

0.13

0.01

-0.41

40.88

-0.87

48.36

-0.17

-0.41

40.88

-0.87

48.36

-0.26

-0.88

14.57

-1.71

16.12

-0.26

0.00

5.74

-0.01

6.89

0.00

0.00

5.74

0.01

6.90

0.00

0.00

'.71

0.00

6.85

0.00

0.00

5.71

0.00

0.00

6.91

0.00

0.00

5.72

0.00

6.86

0.00

0.00

5.72

0.00

6.86

0.00

6.85

0.00

0.00

5.70

0.00

6.85

0.00

0.00

5.70

0.00

6.84

0.00

0.00

5.74

0.00

6.89

0.00

-0.49

80.66

0.24

0.09

67.54

0.49

81.44

-0.78

-1.03

56.82

-2.71

66.01

0.78

1.03

56.82

2.71

70.35

-0.14

-0.07

62.22

-0.31

74.41

0.14

4.34

77.27

-0.31

-0.16

69.14

-0.70

82.40

0.31

0.16

69.14

0.70

83.53

-0.81

-1.84

60.25

-3.98

69.11

0.81

1.84

60.25

3.98

75.48

-0.24

-0.09

67.54

":\Documents and Settings\sami sudhakar rao\Desktop\SAMI3.anl

Friday, June 22, 2007, 05:54 PM

Page 13 of 23

STAAD SPACE

2

3

4

5

-0.06

197.09

25.91 56.99

-0.30 1134.43

30.85

975.93

-1.06

5.84

-2.49

5.01

-0.88

14.57

-1.71

16.12

0.00

5.74

0.00

6.88

0.07

62.22

0.31

74.92

************** END OF LATEST ANALYSIS RESULT **************

212. PRINT MEMBER FORCES LIST 153 211

Friday, June 22, 2007, 05:46 PM

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMI3.an1

Friday, June 22, 2007, 05:55 PM

STAAD SPACE

MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z

153

1 87 972.13

88 -990.88

2 87 548.60

88 -548.60

3

87 7.31

88

7.31

4 87

2281.09

88 -2309.22

5 87

1833.64

88 -1838.61

211 1 77

121

2

77

121

3 77

121

4 77

121

5

77

121

-0.26

0.26

-0.42

0.42

0.37

0.37

-1.02

1.02

-0.37

1.26

5.62

5.63

18.07

17.93

0.95

0.95

35.53

35.35

29.57

29.42

0.37 -0.34

-0.37 0.34

0.24 -0.15

-0.24 0.15

33.83

33.83

7.08

7.08

0.91 -0.74

-0.91

0.74

41.32

39.87

7.91

9.09

0.00

0.00

0.00

0.00

0.23

0.23

0.00

0.00

0.27

0.27

0.00

0.00

0.00

0.00

0.69

0.69

-0.01

0.01

0.83

0.84

0.00

0.00

0.00

0.00

5.72

5.72

0.00

0.00

6.86

6.87

0.00

0.00

0.00

0.00

0.57

0.56

0.00

0.00

0.68

0.68

0.34

0.67

0.14

0.32

5.51

15.74

0.72

1.48

7.19

20.08

4.62

-4.67

18.67

-18.33

2.40

2.37

34.95

-34.49

30.83

-24.75

0.75

0.36

0.48

0.23

30.24

71.36

1.83

0.89

37.75

86.35

************** END OF LATEST ANALYSIS RESULT **************

213. PRINT ELEMENT STRESSES LIST 515

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMI3.an1

Page 15 of 23

STAAD SPACE

FORCE OR STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH

TRESCAT TRESCAB

Friday, June 22, 2007, 05:56 PM

**** MAXIMUM STRESSES AMONG SELECTED PLATES AND CASES ****

4.105969E+01 -1.477696E+01 9.198898E+00 3.562260E+01 4.105969E+01

********************END OF ELEMENT FORCES********************

214. PRINT STORY DRIFT

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMI3.anl

Page 16 of 23

STAAD SPACE

Friday, June 22, 2007, 05:56 PM

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMI3.anl

Page 17 of 23

STAAD SPACE

-- PAGE NO.

18

Friday, June 22, 2007, 05:57 PM

STORY HEIGHT

(METE)

BASE= 0.00

9 27.00

5

1

2

3

4

5

2.3855

0.0000

0.0000

2.1136

0.0000

2.5363

10 30.00 1

2

3

4

5

215. START CONCRETE DESIGN

0.0000

0.0000

2.1939

0.0000

2.6327

0.8676

-0.0930

-0.0655

0.9074

-0.2378

0.8986

-0.1079

-0.0759

0.9391

-0.2757

0.9064

DRIFT(CM )

RATIO

0.2106

0.0000

0.0000

0.1256

0.0000

0.1507

0.0000

0.0000

0.0804

0.0000

0.0964

0.0585 L / 1424

0.0151 L / 19912

0.0109 L / 27471

0.0518 L / 2388

0.0390 L / 7696

0.0310 L / 1990

0.0149 L / 20185

0.0104 L / 28973

0.0318 L / 3733

0.0378 L / 7931

0.0079 L / 3111

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMI3.anl

Page 18 of 23

Friday, June 22, 2007, 05:57 PM

STAAD SPACE

BEAM N O.

211 DESIGN RESULTS

M20 Fe415 (Main)

LENGTH: 5000.0 mm

SIZE:

300.0 mm X 300.0 mm

Fe415 (Sec.)

COVER: 25.0 mm

SUMMARY OF REINF. AREA

(Sq.mm)

SECTION mm

1250.0 mm

2500.0 mm

3750.0 mm

REINF.

REINF.

(Sq. mm)

(Sq. mm)

/65.29

(Sq. mm)

165.29

(Sq. mm)

165.29

(Sq. mm)

219.33

(Sq. mm)

165.29

(Sq. mm)

165.29

(Sq. mm)

5000.0 mm

395.90

(Sq. mm)

165.29

(Sq. mm)

SUMMARY OF PROVIDED REINF. AREA

1250.0 mm

2500.0 mm

3750.0 mm

3-16i

1 layer(s)

3-12i

1 layer(s)

3-16i

1 layer(s)

3-12i

1 layer(s)

3-16i

1 layer(s)

3-121

1 layer(s)

5000.0 mm

3-16i

1 layer(s)

3-12i

1 layer(s)

REINF. @ 120 mm c/c

2 legged 8i

@ 120 mm c/c

2 legged 8i

@ 120 mm c/c

2 legged 8i

@ 120 mm c/c

2 legged 8i

@ 120 mm c/c

********************END OF BEAM DESIGN RESULTS********************

220. DESIGN ELEMENT 515

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMI3.an1 Page 20 of 23

Friday, June 22, 2007, 05:58 PM

STAAD SPACE

ELEMENT DESIGN SUMMARY

***************************END OF ELEMENT DESIGN***************************

221. DESIGN COLUMN 153

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMI3.anl

Page 21 of 23

STAAD SPACE

(Equally distributed)

TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

SECTION CAPACITY (KNS-MET)

INTERACTION RATIO: 0.47 (as per Cl. 39.6, IS456:2000)

********************END OF COLUMN DESIGN RESULTS********************

Friday, June 22, 2007, 05:59 PM

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMI3.anl

Page 22 of 23

5.0000

5.0 00

3 0000

ri., t hi

4- 40110 4 - 4

1.0,11.

fig-3.2.1.3 Diaphragm discontinuity building

6th story diaphragm showing plan of slab covering only 6x12 all dimensions in meters

18

(3.2.1.4)OUT OF PLANE OFFSETS BUILDING:

BUILDING DETAILS:

Plan area = 192 sq.mts

Each story height = 3 mts

Number of stories = 10

Column dimension = 0.5 X 0.5 mts

In all stories

Slab thickness = 150 mm

Beam dimension = 0.3 X 0.3 mts

Density of concrete = 25KN/m3

Live load

= 3 KN/m2

Soil site factor = 1

Depth of foundation = 2m

Seismic zone = IV

Importance factor = 1

Response reduction factor = 3

Number of load cases = 5

Shear wall thickness = 0.4 mts

19

STAAD SPACE

MODE

1

2

3

4

5

6

FREQUENCY(CYCLES/SEC)

0.368

0.937

1.018

1.389

1.402

1.891

-- PAGE NO.

Friday, June 22, 2007, 06:03 PM

PERIOD(SEC)

2.71689

1.06684

0.98220

0.71972

0.71345

0.52881

ACCURACY

2.491E-15

8.556E-13

2.038E-13

4.790E-10

4.331E-09

4.378E-07

C:\Documents and Settings\sami sudhakar rao\Desktop\rao3.anl

Page 7 of 35

STAAD SPACE

1 1

2

74.40 1873.21

5.17 43.50

56.89

13.18

40.36 -11.33

-89.57

11.55 -0.62 -5.14

3 67.46 492.92

2.78

4 119.36 2875.07

105.10

5 176.45 2891.56 87.42

2.14

77.87

1.48

-17.93

161.41

-142.07

64.86 -12.56 80.04

24 1

-74.40 1873.21

2

-5.17 43.50

56.89

13.18

40.36

11.55

11.33

0.62

89.57

5.14

3 67.46 492.92

2.78 2.14 1.48 161.41

4 -119.36 2875.07 105.10 77.87

17.93 142.07

5

34 1

2

3

4

-14.53

-1.67

0.67

2891.56

216.27

51.10

87.42

134.83

29.33

64.86

125.01

26.79

75.73 0.33

0.42 0.49

-1.50 401.07

246.23 227.69

16.12

307.35

-0.60

-0.12

0.59

-1.07

-2.63

-0.66

166.33

-4.94

5

44 1

89.67 321.24 197.48 182.74

1.67 216.27 134.83

125.01

-0.15

0.60

195.65

2.63

2

3

4

-0.67

51.10 29.33 26.79

75.73 0.33

0.42 0.49

1.50 401.07

246.23 227.69

0.12

0.59

1.07

0.66

166.33

4.94

89

5

1

2

92.07 321.24

28.38 2254.22

8.28

487.41

197.48

0.00

0.00

182.74

0.00

0.00

1.56

203.55

0.00

0.00

-25.87

-7.97

3

4

63.03 61.29

54.98 4112.44

0.00

0.00

0.00

0.00

0.00

0.00

153.23

-50.75

5 119.62 3363.50

0.00 0.00

0.00 143.28

112

1 -28.38 2254.22

2 -8.28 487.41

0.00

0.00

0.00

0.00

0.00

0.00

25.87

7.97

3 63.03

61.29

4

-54.98 4112.44

0.00

0.00

0.00

0.00

0.00

0.00

153.23

50.75

5 31.65 3363.50

0.00 0.00 0.00 224.48

122 1

2

-1.94 3066.31

1.02

763.38

0.00

0.00

0.00

0.00

0.00

0.00

2.88

-1.00

3 75.24 7.88

0.00 0.00 0.00 165.31

4 -1.38 5744.54

0.00 0.00 0.00 2.82

5 89.19 4605.08 0.00 0.00

0.00 200.62

132

1

2

1.94 3066.31

-1.02 763.38

0.00

0.00

0.00

0.00

0.00

0.00

-2.88

1.00

3 75.24 7.88

0.00 0.00 0.00 165.31

4

1.38 5744.54

0.00 0.00 0.00 -2.82

5

91.40 4605.08 0.00 0.00

177

1

2

74.40 1873.21

-56.89 -40.36

5.17

43.50 -13.18

-11.55

3 67.46

492.93 2.78 2.14

4 119.36 2875.07

-105.10 -77.87

0.00

11.33

0.62

1.48

17.93

196.11

-89.57

-5.14

161.41

-142.07

5 176.45 2891.57

-80.75 -59.73 16.12 80.04

200

1 -74.40

1873.21 -56.89 -40.36

-11.33

2 -5.17

43.50 -13.18

-11.55 -0.62

3

67.46 492.93 2.78

2.14

89.57

5.14

1.48 161.41

C:\Documents and Settings\sami sudhakar rao\Desktop\rao3.anl

Friday, June 22, 2007, 06:04 PM

Page 12 of 35

STAAD SPACE

Friday, June 22, 2007, 06:05 PM

210

220

4

-119.36 2875.07 -105.10

5

1

-77.87

-14.53 2891.57

-1.67

-80.75 -59.73

216.27 -134.83 -125.01

0.67

2

3

4

5

1

2

3

4

5

75.73

-1.50

89.67

1.67

-0.67

75.73

1.50

92.07

51.10

0.33

-29.33

0.42

-26.79

0.49

401.07 -246.23 -227.69

321.24

-196.48 -181.57

216.27 -134.83

-125.01

51.10 -29.33

-26.79

0.33

0.42 0.49

401.07

-246.23 -227.69

321.24 -196.48

-181.57

-17.93

-12.56

0.60

0.12

0.59

1.07

1.56

-0.60

-0.12

0.59

-1.07

-0.15

142.07

307.35

-2.63

-0.66

166.33

-4.94

195.65

2.63

0.66

166.33

4.94

203.55

************** END OF LATEST ANALYSIS RESULT **************

206. PRINT SURFACE FORCE

SURFACE

ALL UNITS ARE - KN

FX/LENGTH

MZ

METE

FY

QX/LENGTH

FXY

QY

1

MX/LENGTH MY

-1.048E+02 -3.680E+03 -3.352E-04

-6.085E-04

-3.625E-06 1.392E+01

1.375E+00 -7.490E+01

-2.160E+01 -8.279E+01 -3.209E+03

-3.153E-05

-5.632E-04 6.816E-07 1.392E+01

1.083E+00 -3.734E+01

-1.890E+01

-4.567E+01 -2.686E+03

-5.253E-06

6.803E-05

-1.312E-07 1.392E+01

6.050E-01 2.727E-01

-1.620E+01 -1.799E+01

-2.196E+03

2.361E-04 1.738E-08

7.767E-06

1.392E+01

4.355E-01

3.785E+01

-1.350E+01 -3.347E+00

-1.779E+03

2.363E+01 -1.673E-04

2.617E-01

1.383E+01

7.345E-02 6.263E+01

-1.080E+01

-2.635E+00 -1.601E+03 -2.715E-06

-2.781E-01

9.981E-05 -2.278E-08

1.392E+01

8.771E+01

-8.100E+00 -6.378E+00 -1.373E+03 -3.358E-06

-3.240E-01

1.606E-04 2.216E-07

1.392E+01

1.253E+02

C:\Documents and Settings\sami sudhakar rao\Desktop\rao3.anl

Page 13 of 35

Friday, June 22, 2007, 06:05 PM

STAAD SPACE

SURFACE

ALL UNITS ARE - KN

FX/LENGTH

MZ

METE

FY

QX/LENGTH

FXY

QY

MX/LENGTH MY

-5.400E+00 -7.689E-01 -8.149E+02 -3.091E+02

-3.706E-01

-1.233E+03

-2.246E+00 1.505E+01

1.746E+02

-2.700E+00 -1.690E+01 -1.038E+03

5.239E-04

5.824E-07

6.832E-05 -6.488E-01

1.392E+01

2.004E+02

1 2.314E-01

2.920E+01

-9.809E-06

-5.411E-07

-7.969E-06

2.375E+00

1.591E-01 -1.329E+01

-2.160E+01 3.768E-01

-6.441E-07

2.203E+01 -2.171E-06

1.096E-07

2.375E+00

1.140E-01 -6.877E+00

-1.890E+01

5.461E-01

8.643E-06

2.203E+01 -1.506E-06

-2.728E-08

2.375E+00

7.094E-02 -4.596E-01

-1.620E+01 7.306E-01

9.750E-06

2.485E+01 -1.528E-06

2.422E-09 2.375E+00

5.457E-02 5.954E+00

-1.350E+01 -6.070E-02 -2.589E+01 -2.993E-02

3.387E-01

-2.979E-05 2.361E+00

2.027E-03 1.018E+01

-1.080E+01 -1.132E+00 -8.565E+01 -2.071E-06

-5.306E-02

2.905E-05

-3.286E-09 2.375E+00

1.446E+01

-8.100E+00 -1.542E+00

-9.221E+01 -7.668E-07 -5.816E-02

3.233E-05

3.676E-08 2.376E+00

2.087E+01

-5.400E+00

-2.133E-01 -2.957E+01 -3.445E+01

-6.376E-02

-2.447E+02 -3.794E-01 2.566E+00

2.928E+01

-2.700E+00 -2.815E+00 -1.286E+02

1.052E-04 1.964E-07

7.010E-06

-1.111E-01

2.376E+00

3.370E+01

WARNING:

THIS LOAD HAS BEEN IGNORED.

1

2.301E+00 -1.323E+02

1.795E+00 -6.633E+01

1.014E+00 -2.805E-01

C:\Documents and Settings\sami sudhakar rao\Desktop\rao3.anl

Page 14 of 35

Friday, June 22, 2007, 06:07 PM

STAAD SPACE

MZ QX/LENGTH QY

ALL UNITS ARE - RN METE

-1.620E+01 -2.589E+01 -3.257E+03 9.358E-06 7.351E-01 6.570E+01

3.687E-04 2.970E-08 2.444E+01

-1.350E+01 -5.111E+00 -2.707E+03 3.476E-01 1.132E-01 1.092E+02

3.595E+01 -2.956E-04 2.428E+01

-1.080E+01 -5.651E+00 -2.529E+03 -7.179E-06 -4.967E-01 1.533E+02

1.933E-04 -3.910E-08 2.444E+01

-8.100E+00 -1.188E+01 -2.198E+03 -6.187E-06 -5.733E-01 2.192E+02

2.893E-04 3.875E-07 2.444E+01

-5.400E+00 -1.473E+00 -1.267E+03 -5.153E+02 -6.515E-01 3.058E+02

-2.216E+03 -3.938E+00 2.642E+01

-2.700E+00 -2.957E+01 -1.750E+03 1.130E-04 -1.140E+00 3.512E+02

9.436E-04 1.168E-06 2.444E+01

WARNING: 3 INCLUDED IN LOAD COMBINATION

DYNAMIC LOAD CASE. THIS LOAD HAS BEEN IGNORED.

1

5 IS A

1.841E+00 -1.058E+02

1.436E+00

-5.306E+01

8.111E-01 -2.244E-01

5.881E-01 5.256E+01

9.057E-02 8.738E+01

-3.973E-01

1.226E+02

-4.586E-01 1.754E+02

-5.212E-01 2.446E+02

9.039E-05 -9.119E-01 2.810E+02

C:\Documents and Settings\sami sudhakar rao\Desktop\rao3.anl

Page 15 of 35

STAAD SPACE

2

-- PAGE NO. 16

1 -2.700E+00 1.292E+02 4.132E+01 -1.982E-05 2.656E-02 9.010E-04

-2.877E-06 -1.055E-10 -1.475E-08

-2.400E+00 1.049E+02 6.867E+01 -2.804E-05 2.693E-02 1.399E-03

1.493E-05 -2.785E-10 -2.282E-08

-2.100E+00 8.130E+01 1.009E+02 -3.105E-05 2.751E-02 2.054E-03

4.343E-05 -5.148E-10 -3.336E-08

-1.800E+00 5.846E+01 1.338E+02 -3.071E-05 2.835E-02 2.928E-03

7.432E-05 -9.436E-10 -4.578E-08

-1.500E+00 3.652E+01 1.744E+02 -1.051E-01 2.953E-02 2.928E-04

-1.540E+01 3.536E-05 1.625E-03

-1.200E+00 1.470E+01 2.048E+02 -2.186E-01 3.119E-02 4.953E-04

-2.232E+01 4.805E-05 2.470E-03

-9.000E-01 -8.304E+00 1.827E+02 1.217E-05 3.361E-02 8.078E-03

3.093E-04 -4.900E-09 -1.205E-07

-6.000E-01 -2.877E+01 2.339E+02 -1.086E+00 3.677E-02 1.781E-03

-4.538E+01 1.210E-04 6.500E-03

-3.000E-01 -6.305E+01 -1.155E+02 6.215E-05 4.204E-02 3.349E-02

4.286E-04 3.049E-08 -5.938E-07

2 2 -2.700E+00 -4.859E-01 -4.061E-02 -3.582E-08 2.895E-02 9.821E-04

-1.694E-07 4.717E-10 -1.615E-08

-2.400E+00 -3.957E-01 -5.724E-02 -7.725E-08 2.935E-02 1.525E-03

-6.804E-07 2.553E-09 -2.480E-08

-2.100E+00 -3.177E-01 -1.420E-01 -1.546E-07 2.998E-02 2.239E-03

-1.420E-06 4.064E-09 -3.678E-08

-1.800E+00 -2.534E-01 -3.690E-01 -2.809E-07 3.090E-02 3.191E-03

-2.244E-06 5.640E-09 -5.002E-08

-1.500E+00 -1.892E-01 -2.472E-01 1.434E-02 3.219E-02 3.191E-04

2.426E-01 3.855E-05 1.771E-03

-1.200E+00 -1.545E-01 -6.606E-01 2.753E-02 3.400E-02 5.399E-04

3.955E-01 5.239E-05 2.692E-03

-9.000E-01 -2.951E-01 -6.100E+00 -9.892E-07 3.664E-02 8.805E-03

-2.939E-06 1.707E-08 -1.317E-07

-6.000E-01 -2.428E-01 -4.161E+00 1.097E-01 4.008E-02 1.941E-03

1.090E+00 1.319E-04 7.084E-03

-3.000E-01 -2.815E+00 -5.202E+01 8.358E-07 4.583E-02 3.650E-02

1.710E-05 -8.589E-08 -6.448E-07

C:\Documents and Settings\sami sudhakar rao\Desktop\rao3.anl

Page 16 of 35

STAAD SPACE

THIS LOAD HAS BEEN IGNORED.

-- PAGE NO. 17

Friday, June 22, 2007, 06:08 PM

DYNAMIC LOAD CASE. THIS LOAD HAS BEEN IGNORED.

5 IS A

C:\Documents and Settings\sami sudhakar rao\Desktop\rao3.anl

Page 17 of 35

Friday, June 22, 2007, 06:09 PM

STAAD SPACE

SURFACE LOAD

ALL UNITS ARE - KN

FX/LENGTH

MZ

METE

FY

QX/LENGTH

FXY

QY

MX/LENGTH MY

-9.000E-01 -1.032E+01 2.119E+02 1.342E-05 8.430E-02 2.026E-02

3.677E-04 1.461E-08 -3.027E-07

-6.000E-01 -3.482E+01 2.757E+02 -1.171E+00 9.223E-02 4.467E-03

-5.315E+01 3.034E-04 1.630E-02

-3.000E-01 -7.904E+01 -2.010E+02 7.558E-05 1.054E-01 8.398E-02

5.349E-04 -6.647E-08 -1.486E-06

3

3

1 -2.430E+01 -1.048E+02 -3.680E+03 -3.352E-04 -1.375E+00 7.490E+01

-6.085E-04 3.625E-06 -1.392E+01

-2.160E+01 -8.279E+01 -3.209E+03 -3.153E-05 -1.083E+00 3.734E+01

-5.632E-04 -6.816E-07 -1.392E+01

-1.890E+01 -4.567E+01 -2.686E+03 -5.253E-06 -6.050E-01 -2.727E-01

6.803E-05 1.312E-07 -1.392E+01

-1.620E+01 -1.799E+01 -2.196E+03 7.767E-06 -4.355E-01 -3.785E+01

2.361E-04 -1.738E-08 -1.392E+01

-1.350E+01 -3.347E+00 -1.779E+03 2.617E-01 -7.345E-02 -6.263E+01

2.363E+01 1.673E-04 -1.383E+01

-1.080E+01 -2.635E+00 -1.601E+03 -2.715E-06 2.781E-01 -8.771E+01

9.981E-05 2.278E-08 -1.392E+01

-8.100E+00 -6.378E+00 -1.373E+03 -3.358E-06 3.240E-01 -1.253E+02

1.606E-04 -2.216E-07 -1.392E+01

-5.400E+00 -7.689E-01 -8.149E+02 -3.091E+02 3.706E-01 -1.746E+02

-1.233E+03 2.246E+00 -1.505E+01

-2.700E+00 -1.690E+01 -1.038E+03 6.832E-05 6.488E-01 -2.004E+02

5.239E-04 -5.824E-07 -1.392E+01

2 -2.430E+01 2.314E-01 2.920E+01 -8.084E-06 -1.591E-01 1.329E+01

-8.192E-06 5.069E-07 -2.375E+00

-2.160E+01 3.768E-01 2.203E+01 -2.342E-06 -1.140E-01 6.877E+00

6.281E-07 -1.106E-07 -2.375E+00

-1.890E+01 5.461E-01 2.203E+01 -1.514E-06 -7.094E-02 4.596E-01

9.583E-06 2.562E-08 -2.375E+00

-1.620E+01 7.306E-01 2.485E+01 -1.658E-06 -5.457E-02 -5.954E+00

1.062E-05 -2.311E-09 -2.375E+00

C:1Documents and Settings1sami sudhakar rao\Desktop1rao3.an1

Page 18 of 35

Friday, June 22, 2007, 06:09 PM

STAAD SPACE

ALL UNITS ARE - KN

FX/LENGTH

MZ

METE

FY

QX/LENGTH

FXY

QY

MX/LENGTH MY

-1.350E+01 -6.070E-02 -2.589E+01 -2.993E-02 -2.027E-03 -1.018E+01

3.387E-01 2.979E-05 -2.361E+00

-1.080E+01 -1.132E+00 -8.565E+01 -2.084E-06 5.306E-02 -1.446E+01

2.996E-05 2.776E-09 -2.375E+00

-8.100E+00 -1.542E+00 -9.221E+01 -8.149E-07 5.816E-02 -2.087E+01

3.301E-05 -3.485E-08 -2.376E+00

-5.400E+00 -2.133E-01 -2.957E+01 -3.445E+01 6.376E-02 -2.928E+01

-2.447E+02 3.794E-01 -2.566E+00

-2.700E+00 -2.815E+00 -1.286E+02 6.993E-06 1.111E-01 -3.370E+01

1.068E-04 -1.959E-07 -2.376E+00

WARNING: 3 IS A DYNAMIC LOAD CASE.

THIS LOAD HAS BEEN IGNORED.

3 -2.301E+00

1.323E+02

-1.795E+00 6.633E+01

-1.014E+00 2.805E-01

-7.351E-01 -6.570E+01

-1.132E-01 -1.092E+02

4.967E-01 -1.533E+02

5.733E-01 -2.192E+02

6.515E-01 -3.058E+02

1.140E+00 -3.512E+02

C:\Documents and Settings\sami sudhakar rao\Desktop\rao3.anl

Page 19 of 35

Friday, June 22, 2007, 06:10 PM

STAAD SPACE

MZ QX/LENGTH QY

ALL UNITS ABE - KN METE

3

5 IS A

DYNAMIC LOAD CASE. THIS LOAD HAS BEEN IGNORED.

5 -2.430E+01 -1.255E+02 -4.381E+03 -4.119E-04 -1.841E+00 1.058E+02

-7.401E-04 4.958E-06 -1.955E+01

-2.160E+01 -9.889E+01 -3.825E+03 -4.065E-05 -1.436E+00 5.306E+01

-6.751E-04 -9.506E-07 -1.955E+01

-1.890E+01 -5.415E+01 -3.196E+03 -8.121E-06 -8.111E-01 2.244E-01

9.313E-05 1.882E-07 -1.955E+01

-1.620E+01 -2.071E+01 -2.606E+03 7.331E-06 -5.881E-01 -5.256E+01

2.960E-04 -2.363E-08 -1.955E+01

-1.350E+01 -4.089E+00 -2.165E+03 2.781E-01 -9.057E-02 -8.738E+01

2.876E+01 2.365E-04 -1.943E+01

-1.080E+01 -4.521E+00 -2.024E+03 -5.759E-06 3.973E-01 -1.226E+02

1.557E-04 3.067E-08 -1.955E+01

-8.100E+00 -9.504E+00 -1.759E+03 -5.008E-06 4.586E-01 -1.754E+02

2.323E-04 -3.077E-07 -1.955E+01

-5.400E+00 -1.179E+00 -1.013E+03 -4.123E+02 5.212E-01 -2.446E+02

-1.773E+03 3.151E+00 -2.114E+01

-2.700E+00 -2.365E+01 -1.400E+03 9.037E-05 9.119E-01 -2.810E+02

7.568E-04 -9.339E-07 -1.955E+01

4 1 -2.700E+00 1.292E+02 4.132E+01 -1.982E-05 -2.656E-02 -9.010E-04

-2.707E-06 1.053E-10 1.475E-08

-2.400E+00 1.049E+02 6.867E+01 -2.804E-05 -2.693E-02 -1.399E-03

1.492E-05 2.788E-10 2.281E-08

-2.100E+00 8.130E+01 1.009E+02 -3.090E-05 -2.751E-02 -2.054E-03

4.340E-05 5.148E-10 3.337E-08

-1.800E+00 5.846E+01 1.338E+02 -3.071E-05 -2.835E-02 -2.928E-03

7.431E-05 9.436E-10 4.577E-08

-1.500E+00

3.652E+01 1.744E+02 -1.051E-01 -2.953E-02 -2.928E-04

-1.540E+01 -3.536E-05 -1.625E-03

-1.200E+00 1.470E+01 2.048E+02 -2.186E-01 -3.119E-02 -4.953E-04

-2.232E+01 -4.805E-05 -2.470E-03

C:\Documents and Settings\sami sudhakar rao\Desktop\rao3.anl

Page 20 of 35

Friday, June 22, 2007, 06:11 PM

STAAD SPACE

ALL UNITS ARE - KN

FX/LENGTH

MZ

METE

FY

QX/LENGTH

FXY

QY

MX/LENGTH

MY

-9.000E-01

-8.304E+00

3.094E-04

1.827E+02

4.900E-09

1.217E-05

-3.361E-02

-8.078E-03

1.205E-07

-6.000E-01

-2.877E+01

2.339E+02 -1.086E+00

-4.538E+01

-1.210E-04 -6.500E-03

-3.677E-02

-1.781E-03

-3.000E-01

-6.305E+01

-1.155E+02

4.286E-04

-3.049E-08

6.215E-05 -4.204E-02

-3.349E-02

5.938E-07

-4.859E-01

-4.061E-02

-3.639E-08 -2.895E-02

-9.821E-04

-1.757E-07

1.011E-09 1.607E-08

-2.400E+00

-3.957E-01

-5.724E-02

-7.454E-08 -2.935E-02

-1.525E-03

-6.771E-07

3.611E-09 2.509E-08

-2.100E+00

-3.177E-01 -1.420E-01

-1.605E-07 -2.998E-02

-2.239E-03

-1.401E-06 5.538E-09 3.616E-08

-1.800E+00

-2.534E-01

-3.690E-01 -2.781E-07

-3.090E-02 -3.191E-03

-2.276E-06 8.037E-09

5.001E-08

-1.500E+00 -1.892E-01

-2.472E-01

1.434E-02

2.426E-01

-3.853E-05

-1.771E-03

-3.219E-02

-3.191E-04

-1.200E+00

-1.545E-01 -6.606E-01

2.753E-02

3.955E-01 -5.236E-05

-2.692E-03

-3.400E-02 -5.399E-04

-9.000E-01

-2.951E-01 -6.100E+00

-9.686E-07

-3.664E-02 -8.805E-03

-2.829E-06 2.820E-08

1.304E-07

-6.000E-01

-2.428E-01 -4.161E+00

1.097E-01

1.090E+00

-1.318E-04 -7.084E-03

-4.008E-02

-1.941E-03

-3.000E-01

-2.815E+00 -5.202E+01

1.756E-05 -1.243E-07

8.530E-07

-4.583E-02 -3.650E-02

6.542E-07

WARNING: LOAD CASE

LOAD CASE.

THIS LOAD HAS BEEN IGNORED.

4

-4.324E-06

6.191E+01 -2.978E-05

-8.326E-02 -2.825E-03

-4.218E-05

-8.443E-02

-4.386E-03

2.137E-05

C:\Documents and Settings1sami sudhakar rao\Desktop\rao3.anl

Page 21 of 35

Friday, June 22, 2007, 06:12 PM

STAAD SPACE

ALL UNITS ARE - KN

FX/LENGTH

MZ

METE

FY

QX/LENGTH

FXY

QY

MX/LENGTH MY

-2.100E+00 1..215E+02 1.512E+02 -4.659E-05 -8.623E-02 -6.439E-03

6.300E-05 9.080E-09 1.043E-07

-1.800E+00 8.731E+01 2.001E+02 -4.648E-05 -8.887E-02 -9.178E-03

1.081E-04 1.347E-08 1.437E-07

-1.500E+00 5.450E+01 2.612E+02 -1.362E-01 -9.257E-02 -9.178E-04

-2.274E+01 -1.108E-04 -5.093E-03

-1.200E+00 2.182E+01 3.061E+02 -2.867E-01 -9.778E-02 -1.553E-03

-3.289E+01 -1.506E-04 -7.743E-03

-9.000E-01 -1.290E+01 2.649E+02 1.681E-05 -1.054E-01 -2.532E-02

4.598E-04 4.965E-08 3.763E-07

-6.000E-01 -4.352E+01 3.446E+02 -1.464E+00 -1.153E-01 -5.584E-03

-6.644E+01 -3.792E-04 -2.038E-02

-3.000E-01 -9.880E+01 -2.513E+02 9.450E-05 -1.318E-01 -1.050E-01

6.693E-04 -2.322E-07 1.872E-06

4

LOAD COMBINATION

DYNAMIC LOAD CASE. THIS LOAD HAS BEEN IGNORED.

5 IS A

5 -2.700E+00

1.545E+02

-3.459E-06

4.953E+01

-2.383E-05 -6.661E-02

-2.260E-03

1.339E-09 3.699E-08

-2.400E+00 1.254E+02

1.710E-05

8.234E+01 -3.374E-05 -6.754E-02 -3.509E-03

4.668E-09 5.749E-08

-2.100E+00 9.718E+01

5.040E-05

1.210E+02 -3.728E-05 -6.898E-02 -5.151E-03

7.264E-09 8.344E-08

-1.800E+00 6.985E+01

8.644E-05

1.601E+02 -3.719E-05 -7.110E-02 -7.342E-03

1.078E-08 1.149E-07

-1.500E+00 4.360E+01 2.089E+02

-1.089E-01

-1.819E+01 -8.866E-05 -4.074E-03

-7.406E-02

-7.343E-04

-1.200E+00

1.745E+01 2.449E+02 -2.293E-01

-2.631E+01 -1.205E-04 -6.194E-03

-7.823E-02 -1.242E-03

-9.000E-01

-1.032E+01

3.678E-04

2.119E+02

3.972E-08

1.345E-05 -8.430E-02 -2.026E-02

3.011E-07

-6.000E-01 -3.482E+01

2.757E+02 -1.171E+00

-5.315E+01 -3.034E-04 -1.630E-02

-9.223E-02 -4.467E-03

C:\Documents and Settings\sami sudhakar rao\Desktop\rao3.anl

Page 22 of 35

Friday, June 22, 2007, 06:13 PM

STAAD SPACE

MZ QX/LENGTH QY

ALL UNITS ARE - KN METE

-3.000E-01 -7.904E+01 -2.010E+02 7.560E-05 -1.054E-01 -8.398E-02

5.354E-04 -1.858E-07 1.498E-06

207. PRINT STORY DRIFT

C:\Documents and Settings\sami sudhakar rao\Desktop\rao3.an1 Page 23 of 35

STAAD SPACE

(METE)

LOAD AVG. )

X Z

1

2

3

4

5

6

7

8

0.30

0.60

0.90

1.20

1.50

1.80

2.10

2.40

0.0000

0.0000

0.1738

0.0000

0.2085

0.0000

0.0000

0.1757

0.0000

0.2109

0.0000

0.0000

0.1777

0.0000

0.2132

0.0000

0.0000

0.1796

0.0000

0.0000

0.0000

0.1660

0.0000

0.1992

0.0000

0.0000

0.1679

0.0000

0.2015

0.0000

0.0000

0.1699

0.0000

0.2039

0.0000

0.0000

0.1718

0.0000

0.2062

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

0.0000

0.0000

0.0019

0.0000

0.0023

0.0000

0.0000

0.0019

0.0000

0.0023

0.0000

0.0000

0.0019

0.0000

0.0023

0.0000

0.0000

0.0019

0.0000

0.0023

0.0000

0_0000

0.0019

0.0000

0.0000

0.0000

0.0598

0.0000

0.0718

0.0000

0.0000

0.0019

0.0000

0.0023

0.0000

0.0000

0.0019

0.0000

0.0023

0.0000

0.0000

0.0013

0.0000

0.0015

0.0000

0.0000

0.0012

0.0000

0.0015

0.0000

0.0000

0.0012

0.0000

0.0014

0.0000

0.0000

0.0011

0.0000

0.0013

0.0000

0.0000

0.0011

0.0000

0.0013

0.0000

0.0000

0.0010

0.0000

0.0012

0.0000

0.0000

0.0010

0.0000

0.0011

0.0000

0.0000

0.0009

0.0000

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

C:\Documents and Settings\sami sudhakar rao\Desktop\rao3.anl

Page 24 of 35

STAAD SPACE

-- PAGE NO. 25

(METE) X Z

DRIFT(CM )

X Z

RATIO

5

2

3

4

5

2

3

4

5

0.2155

0.0000

0.0000

0.1816

0.0000

0.2179

0.0000

0.0000

0.1824

0.0000

0.2189

0.0011

0.0000

0.0000

0.0008

0.0000

0.0010

0.0000

0.0000

0.0008

0.0000

0.0009

0.0000

0.0000

0.0025

0.0000

0.0030

0.0023

0.0000

0.0000

0.0019

0.0000

0.0023

0.0000

0.0000

0.0008

0.0000

0.0010

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

2

3

4

5

2

3

0.0000

0.0000

0.1957

0.0000

0.2349

0.0000

0.0000

0.4310

0.0000

0.0000

0.0000

0.0000

0.0000

0.0133

0.0000

0.0160

0.0000

0.0000

0.2353

0.0000 L /999999

0.0000 L /999999

0.0017 L / 20231

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

WARNING : THE STOREY DRIFT EXCEEDS 0.004 TIMES THE STOREY HEIGHT FOR

RESPONSE SPECTRUM LOAD CASE 3

4

5

0.0000

0.5172

0.0000

0.0000

0.0000

0.2823

0.0000 L /999999

WARNING : THE LOAD COMBINATION CONTAINS SEISMIC LOAD CASE NO.

WHOSE STOREY DRIFT EXCEEDS 0.004 TIMES THE STOREY HEIGHT.

3

2

3

4

5

0.0000

0.0000

0.2167

0.0000

0.2601

0.0000

0.0000

0.0026

0.0000

0.0031

0.0000

0.0000

0.2142

0.0000

0.2571

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

2

3

0.0000

0.0000

0.6704

0.0000

0.0000

0.0001

0.0000

0.0000

0.4536

0.0000 L /999999

0.0000 L /999999

WARNING : THE STOREY DRIFT EXCEEDS 0.004 TIMES THE STOREY HEIGHT FOR

RESPONSE SPECTRUM LOAD CASE 3

4

5

0.0000

0.8045

0.0000

0.0001

0.0000

0.5444

0.0000 L /999999

C:\Documents and Settings\sami sudhakar rao\Desktop\rao3.anl

Page 25 of 35

Friday, June 22, 2007, 06:15 PM

STAAD SPACE

WHOSE STOREY DRIFT EXCEEDS 0.004 TIMES THE STOREY HEIGHT.

2

3

4

5

0.0000

0.0000

0.2404

0.0000

0.2884

0.0000

0.0000

0.0020

0.0000

0.0024

0.0000

0.0000

0.4300

0.0000

0.5160

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

2

3

0.0000

0.0000

0.8610

0.0000

0.0000

0.0001

0.0000

0.0000

0.6206

0.0000 L /999999

0.0000 L /999999

WARNING : THE STOREY DRIFT EXCEEDS 0.004 TIMES THE STOREY HEIGHT FOR

RESPONSE SPECTRUM LOAD CASE 3

4

5

0.0000

1.0332

0.0000

0.0001

0.0000

0.7447

WARNING : THE LOAD COMBINATION CONTAINS SEISMIC LOAD CASE NO.

WHOSE STOREY DRIFT EXCEEDS 0.004 TIMES THE STOREY HEIGHT.

0.0000 L /999999

3

2

3

4

5

2

3

0.0000

0.0000

0.2661

0.0000

0.3193

0.0000

0.0000

0.9810

0.0000

0.0000

0.0012

0.0000

0.0014

0.0000

0.0000

0.0001

0.0000

0.0000

0.5949

0.0000

0.7138

0.0000

0.0000

0.7149

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

WARNING : THE STOREY DRIFT EXCEEDS 0.004 TIMES THE STOREY HEIGHT FOR

RESPONSE SPECTRUM LOAD CASE 3

4

5

0.0000

1.1772

0.0000

0.0001

0.0000

0.8578

0.0000 L /999999

WARNING : THE LOAD COMBINATION CONTAINS SEISMIC LOAD CASE NO.

WHOSE STOREY DRIFT EXCEEDS 0.004 TIMES THE STOREY HEIGHT.

3

2

3

0.0000

0.0000

0.2936

0.0000

0.0000

0.0004

0.0000

0.0000

0.6874

0.0000 L /999999

0.0000 L /999999

WARNING : THE STOREY DRIFT EXCEEDS 0.004 TIMES THE STOREY HEIGHT FOR

RESPONSE SPECTRUM LOAD CASE 3

4

5

0.0000

0.3523

0.0000

0.0005

0.0000

0.8248

0.0000 L /999999

C:\Documents and Settings\sami sudhakar rao\Desktop\rao3.anl

Page 26 of 35

Friday, June 22, 2007, 06:16 PM

STAAD SPACE

WARNING : THE LOAD COMBINATION CONTAINS SEISMIC LOAD CASE NO.

WHOSE STOREY DRIFT EXCEEDS 0.004 TIMES THE STOREY HEIGHT.

3

WARNING : THE LOAD COMBINATION CONTAINS SEISMIC LOAD CASE NO.

WHOSE STOREY DRIFT EXCEEDS 0.004 TIMES THE STOREY HEIGHT.

0.0000 L /999999

0.0000 L /999999

0.0003 L

WARNING : THE STOREY DRIFT EXCEEDS 0.004 TIMES THE STOREY HEIGHT

FOR

RESPONSE SPECTRUM LOAD CASE 3

4

5

0.0000

1.2217

0.0000

0.0002

0.0000

0.8694

0.0000 L /999999

3

2

3

0.0000

0.0000

0.3225

0.0000

0.0000

0.0008

0.0000

0.0000

0.6955

0.0000 L /999999

0.0000 L /999999

WARNING : THE STOREY DRIFT EXCEEDS 0.004 TIMES THE STOREY HEIGHT FOR

RESPONSE SPECTRUM LOAD CASE 3

4

5

0.0000

0.3870

0.0000

0.0010

0.0000

0.8347

0.0000 L /999999

WARNING : THE LOAD COMBINATION CONTAINS SEISMIC LOAD CASE NO.

WHOSE STOREY DRIFT EXCEEDS 0.004 TIMES THE STOREY HEIGHT.

3

2

3

4

5

0.0000

0.0000

0.9690

0.0000

1.1628

0.0000

0.0000

0.0001

0.0000

0.0001

0.0000

0.0000

0.6464

0.0000

0.7757

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

2

3

0.0000

0.0000

0.3525

0.0000

0.0000

0.0016

0.0000

0.0000

0.6164

0.0000 L /999999

0.0000 L /999999

WARNING : THE STOREY DRIFT EXCEEDS 0.004 TIMES THE STOREY HEIGHT FOR

RESPONSE SPECTRUM LOAD CASE 3

4

5

0.0000

0.4230

0.0000

0.0019

0.0000

0.7397

0.0000 L /999999

WARNING : THE LOAD COMBINATION CONTAINS SEISMIC LOAD CASE NO.

WHOSE STOREY DRIFT EXCEEDS 0.004 TIMES THE STOREY HEIGHT.

3

2

3

0.0000

0.0000

0.8406

0.0000

0.0000

0.0001

0.0000

0.0000

0.4881

0.0000 L /999999

0.0000 L /999999

C:\Documents and Settings\sami sudhakar rao\Desktop\rao3.anl Page 27 of 35

STAAD SPACE -- PAGE NO. 28

STORY HEIGHT DRIFT(CM ) RATIO

(METE)

BASE= 0.00

25

4

5

2

3

0.0000

1.0088

0.0000

0.0000

0.3833

0.0000

0.0001

0.0000

0.0000

0.0023

0.0000

0.5857

0.0000

0.0000

0.4573

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

WARNING : THE STOREY DRIFT EXCEEDS 0.004 TIMES THE STOREY HEIGHT FOR

RESPONSE SPECTRUM LOAD CASE 3

4

5

0.0000

0.4600

0.0000

0.0028

0.0000

0.5488

0.0000 L /999999

WARNING : THE LOAD COMBINATION CONTAINS SEISMIC LOAD CASE NO.

WHOSE STOREY DRIFT EXCEEDS 0.004 TIMES THE STOREY HEIGHT.

3

26

2

3

4

5

0.0000

0.0000

0.6544

0.0000

0.7853

0.0000

0.0000

0.0001

0.0000

0.0001

0.0000

0.0000

0.2711

0.0000

0.3253

0.0000 L /999999

0.0000 L /999999

27

2

3

4

5

0.0000

0.0000

0.4147

0.0000

0.4976

0.0000

0.0000

0.0027

0.0000

0.0032

0.0000

0.0000

0.2397

0.0000

0.2877

0.0000 L /999999

0.0000 L /999999

WARNING : THE STOREY DRIFT EXCEEDS 0.004 TIMES THE STOREY HEIGHT FOR

RESPONSE SPECTRUM LOAD CASE

3

0.0000 L /999999

WARNING : THE LOAD COMBINATION CONTAINS SEISMIC LOAD CASE NO.

WHOSE STOREY DRIFT EXCEEDS 0.004 TIMES THE STOREY HEIGHT.

3

28

2

3

4

5

0.0000

0.0000

0.4541

0.0000

0.5450

0.0000

0.0000

0.0021

0.0000

0.0025

0.0000

0.0000

0.0394

0.0000

0.0473

0.0000 L /999999

0.0000 L /999999

C:\Documents and Settings\sami sudhakar rao\Desktop\rao3.anl

Page 28 of 35

STAAD SPACE -- PAGE NO.

29

MOM-Y MOM-Z

************** END OF LATEST ANALYSIS RESULT **************

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

-2.94

-2.88

2.05

1.00

61.61

165.31

-1.33

-2.82

72.87

196.11

3.00

-3.00

9.97

-9.97

14.68

14.68

19.45

-19.45

33.18

2.05

C:\Documents and Settings\sami sudhakar rao\Desktop\rao3.anl

Page

29 of 35

STAAD SPACE

FORCE OR STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH

SQX

VONT

TRESCAT TRESCAB

MY

SY

MXY

SXY

0.00

177.51

0.46

-52.75

0.00

0.00

TOP : SMAX=

202.00 176.43

70.93 SMIN= -131.07 101.00 ANGLE= 0.0

3.41 ANGLE= 0.0

2 0.00

38.76

42.65

34.72

54.06

59.35

0.04

-1.67

9.57 SMIN= -33.08

0.05

-46.22

0.00

0.00

BOTT: SMAX= -12.91 SMIN= -59.35

21.33 ANGLE= 0.0

23.22 ANGLE= 0.0

3 25.65 0.00 0.00 0.00

0.15

179.66 45.68 0.00 0.00

65.05

207.46

52.74

TOP

TMAX= 103.73 ANGLE= 90.0

BOTT: SMAX=

4

26.37 SMIN=

0.00

216.30

336.02

321.25

-26.37

0.17

-228.01

26.37 ANGLE= 90.0

0.77

-148.45

0.00

0.00

239.03 353.66

TOP TMAX= 119.51 ANGLE=

0.0

BOTT: SMAX= -273.76 SMIN= -353.66

39.95 ANGLE= 0.0

5 30.78

276.45

268.82

262.78

0.14

-182.41

0.62

-118.76

0.17

78.06

313.91

295.95

TOP

TMAX= 156.96 ANGLE= -26.2

44.98 ANGLE= 22.4

**** MAXIMUM STRESSES AMONG SELECTED PLATES AND CASES ****

MAXIMUM MINIMUM

MAXIMUM

MAXIMUM

MAXIMUM

PRINCIPAL

STRESS

PRINCIPAL

STRESS

SHEAR

STRESS

VONMISES

STRESS

TRESCA

STRESS

1.067628E+02 -3.536620E+02 1.569573E+02 3.212524E+02 3.536620E+02

PLATE NO. 626 626

626

626 626

5 4 5 4 4

********************END OF ELEMENT FORCES********************

210. START CONCRETE DESIGN

Friday, June 22, 2007, 06:19 PM

C:\Documents and Settings\sami sudhakar rao\Desktop\rao3.anl Page 30 of 35

Friday, June 22, 2007, 06:21 PM

STAAD SPACE

BEAM N 0.

289 DESIGN RESULTS

M20

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 4000.0 mm SIZE:

300.0 mm X 300.0 mm COVER: 25.0 mm

SECTION

TOP

REINF.

BOTTOM

REINF.

0.0 mm

SUMMARY OF REINF. AREA

(Sq.mm)

1000.0 mm

2000.0 mm

3000.0 mm

377.16

(Sq. mm)

0.00

(Sq. mm)

171.02

(Sq. mm)

165.29

(Sq. mm)

165.90

(Sq. mm)

165.29

(Sq. mm)

171.02

(Sq. mm)

165.29

(Sq. mm)

4000.0 mm

211.14

(Sq. mm)

165.29

(Sq. mm)

SECTION

TOP

REINF.

0.0 mm

SUMMARY OF PROVIDED REINF. AREA

1000.0 mm

2000.0 mm

3000.0 mm

5-10i

1 layer(s)

3-10i

1 layer(s)

3-10i

1 layer(s)

3-10i

1 layer(s)

4000.0 mm

3-10i

1 layer(s)

BOTTOM

REINF.

2-12i

1 layer(s)

3-12i

1 layer(s)

3-12i

1 layer(s)

3-12i

1 layer(s)

3-12i

1 layer(s)

SHEAR 2 legged 8i

REINF. @ 120 mm c/c

2 legged 81

@ 200 mm c/c

2 legged 8i

@ 200 mm c/c

2 legged 8i

@ 200 mm c/c

2 legged 8i

@ 120 mm c/c

********************END OF BEAM DESIGN RESULTS********************

215. DESIGN COLUMN 263

C:\Documents and Settings\sami sudhakar rao\Desktop\rao3.an1

Page 32 of 35

STAAD SPACE

MAIN REINFORCEMENT : Provide 36 - 20 dia. (3.14%, 11309.73 Sq.mm.)

(Equally distributed)

TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 300 mm c/c

SECTION CAPACITY (KNS-MET)

INTERACTION RATIO: 0.96 (as per Cl. 39.6, IS456:2000)

********************END OF COLUMN DESIGN RESULTS********************

216. DESIGN ELEMENT 626

Friday, June 22, 2007, 06:22 PM

C:\Documents and Settings\sami sudhakar rao\Desktop\rao3.anl

Page 33 of 35

Friday, June 22, 2007, 06:23 PM

STAAD SPACE

ELEMENT DESIGN SUMMARY

MOM-Y /LOAD

(KN-M/M)

***************************END OF ELEMENT DEEIGN***************************

C:\Documents and Settings\sami sudhakar rao\Desktop\rao3.anl

Page 34 of 35

3 0000

3 0 00

3.0000

10000

3.0000

3.0000

-4.0000 4.0000

3.0000

3 0 00

4 0000 toll,0 shear wall from first floor to top storey

3.0000

3.0000 shear wall up o first floor

Fig. 3.2.1.4 out of plane offsets building

20

(3.2.1.5)NON PARALLEL SYSTEM BUILDING :

BUILDING DETAILS:

Plan area

= 192 sq.mts

Each story height = 3 mts

Number of stories = 10

Column dimension = 0.5 X 0.5 mts

In all stories

Beam dimension = 0.3 X 0.3 mts

Slab Thickness = 150 mm

Density of concrete = 25KN/m3

Live load = 3 KN/m2

Soil site factor = 1

Depth of foundation = 2m

Seismic zone = IV

Importance factor = 1

Response reduction factor = 3

Number of load cases = 5

21

STAAD SPACE

1

2

3

4

5

6

0.604

0.697

0.736

1.902

2.191

2.319

Friday, June 22, 2007, 06:28 PM

1.65699

1.43515

1.35853

0.52585

0.45646

0.43120

1.112E-15

3.892E-15

1.329E-15

2.836E-11

1.075E-08

3.054E-08

::\Documents and Settings\sami sudhakar rao\Desktop\SAMI5.an1

Page 6 of 21

STAAD SPACE

1

24

1

2

3

4

5

1

2

0.87 595.92

1.71 221.59

35.01 169.37

3.87 1226.26

45.10 1184.26

-0.14 717.65

-0.16 375.06

35.01 164.84

-0.44

1639.05

41.66 1509.06

34

3

4

5

1

2

3

4

5

44 1

2

3

4

5

45 1

2

3

4

5

78 1

2

3

4

-0.83 748.93

-2.12

313.12

50.45 283.61

-4.42 1593.08

57.00 1614.79

0.43

1.21

49.74

52.79

805.26

364.07

356.12

2.46 1753.99

61.65 1830.53

0.92 915.54

4.07 434.84

35.67 232.40

7.48 2025.56

48.79

1899.33

-0.08 1236.24

-2.96 656.09

257.36

5

88

1

2

3

4

5

-4.55 2838.50

59.71 2579.64

2.68 1478.53

12.61 870.48

50.73 369.03

22.93 3523.52

79.22 3261.64

133 1 -3.14 1444.80

2 -12.97 853.87

3 35.71 100.71

4 -24.17 3448.01

5 23.52 2879.26

89 1

2

3

1.13

2.52

27.19

608.17

234.52

151.60

4

5

122

1

2

3

5.48 1264.03

37.02 1193.14

-0.21

855.33

-0.98 386.35

38.75 182.94

1.47

3.38

0.85

3.07

31.38

7.27

99.82

5.88

43.48 124.49

2.05 1.44

4.29 2.46

44.82 16.70

9.51

27.65

1.62

4.39

5.85

58.47

1.01

3.42

26.70

9.02

39.25

1.59

5.49

28.56

10.62

42.77

76.22

6.64

96.77

0.98

4.23

70.80

7.81

91.21

-0.12

0.03

-0.70

-0.19

43.77 112.00

-0.15 -1.34

52.41 133.32

-0.14

-0.39

42.91

-0.80

-0.71

-1.22

91.86

-2.90

50.85 107.92

0.07 -0.50

1.36

33.73

0.21

75.77

2.15

42.19

0.21

2.92

21.06

4.70

29.03

-0.45

90.57

-0.33

0.65

52.54

0.48

63.44

-1.59

-3.38

-2.14

-3.51

34.22 102.70

-7.46 -8.47

35.09

116.46

-1.98 -2.49

-5.17

31.14

-5.87

80.50

-0.02

0.17

0.15

-0.37

5.65

0.23

98.26

-0.33

6.96 117.65

-0.03 1.12

0.16 1.42

5.79

0.21

98.33

3.80

7.11 121.04

-0.03 1.79

0.16 3.31

5.82 113.35

0.19

7.66

7.13 142.15

-0.02

0.16

0.58

0.12

5.83 112.67

0.21 1.05

7.17 136.05

-0.02

0.16

0.11

-3.40

5.84

0.21

89.34

-4.93

7.18 103.26

-0.03 1.07

0.16 3.36

5.77 105.91

0.20 6.64

7.08 132.41

-0.03

-1.57

0.16 -11.61

5.80

103.91

0.19

-19.76

7.12 108.88

-0.03

0.16

5.82

7.05

4.05

13.10

89.33

0.20

25.72

7.14

127.78

-0.03

0.15

5.76

0.17

-0.09

-2.67

73.87

-4.13

85.34

1.20

-0.02

0.17

5.78

0.69

85.20

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMI5.anl

Friday, June 22, 2007, 06:29 PM

Page 11 of 21

STAAD SPACE

4 -1.78 1862.52 -10.72 -12.54

132

144

5

1

2

3

4

5

1

5

45.07 1709.54

6.12 1150.81

28.79

-1.53

86.57

-2.04

14.62 611.84 -8.30 -9.12

36.56 301.99

24.66

67.03

31.11 2643.98

-14.74

-16.74

68.76 2477.58

-7.76 1107.33

2

-17.55 438.17

3

27.21 95.37

4

-37.96

2318.25

2.29 1969.04

17.81

-1.66

-4.62

19.83

-9.42 -13.61

16.26

67.04

-2.06

-7.01

61.03

62.35

0.23 2.84

7.12 104.51

-0.02

-4.89

0.16 -14.31

5.82 83.07

0.21 -28.80

7.16

-0.04

0.15

5.83

76.64

8.63

17.00

73.67

0.16 38.45

7.12 119.16

************** END OF LATEST ANALYSIS RESULT **************

148. PRINT STORY DRIFT

Friday, June 22, 2007, 06:30 PM

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMI5.anl

Page 12 of 21

STAAD SPACE

(METE)

LOAD AVG.

X Z

1

2

3

3.00

6.00

9.00

4 12.00

5 15.00

6

7

8

18.00

21.00

24.00

0.0647

0.0445

1.3988

0.1638

1.8096

0.0983

0.0692

1.7564

0.2513

2.3087

0.1368

0.0978

2.0800

0.3520

2.7776

0.1793

0.1296

2.3675

0.4633

3.2117

0.2247

0.1636

2.6138

0.5826

0.0040

0.0022

0.2209

0.0094

0.2726

0.0165

0.0101

0.6048

0.0399

0.7577

0.0371

0.0246

1.0107

0.0924

1.2867

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

0.0269

0.0393

1.3057

0.0993

1.6463

0.0393

0.0535

1.6343

0.1392

2.0724

0.0532

0.0685

1.9234

0.1825

2.4541

0.0684

0.0842

2.1713

0.2288

2.7886

0.0846

0.1005

2.3738

0.2776

0.0022

0.0043

0.1970

0.0097

0.2443

0.0080

0.0141

0.5570

0.0332

0.6950

0.0164

0.0260

0.9417

0.0636

1.1809

0.0040

0.0022

0.2209

0.0094

0.2726

0.0124

0.0079

0.3839

0.0305

0.4852

0.0206

0.0144

0.4058

0.0525

0.5290

0.0276

0.0200

0.3881

0.0714

0.5229

0.0336

0.0247

0.3576

0.0874

0.4991

0.0385

0.0286

0.3236

0.1007

0.4689

0.0425

0.0317

0.2875

0.1113

0.4341

0.0455

0.0340

0.2462

0.1193

0.0022 L / 74419

0.0119 L / 20786

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMI5.anl

Page 13 of 21

Friday, June 22, 2007, 06:33 PM

STAAD SPACE

STORY

HEIGHT

AVG. DISP(CM )

BASE=

0.00

9 27.00

5

1

2

3

4

5

3.6026

0.2722

0.1991

2.8105

0.7070

3.9381

3.0706

0.1016

0.1175

2.5247

0.3287

3.2926

10 30.00 1

2

3

4

0.3191

0.2321

2.9525

0.8267

5 4.2044

149. PRINT MEMBER FORCES LIST 153 319

0.1203

0.1373

2.6236

0.3865

3.4575

0.3909

0.0475

0.0355

0.1967

0.1244

0.3356

0.0469

0.0329

0.1421

0.119,7

0.2663

0.2820 L /

767

0.0170 L / 8452

0.1509 L / 1525

0.0511 L / 2410

0.2219 L / 894

0.0990 L / 2111

0.0577 L / 2506

0.1650 L / 1126

::\Documents and Settings\sami sudhakar rao\Desktop\SAMI5.anl

Page 14 of 21

Friday, June 22, 2007, 06:34 PM

STAAD SPACE

ALL UNITS ARE -- EN METE

MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z

153 1 87 1459.78

88 -1478.53

3 87

88

369.03

369.03

-2.68 -0.07

2.68 0.07

2 87 870.48 -12.61 -1.36

88 -870.48 12.61 1.36

50.73

33.73

50.73

33.73

4 87 3495.39 -22.93 -2.15

88 -3523.52 22.93 2.15

5 87 3239.14

88 -2375.98

42.54

79.22

38.75

42.19

319 1 87

134

2 87

134

3 87

134

4

87

134

5 87

134

-0.20

0.20

-0.85

0.85

0.89

0.89

-1.59

1.59

-0.20

2.34

10.07

10.18

39.16

40.44

1.87

1.87

73.84

75.93

61.32

62.99

0.00

0.00

0.00

0.00

0.09

0.09

0.00

0.00

0.11

0.11

-0.03

0.03

0.16

-0.16

5.80

5.80

0.19

-0.19

7.12

0.00

0.00

-0.06

0.06

0.77

0.77

-0.09

0.09

0.85

1.00

0.72

-0.50

3.88

0.21

25.71

75.77

6.89

-0.45

36.36

90.57

-6.46

-1.57

-26.22

-11.61

48.56

103.91

-49.02

-19.76

19.06

108.88

0.01

0.01

-0.01

-0.01

14.80

-15.30

72.62

-74.26

0.42

0.42

0.00

8.09

8.78

131.13

-0.01 -134.35

0.50

0.50

114.61

-96.95

************** END OF LATEST ANALYSIS RESULT **************

150. PRINT ELEMENT STRESSES LIST 355

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMI5.an1

Page 15 of 21

STAAD SPACE

FORCE OR STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH

Friday, June 22, 2007, 06:35 PM

**** MAXIMUM STRESSES AMONG SELECTED PLATES AND CASES ****

********************END OF ELEMENT FORCES********************

151. START CONCRETE DESIGN

:\Documents and Settings\sami sudhakar rao\Desktop\SAMI5.anl Page 16 of 21

Friday, June 22, 2007, 06:37 PM

STAAD SPACE

BEAM N O. DESIGN RESULTS

M20 Fe415 (Main)

Fe415 (Sec.)

LENGTH: 9000.0 mm

SIZE: 300.0 mm X 300.0 mm

COVER: 25.0 mm

REINF.

REINF.

SUMMARY OF REINF. AREA (Sq.mm)

0.0 mm 2250.0 mm

4500.0 mm 6750.0 mm mm) mm)

164.06

(Sq. mm)

166.07

(Sq. mm)

230.53

(Sq. mm)

988.74

(Sq. mm)

164.06

(Sq. mm)

174.32

(Sq. mm)

9000.0 mm

1726.98

(Sq. mm)

1027.03

(Sq. mm)

SUMMARY OF PROVIDED REINF. AREA

SECTION mm

2250.0 mm

4500.0 mm

6750.0 mm

9000.0 mm

3-161

1 layer(s)

3-16i

1 layer(s)

3-16i

1 layer(s)

9-161

2 layer(s)

3-12i

1 layer(s)

9-121

2 layer(s)

3-12i

1 layer(s)

10-121

2 layer(s)

REINF. @ 120 mm c/c

2 legged 81

@ 120 mm c/c

2 legged 8i

@ 120 mm c/c

2 legged 8i

@ 120 mm c/c

2 legged 81

@ 120 mm c/c

********************END OF BEAM DESIGN RESULTS********************

156. DESIGN COLUMN 153

C:\Documents and Settings\sam1 sudhakar rao\Desktop\SAMI5.anl

Page 18 of 21

STAAD SPACE

(Equally distributed)

TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 300 mm c/c

SECTION CAPACITY (KNS-MET)

INTERACTION RATIO: 0.83 (as per Cl. 39.6, IS456:2000)

********************END OF COLUMN DESIGN RESULTS********************

157. DESIGN ELEMENT 355

Friday, June 22, 2007, 06:40 PM

\Documents and Settings\sami sudhakar rao\Desktop\SAMI5.anl

Page 19 of 21

Friday, June 22, 2007, 06:42 PM

STAAD SPACE

ELEMENT DESIGN SUMMARY

MOM-Y /LOAD

(KN-M/M)

***************************END OF ELEMENT DESIGN***************************

C:\Documents and Settings\sami sudhakar rao\Desktop\SAMI5.anl

Page 20 of 21

.

00

00

.

.. i

\

IS)

5 11000

2

0n. s itoo

Fg. 3.2.1.5 Nonparallel system building

22

(3.2.2)VERTICAL IRREGULARITIES:

(3.2.2.1)SOFT STORY BUILDING :

BUILDING DETAILS:

Plan area

= 192 sq.mts

Ground story height = 3.5 mts

Other story heights = 3 mts

10th story height = 2.5 mts

Number of stories = 10

Column dimension = 0.5 X 0.5 mts

In all stories

Beam dimension = 0.3 X 0.3 mts

Slab Thickness = 150 mm

Density of concrete = 25KN/m3

Live load

= 3 KN/m2

Soil site factor = 1

Depth of foundation = 2m

Seismic zone = IV

Importance factor = 1

Response reduction factor = 3

Number of load cases = 5

23

STAAD SPACE

1

2

3

4

5

6

0.860

0.874

0.899

2.691

2.728

2.811

Saturday, June 23, 2007, 03:48 PM

1.16327

1.14455

1.11186

0.37164

0.36653

0.35571

3.653E-15

2.122E-15

4.917E-14

1.187E-08

9.510E-09

2.957E-07

7:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA1.anl

Page 7 of 23

STAAD SPACE

Saturday, June 23, 2007,,10:57 AM

-- PAGE NO. 12

MOM Z

-0.80

-1.06

66.13

-2.79

77.11

0.80

1.06

66.13

2.79

81.59

-0.19

-0.10

72.46

-0.44

86.60

0.19

0.10

72.46

0.44

87.31

-0.87

-1.96

69.63

-4.25

80.16

0.87

1.96

69.63

4.25

86.95

-0.34

-0.17

78.01

-0.76

93.00

0.34

0.17

78.01

0.76

94.21

-0.93

-1.99

69.66

-4.37

80.09

0.93

1.99

69.66

.?:\Documents and Settings\sami sudhakar rao\Desktop1SUDHA1.anl

Page 12 of 23

STAAD SPACE

131

132

133

147

175

176

177

191

219

220

3

4

5

1

2

3

4

5

1

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

4

5

1

2

2

3

4

5

1

2

3

4

2

3

4

5

1

5

1

2

3

4

5

1

-3.82 1389.53

27.55 1318.73

0.32

0.15

920.19

449.89

32.78 8.25

0.70 2055.12

39.90 1654.00

-0.32 920.19

-0.15 449.89

32.78 8.25

-0.70

2055.12

38.78 1654.00

0.76 642.98

1.72 253.68

25.51 172.76

3.71 1345.00

33.58 1283.31

-0.76 642.98

-1.72 253.68

25.51 172.76

-3.71 1345.00

27.65 1283.31

0.29

0.14

891.63

431.81

32.86 7.90

0.65 1985.15

39.95 1597.60

-0.29

-0.14

891.63

431.81

32.86 7.90

-0.65

1985.15

38.91

1597.60

0.70

0.92

22.58

2.43

467.98

144.30

124.28

918.42

883.87

29.03

-0.70

-0.92

22.58

-2.43

25.15

0.17

0.08

28.07

467.98

144.30

124.28

918.42

883.87

641.59

252.81

5.42

0.37 1341.60

33.98 1079.79

-0.17

641.59

0.00

-0.19

-0.10

0.03

-0.43

-0.31

-0.19

-0.10

0.03

-0.43

-0.31

-0.32

-0.17

0.01

-0.74

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

-0.58

-0.32

-0.17

0.01

-0.74

-0.58

-0.70

-0.93

1.63

-2.45

-0.01

-0.70

-0.93

1.63

-2.45

-0.01

-0.76

-1.72

0.05

-3.73

-2.92

-0.76

0.00

-0.22

-0.13

0.10

-0.53

-0.30

-0.22

-0.13

0.10

-0.53

-0.30

-0.38

-0.20

0.01

-0.87

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

-0.68

-0.38

-0.20

0.01

-0.87

-0.68

-0.81

-1.08

1.98

-2.84

0.11

-0.81

-1.08

1.98

-2.84

0.11

-0.88

-1.98

0.04

-4.28

-3.38

-0.88

0.00

0.00

0.10

0.00

0.13

0.00

0.00

0.02

0.00

0.03

0.00

0.00

0.00

0.01

0.00

0.01

0.00

0.00

0.10

0.00

0.13

0.00

0.00

0.02

0.00

0.02

0.00

0.00

0.01

0.00

0.01

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.02

0.00

0.01

4.37

87.08

-0.37

-0.17

77.96

-0.81

92.90

0.37

0.17

77.96

0.81

94.19

-0.87

-1.96

69.63

-4.25

80.16

0.87

1.96

69.63

4.25

86.95

-0.34

-0.17

78.01

-0.76

93.00

0.34

0,17

78.01

0.76

94.21

-0.80

-1.06

66.13

-2.79

77.11

0.80

1.06

66.13

2,79

81.59

-0.19

-0.10

72.46

-0.44

86.60

0.19

C:\Documents and Settings\sami sudhakar rao1Desktop\SUDHAl.anl

Saturday, June 23, 2007, 10:59 AI

Page 13 of 2

STAAD SPACE

2

3

4

5

-0.08

28.07

252.81

5.42

-0.37 1341.60

33.38 1079.79

-1.72

0.05

-3.73

-2.92

-1.98

0.04

-4.28

-3.38

0.00

0.02

0.00

0.02

0.10

72.46

0.44

87.31

************** END OF LATEST ANALYSIS RESULT **************

219. PRINT STOREY DRIFT

Saturday, June 23, 2007, 11:00 AM

C:\Documents and Settings\sami sudhakar rao\Desktup\SUDHAl.anl

Page 14 of 23

STAAD SPACE

(METE)

2

3

4

5

2

3

4

5

2

3

4

2

3

4

5

2

3

4

5

2

3

4

5

2

3

4

5

2

3

4

5

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDHAl.anl

Saturday, June 23, 2007,

11:01 Al

-- PAGE NO. 15

RATIO

Page 15 of

STAAD SPACE

-- PAGE' NO.

16

STORY HEIGHT

(METE)

LOAD

X Z

BASE= 0.00

9 27.50

5

1

2

3

4

5

2.2342

0.0000

0.0000

1.9719

0.0000

2.3663

0.0000

0.0000

0.0000

0.0001

0.0000

0.0001

10 30.00 1

2

0.0000

0.0000

3

4

5

2.0284

0.0000

2.4341

220. PRINT MEMBER FORCES LIST 280 269

0.0000

0.0000

0.0001

0.0000

0.0001

DRIFT(CM )

X

0.1810

0.0000

0.0000

0.1100

0.0000

0.1320

0.0000

0.0000

0.0565

0.0000

0.0678

Z

RATIO

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

::1Documents and Settings\sami sudhakar rao\Desktop\SUDHAl.anl

Page 16 of 23

Saturday, June 23, 2007, 11:03 Al

STAAD SPACE

ALL UNITS ARE -- KN METE

MEMBER LOAD JT

AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z

280 1 129 898.32

131 -920.19

2 129 449.89

131 -449.89

3 129

131

8.25

8.25

4 129 2022.31

131 -2055.12

5 129 1627.75

131 -1634.19

269 1

3

5

129

130

2 129

130

129

130

4 129

130

129

130

-0.24

0.24

-0.33

0.33

0.00

0.00

-0.86

0.86

-0.68

0.68

-0.32

0.32

-0.15

0.15

32.78

32.78

-0.70

0.70

38.78

39.90

4.50

4.50

12.00

12.00

6.90

6.90

24.75

24.75

28.08

28.08

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

************** END OF LATEST ANALYSIS RESULT **************

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

-0.75

-0.37

-0.34

-0.17

36.86

77.96

-1.64

-0.81

42.92

92.90

2.96

-2.96

10.00

-10.00

13.80

13.80

19.43

-19.43

32.11

1.02

221. PRINT ELEMENT STRESSES LIST 518

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA1.anl

Page 17 of 2

Saturday, June 23, 2007, 11:06 AN

STAAD SPACE

- FORCE OR STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH

ELEMENT

.

LOAD SQX

VONT

TRESCAT TRESCAB

MY

SY

MXY

SXY

BOTT: SMAX=

2

0.00

7.89

8.64 2.04

8.64 SMIN=

0.30 SMIN=

0.00

6.28

-0.07

2.41

BOTT: SMAX=

3

6.68 2.68

6.68 SMIN=

2.68 SMIN=

38.04 0.00

9.32 7.51

BOTT: SMAX=

4

10.76 8.67

5.38 SMIN=

4.33 SMIN=

0.00 -0.22

21.24 4.31

BOTT: SMAX=

5

BOTT: SMAX=

22.98 4.47

22.98 SMIN=

4.47 SMIN=

45.65

-0.18

20.34

9.65

23.41 10.91

23.41 SMIN=

7.38 SMIN=

0.01

4.32

0.00

0.00

0.04

11.66

0.03

9.33

0.01

3.55

0.01

4.24

0.00

0.00

0.00

0.00

0.92 ANGLE=

0.0

1.02 ANGLE= 0.0

0.00

0.00

0.44 ANGLE= 0.0

0.36 ANGLE= 0.0

0.00

4.86

5.38 ANGLE= 90.0

4.33 ANGLE= 90.0

0.03

11.69

0.00

0.00

2.04 ANGLE= 0.0

2.07 ANGLE= 0.0

0.02 0.00

9.35

5.83

6.66 ANGLE= 37.9

5.46 ANGLE= -36.2

**** MAXIMUM STRESSES AMONG SELECTED PLATES AND CASES ****

MAXIMUM MINIMUM MAXIMUM

MAXIMUM MAXIMUM

PRINCIPAL

STRESS

PRINCIPAL

STRESS

SHEAR

STRESS

VONMISES

STRESS

TRESCA

STRESS

2.341087E+01 -5.379201E+00 6.658157E+00 2.123691E+01 2.341087E+01

PLATE NO. 518 518 518

518 518

5 3 5 4

5

*END OF ELEMENT FORCES********************

222. START CONCRETE DESIGN

::::\Documents and Settings\sami sudhakar rao\Desktop\SUDHA1.anl

Page 18 of 23

Saturday, June 23, 2007, 11:07 A

STAAD SPACE

BEAM N O. DESIGN RESULTS

M20 Fe415 (Main) Fe415 (Sec.)

LENGTH:

4000.0 mm SIZE: 300.0 mm

X 300.0 mm

COVER: 25.0 mm

SUMMARY OF REINF. AREA

(Sq.mm)

SECTION

0.0 mm 1000.0 mm

2000.0 mm

3000.0 mm

REINF.

REINF.

(Sq. mm)

(Sq. mm)

165.90

(Sq. mm)

165.29

(Sq. mm)

165.90

(Sq. mm)

165.29

(Sq. mm)

165.90

(Sq. mm)

165.29

(Sq. mm)

4000.0 mm

210.85

(Sq. mm)

165.29

(Sq. mm)

SUMMARY OF PROVIDED REINF. AREA

SECTION

0.0 mm 1000.0 mm

2000.0 mm

3000.0 mm

4000.0 mm

3-10i

1 layer(s)

3-10i

1 layer(s)

3-10i

1 layer(s)

3-10i

1 layer(s)

3-12i

1 layer(s)

3-12i

1 layer(s)

3-12i

1 layer(s)

3-12i

1 layer(s)

SHEAR 2 legged 8i

REINF. @ 200 mm c/c

2 legged 8i

@ 200 mm c/c

2 legged 8i

@ 200 mm c/c

2 legged 8i

@ 200 mm c/c

2 legged 8i

@ 200 mm c/c

********************END OF BEAM DESIGN RESULTS********************

227. DESIGN ELEMENT 518

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDHAl.anl

1

Page 20 of 2

Saturday, June 23, 2007, 11:08 AA

STAAD SPACE

ELEMENT DESIGN SUMMARY

MOM-Y /LOAD

(KN-M/M)

4

0 156.

***************************END OF ELEMENT DESIGN***************************

228. DESIGN COLUMN 280

7:\Documents and Settings\sami sudhakar rao\DesktoloNSUDHAl.anl Page 21 of 23

STAAD SPACE

: 2000.00 Sq.mm.

{Equally distributed)

TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

SECTION CAPACITY (ENS-MET)

2854.50 147.50

INTERACTION RATIO: 0.53 (as per Cl. 39.6, 15456:2000)

********************END OF COLUMN DESIGN RESULTS********************

Saturday, June 23, 2007, 11:10 AP

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDHAl.anl

Page 22 of 2

1.0000 mono opou — • —

3.0000

3.0 on

0000

3 0000

3.0 00

2.5000

3.0000

3.0000

3.0000

3.5000

L_I

Fig. 3.2.2.1 Soft storey building

24

(3.2.2.2)EXTREME SOFT STORY BUILDING :

BUILDING DETAILS:

Plan area

= 192 sq.mts

Ground story height = 4 mts

Other story heights = 3 mts

Number of stories = 10

Column dimension = 0.5 X 0.5 mts

In all stories

Beam dimension = 0.3 X 0.3 mts

Slab Thickness = 150 mm

Density of concrete = 25KN/m3

Live load

= 3 KN/m2

Soil site factor = 1

Depth of foundation = 2m

Seismic zone

= IV

Importance factor = 1

Response reduction factor = 3

Number of load cases = 5

25

STAAD SPACE

1

2

3

4

5

6

0.831

0.845

0.871

2.583

2.620

2.704

Saturday, June 23, 2007, 11:32 AP

1.20340

1.18406

1.14853

0.38717

0.38172

0.36978

2.216E-15

6.308E-16

1.425E-15

6.119E-09

7.642E-09

1.741E-08

7:\Documents and Settings1sami sudhakar rao\Desktop\SUDHA2.anl Page 7 of 23

STAAD SPACE

4

5

68 1

2

3

4

5

78 1

2

3

4

5

88 1

2

3

4

5

89

1

2

3

4

5

112 1

2

3

1 1

2

3

4

5

24 1

2

3

4

5

34 1

2

3

4

5

44 1

2

3

4

5

45 1

2

3

0.60 475.53

0.77

145.10

22.71 124.54

2.06 930.95

28.90 894.20

-0.60 475.53

-0.77 145.10

22.71 124.54

-2.06 930.95

25.61

894.20

0.16 648.33

0.08

253.17

27.63 5.73

0.36 1352.25

33.44

1088.67

-0.16

648.33

-0.08 253.17

27.63 5.73

-0.36

1352.25

32.87 1088.67

0.65

649.77

1.43 254.07

25.33 172.62

3.12 1355.76

32.89 1291.75

-0.65

649.77

-1.43 254.07

25.33 172.62

-3.12

1355.76

27.89

1291.75

0.27 895.75

0.14 430.40

31.83 8.32

0.62 1989.23

38.69

1601.37

-0.27 895.75

-0.14 430.40

31.83

8.32

-0.62 1989.23

37.70 1601.37

0.70 668.74

1.45

265.60

25.32 172.50

3.23

1401.50

32.96

1328.20

-0.70 668.74

-1.45 265.60

25.32

172.50

0.36

0.30

0.16

0.01

0.69

0.57

0.30

0.16

0.01

0.69

0.57

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.05

3.14

2.57

0.66

1.43

0.05

3.14

2.57

0.18

0.10

0.03

0.41

0.36

0.18

0.10

0.03

0.41

0.60

0.78

1.46

2.08

3.41

0.60

0.78

1.46

2.08

3.41

0.66

1.43

0.02

0.00

0.00

0.02

-0.01

0.01

0.00

0.00

0.01

0.00

0.01

0.00

0.00

0.01

0.00

0.01

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.02

0.00

0.02

0.00

0.00

0.02

0.00

0.03

0.00

0.00

0.02

0.01

0.00

0.00

0.11

0.00

0.13

0.00

0.00

0.11

0.00

0.13

-0.48

92.20

0.21

0.11

77.16

0.48

92.97

-0.86

-1.88

74.22

-4.11

85.77

0.86

1.88

74.22

4.11

-0.79

-1.02

70.65

-2.72

82.60

0.79

1.02

70.65

2.72

86.95

-0.21

-0.11

77.16

92.35

-0.36

-0.19

82.74

-0.82

98.63

0.36

0.19

82.74

0.82

99.95

-0.93

-1.91

.

74.24

-4.25

85.69

0.93

1.91

74.24

0.14

0.09

0.57

0.56

0.40

0.22

0.01

0.94

0.76

0.40

0.22

0.01

0.94

0.76

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.80

1.04

2.03

2.77

4.65

0.80

1.04

2.03

2.77

4.65

0.87

1.89

0.05

4.15

3.37

0.87

1.89

0.05

4.15

3.37

0.24

0.14

0.09

0.57

0.56

0.24

\Documents and Settings\sami sudhakar rao\Desktop\SUDHA2.anl

Saturday, June 23; 2007, 11:12 AN

Page 12 of 23

STAAD SPACE

122

132

133

156

166

176

177

200

210

220

4

5

1

2

3

4

5

1

3

4

5

1

2

3

2

3

4

5

1

4

5

1

2

4

5

1

2

3

3

4

5

1

2

3

4

5

1

2

3

4

4

5

1

2

5

1

2

3

-3.23 1401.50

27.79 1328.20

0.30

0.14

31.75

924.99

448.93

8.70

0.67 2060.87

38.64 1659.14

-0.30

-0.14

31.75

924.99

448.93

8.70

-0.67

2060.87

37.57

1659.14

0.65

1.43

649.77

254.07

25.33 172.62

3.12 1355.76

32.89 1291.75

-0.65 649.77

-1.43

25.33

-3.12 1355.76

27.89 1291.75

0.27

0.14

31.83

254.07

172.62

895.75

430.40

8.32

0.62 1989.23

38.69

1601.37

-0.27

895.75

-0.14

31.83

430.40

8.32

-0.62 1989.23

37.70 1601.37

0.60 475.53

0.77

22.71

2.06

28.90

-0.60

-0.77

22.71

-2.06

25.61

145.10

124.54

930.95

894.20

475.53

145.10

124.54

930.95

894.20

0.16

0.08

648.33

253.17

27.63 5.73

0.36 1352.25

33.44 1088.67

-0.16

648.33

-0.94

-0.74

-0.80

-1.04

2.03

-2.77

0.23

-0.80

-1.04

2.03

-2.77

-0.14

0.09

-0.57

-0.35

-0.24

-0.14

0.09

-0.57

-0.35

-0.40

-0.22

0.01

-0.94

-0.74

-0.40

-0.22

0.01

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

-0.24

0.23

-0.87

-1.89

0.05

-4.15

-3.26

-0.87

-0.30

-0.18

-0.10

0.03

-0.41

-0.30

-0.30

-0.16

0.01

-0.69

-0.54

-0.30

-0.16

0.01

-0.69

-0.54

-0.60

-0.78

1.46

-2.08

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

-0.18

-0.10

0.03

-0.41

0.09

-0.60

-0.78

1.46

-2.08

0.09

-0.66

-1.43

0.05

-3.14

-2.45

-0.66

0.00

0.00

0.00

0.02

-0.01

0.01

0.00

0.00

0.02

0.01

0.02

0.00

0.00

0.01

0.00

0.01

0.00

0.00

0.01

0.00

0.01

0.00

0.00

0.11

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.13

0.00

0.00

0.11

0.00

0.13

0.00

0.00

0.02

0.00

0.03

0.00

-0.19

82.74

-0.82

98.63

0.36

0.19

82.74

0.82

99.95

-0.79

-1.02

70.65

-2.72

82.60

0.79

1.02

70.65

2.72

86.95

-0.21

-0.11

77.16

-0.48

92.20

0.21

4.25

92.49

-0.40

-0.19

82.68

-0.88

98.51

0.40

0.19

82.68

0.88

99.92

-0.86

-1.88

74.22

-4.11

85.77

0.86

1.88

74.22

4.11

92.35

-0.36

C:1Documents and Settings1sami sudhakar rao\Desktop\SUDRA2.anl

Saturday, June 23, 2007, 11:13 Al

Page 13 of 2

STAAD SPACE

2

3

4

5

-0.08

27.63

253.17

5.73

-0.36 1352.25

32.87 1088.67

-1.43

0.05

-3.14

-2.45

-1.89

0.05

-4.15

-3.26

0.00

0.02

0.00

0.02

0.11

77.16

0.48

92.97

END OF LATEST ANALYSIS RESULT **************

213. PRINT STORY DRIFT

Saturday, June 23, 2007, 11:14 AN

::\Documents and Settings\sami sudhakar rao\Desktop\SUDHA2.an1

Page 14 of 23

Saturday, June 23, 2007, 11:18 A

STAAD SPACE

(METE)

LOAD AVG. )

X Z

1

2

3 10.00

4

5

6

7

8

4.00

7.00

13.00

16.00

19.00

22.00

25.00

0.0000

0.0000

1.3728

0.0000

1.6474

0.0000

0.0000

1.5839

0.0000

1.9007

0.0000

0.0000

1.7660

0.0000

2.1191

0.0000

0.0000

1.9151

0.0000

0.0000

0.0000

0.2907

0.0000

0.3489

0.0000

0.0000

0.5845

0.0000

0.7014

0.0000

0.0000

0.8700

0.0000

1.0440

0.0000

0.0000

1.1343

0.0000

1.3612

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

1

2

3

4

5

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0003

0.0000

0.0004

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.2643

0.0000

0.3171

0.0000

0.0000

0.2385

0.0000

0.2862

0.0000

0.0000

0.2111

0.0000

0.2534

0.0000

0.0000

0.1820

0.0000

0.2184

0.0000

0.0000

0.1492

0.0000

0.0000

0.0000

0.2907

0.0000

0.3489

0.0000

0.0000

0.2938

0.0000

0.3526

0.0000

0.0000

0.2855

0.0000

0.3426

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA2.anl

Page 15 of 2

STAAD SPACE

-- PAGE

NO.

16

STORY

(METE)

LOAD

X Z

DRIFT(CM )

X Z

RATIO

5

1

2

3

4

5

1

2

3

4

5

2.2981

0.0000

0.0000

2.0266

0.0000

2.4319

0.0000

0.0000

2.0997

0.0000

2.5197

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0001

0.0000

0.0001

0.1790

0.0000

0.0000

0.1114

0.0000

0.1337

0.0000

0.0000

0.0732

0.0000

0.0878

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

7:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA2.anl Page 16 of 23

Saturday, June 23, 2007, 11:20 A

STAAD SPACE

MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION

MOM-Y MOM-Z

263 1 131 899.99

132 -924.99

2 131 448.93

132 -448.93

3 131 8.70

132 8.70

4 131

2023.37

132 -2060.87

5 131 1629.14

132 -1638.26

289 1 121

2

5

131

121

131

3 121

131

4 121

131

121

131

-0.29

0.29

-0.39

0.39

0.00

0.00

-1.02

1.02

-0.81

0.81

0.30

-0.30

0.14

-0.14

31.75

31.75

0.67

-0.67

38.64

37.57

4.50

4.50

12.00

12.00

7.34

7.34

24.75

24.75

28.61

28.61

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

2.95

-2.95

9.99

-9.99

14.68

14.68

19.41

-19.41

33.14

2.09

0.80

0.40

0.38

0.19

44.39

82.68

1.78

0.88

54.69

99.92

************** END OF LATEST ANALYSIS RESULT **************

215. PRINT ELEMENT STRESSES LIST 518

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA2.anl

Page 17 of 2

Saturday, June 23, 2007, 11:21 AN

STAAD SPACE

FORCE OR STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH

ELEMENT LOAD

SQX

518

1

BOTT: SMAX=

2

BOTT: SMAX=

3

0.00

9.50

-0.09

2.35

10.41

2.48

10.41 SMIN=

0.29 SMIN=

0.00

7.64

-0.07

2.73

8.14 3.08

8.14 SMIN=

3.08 SMIN=

40.30 0.00

11.01

12.71 10.27

6.36 SMIN=

BOTT: SMAX=

4

BOTT: SMAX=

5

BOTT: SMAX=

.

5.14 SMIN=

0.00 -0.24

25.70

27.83

5.09

5.13

27.83 SMIN=

5.06 SMIN=

48.36 -0.19

24.44 11.43

28.15 12.99

28.15 SMIN=

8.49 SMIN=

0.02

4.11

0.01

5.14

0.00

0.00

0.05

13.88

0.04

11.10

0.01

4.25

0.00

0.03

13.95

0.03

11.16

0.00

0.00

1.10 ANGLE= 0.0

1.24 ANGLE= 0.0

0.01 0.00

5.05 0.00

0.56 ANGLE= 0.0

0.47 ANGLE= 0.0

0.00 0.00

5.75

6.36 ANGLE= 90.0

5.14 ANGLE= 90.0

0.00

0.00

2.49 ANGLE= 0.0

2.56 ANGLE= 0.0

0.00

6.90

7.88 ANGLE= 37.7

6.50 ANGLE= -35.8

**** MAXIMUM STRESSES AMONG SELECTED PLATES AND CASES ****

MAXIMUM

MINIMUM MAXIMUM MAXIMUM MAXIMUM

PRINCIPAL

PRINCIPAL SHEAR VONMISES TRESCA

STRESS STRESS

STRESS STRESS STRESS

2.815121E+01 -6.355376E+00 7.883296E+00 2.570077E+01 2.815121E+01

PLATE NO. 518 518

518 518 518

5 3

5 4 5

********************END OF ELEMENT FORCES********************

216. START CONCRETE DESIGN

7:1Documents and Settings\sam1 sudhakar rao\Desktold\SUDHA2.an1

Page 18 of 23

Saturday, June 23, 2007, 11:22 A

STAAD SPACE

BEAM N O.

M20 Fe415 (Main) Fe415 (Sec.)

LENGTH: 4000.0 mm SIZE: 300.0 mm X 300.0 mm

COVER: 25.0 mm

SECTION

TOP

REINF.

BOTTOM

REINF.

SUMMARY OF REINF. AREA

(Sq.mm)

0.0 mm 1000.0 mm 2000.0 mm

3000.0 mm

376.70

(Sq. mm)

0.00

(Sq. mm)

170.61

(Sq. mm)

165.29

(Sq. mm)

165.90

(Sq. mm)

165.29

(Sq. mm)

170.61

(Sq. mm)

165.29

(Sq. mm)

4000.0 mm

210.60

(Sq. mm)

165.29

(Sq. mm)

SUMMARY OF PROVIDED REINF. AREA

SECTION mm 1000.0 mm

2000.0 mm

3000.0 mm

4000.0 mm

3-10i

1 layer(s)

3-101

1 layer(s)

3-101

1 layer(s)

3-12i

1 layer(s)

3-12i

1 layer(s)

3-12i

1 layer(s)

REINF. @ 200 mm c/c @ 200 mm c/c

2 legged 8i

@ 200 mm c/c

2 legged 8i

@ 200 mm c/c

2 legged 8i

@ 200 mm c/c

**END OF BEAM DESIGN RESULTS********************

221. DESIGN COLUMN 263

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA2.anl

Page 20 of

STAAD SPACE

COLUMN

: 2000.00 Sq.mm.

(Equally distributed)

TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

SECTION CAPACITY (KNS-MET)

2854.50 147.42

INTERACTION RATIO: 0.56 (as per Cl. 39.6, IS456:2000)

********************END OF COLUMN DESIGN RESULTS********************

222. DESIGN ELEMENT 518

Saturday, June 23, 2007, 11:23 Al

7:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA2.anl

Page 21 of 23

Saturday, June 23, 2007, 11:25 Al

STAAD SPACE

ELEMENT DESIGN SUMMARY

4 156.

0

156.

***************************END OF ELEMENT DESIGN***************************

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA2.anl

Page 22 of .

0000 i

0000

0000

3 0000

10000

2

0000

3.0 00

3.0000

3 0000

“oon

4 0000

I iI.1

I n

1pn

-

Fig. 3.2.2.2 Extreme soft storey building

26

(3.2.2.3)MASS IRREGULARITY BUILDING:

BUILDING DETAILS:

Plan area

= 192 sq.mts

Each story height = 3.0 mts

Number of stories = 10

Column dimension = 0.5 X 0.5 mts

In all stories

Beam dimension = 0.3 X 0.3 mts

5th story slab thickness = 450 mm

Remaining stories slab thickness

Density of concrete

Live load

Soil site factor

Depth of foundation

Seismic zone

Importance factor

Response reduction factor

Number of load cases

1

3

5

25KN/m3

IV

3 KN/m2

1

2m

150 mm

27

Saturday, June 23, 2007, 11:34 AP,

STAAD SPACE

MODE

CALCULATED FREQUENCIES FOR LOAD CASE 3

FREQUENCY(CYCLES/SEC)

PERIOD(SEC)

1

2

3

4

5

6

0.898

0.912

0.944

2.613

2.654

2.753

1.11407

1.09674

1.05916

0.38277

0.37680

0.36325

ACCURACY

8.935E-16

8.660E-16

3.029E-15

1.478E-08

1.957E-08

2.568E-08

':

\Documents and Settings\sami sudhakar rao\Desktop\SUDHA3.anl Page 7 of 23

STAAD SPACE

1

24

34

44

45

2

3

4

5

1

2

3

4

5

1

4

5

1

2

1

2

3

4

5

1

2

3

68

78

5

88 1

2

89

3

4

5

1

2

112

3

4

5

1

2

3

2

3

4

5

1

2

3

4

3

4

5

1

0.85 516.99

1.11 150.17

24.26 137.03

2.95 1000.73

31.47

-0.85

-1.11

24.26

965.03

516.99

150.17

137.03

-2.95 1000.73

26.75 965.03

0.19

0.08

31.02

712.42

256.79

6.93

0.40 1453.81

37.55 1171.36

-0.19 712.42

-0.08

31.02

256.79

6.93

-0.40 1453.81

36.91

1171.36

0.91

713.79

2.09 257.41

27.88

188.06

4.50

1456.80

37.06 1391.12

-0.91 713.79

-2.09

27.88

257.41

188.06

-4.50 1456.80

29.86 1391.12

0.33

0.12

969.00

416.56

37.06 12.34

0.67 2078.34

45.01

1677.47

-0.33 969.00

-0.12

37.06

416.56

12.34

-0.67 2078.34

43.93 1677.47

0.96

2.10

27.88

744.84

273.62

185.54

4.60 1527.69

37.13 1444.80

-0.96 744.84

-2.10

27.88

273.62

185.54

0.67

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.04

0.50

0.44

0.38

0.16

0.01

0.82

0.67

0.38

0.16

0.01

0.82

3.66

0.91

2.09

0.05

4.50

3.66

0.23

0.10

0.04

0.50

0.44

0.23

0.10

0.86

1.12

1.99

2.97

4.76

0.86

1.12

1.99

2.97

4.76

0.91

2.09

0.05

4.50

0.02

0.00

0.00

0.02

0.00

0.03

0.00

0.00

0.02

0.01

0.02

0.00

0.00

0.02

-0.01

0.01

0.00

0.00

0.11

0.00

0.13

0.00

0.00

0.11

0.00

0.13

0.00

0.00

0.02

0.00

0.00

0.00

0.01

0.00

0.01

0.00

0.00

0.01

0.00

0.01

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

88.58

0.19

0.08

74.09

0.41

89.23

-0.88

-2.03

71.14

-4.37

81.88

0.88

2.03

71.14

4.37

88.87

-0.32

-0.12

80.02

-0.66

-0.83

-1.09

67.45

-2.88

78.64

0.83

1.09

67.45

2.88

83.25

-0.19

-0.08

74.09

-0.41

95.49

0.32

0.12

80.02

0.66

96.55

-0.94

-2.04

71.18

-4.46

81.85

0.94

2.04

71.18

0.55

0.23

0.11

0.11

0.51

0.55

0.38

0.17

0.01

0.82

3.54

0.89

2.03

0.03

4.38

3.54

0.23

0.11

0.11

0.51

0.84

1.10

2.07

2.92

4.82

0.84

1.10

2.07

2.92

4.82

0.89

2.03

0.03

4.38

0.67

0.38

0.17

0.01

0.82

0.67

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA3.anl

Saturday, June 23, 2007, 11:35

Page 12 of

STAAD SPACE

122

132

133

156

166

176

177

200

210

220

5

1

2

3

4

5

1

1

2

3

4

2

3

4

5

2

3

4

5

1

3

4

5

1

4

5

1

2

1

2

3

4

2

3

4

5

5

1

2

3

4

5

1

2

3

4

5

1

-4.60 1527.69

29.77 1444.80

0.36 1020.75

0.12 444.55

36.97 12.23

0.72 2197.94

44.94 1773.03

-0.36 1020.75

-0.12

36.97

444.55

12.23

-0.72 2197.94

43.79 1773.03

0.91

713.79

2.09

27.88

257.41

188.06

4.50 1456.80

37.06 1391.12

-0.91

-2.09

27.88

713.79

257.41

188.06

-4.50

1456.80

29.86 1391.12

0.33 969.00

0.12

37.06

416.56

12.34

0.67 2078.34

45.01 1677.47

-0.33

969.00

-0.12 416.56

37.06

12.34

-0.67

2078.34

43.93 1677.47

0.85 516.99

1.11 150.17

24.26

137.03

2.95

1000.73

31.47

-0.85

-1.11

24.26

965.03

516.99

150.17

137.03

-2.95 1000.73

26.75

965.03

0.19

0.08

712.42

256.79

31.02

6.93

0.40

1453.81

37.55 1171.36

-0.19 712.42

-0.10

0.04

-0.50

-0.35

-0.23

-0.10

0.04

-0.50

-0.35

-0.38

-0.16

0.01

-0.82

-0.64

-0.38

-0.16

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

-0.23

0.01

-0.82

-0.64

-0.86

-1.12

1.99

-2.97

0.01

-0.86

-1.12

1.99

-2.97

0.01

-0.91

-2.09

0.05

-4.50

-3.54

-0.91

0.02

0.01

0.02

0.00

0.00

0.01

0.00

0.01

0.00

0.00

0.01

0.00

0.01

0.00

0.00

0.11

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.02

-0.01

0.01

0.00

0.00

0.13

0.00

0.00

0.11

0.00

0.13

0.00

0.00

0.02

0.00

0.03

0.00

-0.11

0.11

-0.51

-0.28

-0.23

-0.11

0.11

-0.51

-0.28

-0.38

-0.17

0.01

-0.82

-0.65

-0.38

-0.17

0.01.

-0.82

-0.65

-0.84

-1.10

2.07

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

-0.23

-2.92

0.15

-0.84

-1.10

2.07

-2.92

0.15

-0.89

-2.03

0.03

-4.38

-3.47

-0.89

-0.88

-2.03

71.14

-4.37

81.88

0.88

2.03

71.14

4.37

88.87

-0.32

-0.12

80.02

-0.66

95.49

0.32

0.12

80.02

0.66

96.55

-0.83

-1.09

67.45

-2.88

4.46

88.99

-0.35

-0.12

79.98

-0.71

95.41

0.35

0.12

79.98

0.71

96.54

78.64

0.83

1.09

67.45

2.88

83.25

-0.19

-0.08

74.09

-0.41

88.58

0.19

7:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA3.anl

Saturday, June 23, 2007, 11:36 AN

Page 13 of 23

STAAD SPACE

2

3

4

5

-0.08 256.79

31.02 6.93

-0.40 1453.81

36.91

1171.36

-2.09

0.05

-4.50

-3.54

-2.03

0.03

-4.38

-3.47

0.00

0.02

0.00

0.02

0.08

74.09

0.41

89.23

************** END OF LATEST ANALYSIS RESULT **************

215. PRINT STOREY DRIFT

Saturday, June 23, 2007, 11:37 A

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA3.anl

Page 14 of

STAAD SPACE

(METE)

LOAD

AVG.

)

X Z

1

2

3

4

5

6

7

8

3.00

6.00

9.00

12.00

15.00

18.00

21.00

24.00

0.0000

0.0000

0.1759

0.0000

0.2111

0.0000

0.0000

0.4830

0.0000

0.5796

0.0000

0.0000

0.8051

0.0000

0.9661

0.0000

0.0000

1.0934

0.0000

1.3121

0.0000

0.0000

1.2683

0.0000

1.5219

0.0000

0.0000

1.3928

0.0000

1.6714

0.0000

0.0000

1.5593

0.0000

1.8711

0.0000

0.0000

1.7088

0.0000

0.0000

0.0000

0.0002

0.0000

0.0003

0.0000

0.0000

0.0000

0.0000

0.0001

0.0000

0.0000

0.0001

0.0000

0.0001

0.0000

0.0000

0.0001

0.0000

0.0001

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0001

0.0000

0.0001

0.0000

0.0000

0.0000

0.0000

0.0001

0.0000

0.0000

0.0000

0.0000

1

2

3

4

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

0.0000

0.0000

0.1759

0.0000

0.2111

0.0000

0.0000

0.3071

0.0000

0.3686

0.0000

0.0000

0.3220

0.0000

0.3864

0.0000

0.0000

0.2884

0.0000

0.3461

0.0000

0.0000

0.1748

0.0000

0.2098

0.0000

0.0000

0.1246

0.0000

0.1495

0.0000

0.0000

0.1665

0.0000

0.1998

0.0000

0.0000

0.1495

0.0000

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

7:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA3.anl Page 15 of 23

STAAD SPACE

Saturday, June 23, 2007, 11:41 A

-- PAGE NO. 16

STORY

HEIGHT

(METE)

LOAD

X Z

BASE=

0.00

9 27.00

5

1

2

3

4

5

2.0506

0.0000

0.0000

1.8228

0.0000

2.1874

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

10 30.00 1

2

3

4

5

0.0000

0.0000

1.8977

0.0000

2.2773

216. PRINT MEMBER FORCES LIST 263 289

0.0000

0.0000

0.0001

0.0000

0.0001

DRIFT(CM )

X Z

RATIO

0.1794

0.0000

0.0000

0.1140

0.0000

0.1368

0.0000

0.0000

0.0749

0.0000

0.0899

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

0.0000 L /999999

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA3.anl Page 16 of

Saturday, June 23, 2007, 11:42 AN

STAAD SPACE

ALL UNITS ARE -- KN METE

AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z

263 131 1002.00

132 -1020.75

2 131 444.55

132 -444.55

3 131

132

12.23

12.23

4 131 2169.82

132 -2197.94

5 131 1750.53

132 -1743.68

289

121

131

2 121

131

3

121

131

4 121

131

5 121

131

-0.19

0.19

-0.24

0.24

0.00

0.00

-0.65

0.65

-0.52

0.52

0.36

-0.36

0.12

-0.12

36.97

36.97

0.72

-0.72

44.94

43.79

4.50

4.50

12.00

12.00

7.03

7.03

24.75

24.75

28.24

28.24

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.72

0.35

0.24

0.12

31.03

79.98

1.45

0.71

38.40

96.54

2.96

-2.96

10.00

-10.00

14.07

14.07

19.45

-19.45

32.44

1.32

************** END OF LATEST ANALYSIS RESULT **************

217. PRINT ELEMENT STRESSES LIST 518

7:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA3.anl

Page 17 of 23

Saturday, June 23, 2007, 11:43 A

STAAD SPACE

FORCE OR STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH

ELEMENT LOAD

TRESCAT TRESCAB

**** MAXIMUM STRESSES AMONG SELECTED PLATES AND CASES ****

1.849516E+01 -4.470415E+00 5.469567E+00 1.644503E+01 1.849516E+01

********************END OF ELEMENT FORCES********************

218. START CONCRETE DESIGN

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDITA3.anl

Page 18 of

Saturday, June 23, 2007, 11:45 AM

STAAD SPACE

BEAM N O.

M20

Fe415 (Main) Fe415 (Sec.)

LENGTH: 4000.0 mm

SIZE: 300.0 mm

X 300.0 mm

COVER: 25.0 mm

SECTION

TOP

REINF.

BOTTOM

REINF.

SUMMARY OF REINF. AREA

(Sq.mm)

0.0 mm

1000.0 mm

2000.0 mm

3000.0 mm

367.76

(Sq. mm)

0.00

(Sq. mm)

165.90

(Sq. mm)

165.29

(Sq. mm)

165.90

(Sq. mm)

165.29

(Sq. mm)

165.90

(Sq. mm)

165.29

(Sq. mm)

4000.0 mm

211.11

(Sq. mm)

165.29

(Sq. mm)

SUMMARY OF PROVIDED REINF. AREA

0.0 mm

1000.0 mm

2000.0 mm

3000.0 mm 4000.0 mm

3-10i

1 layer(s)

3-101

1 layer(s)

3-10i

1 layer(s)

3-10i

1 layer(s)

3-12i

1 layer(s)

3-12i

1 layer(s)

3-12i

1 layer(s)

3-12i

1 layer(s)

SHEAR 2 legged 81 2 legged 8i

REINF. @ 200 mm c/c @

200 mm c/c

2 legged 8i

@ 200 mm c/c

2 legged 8i

@ 200 mm c/c

2 legged 8i

@ 200 mm c/c

********************END OF BEAM DESIGN RESULTS********************

223. DESIGN COLUMN 263

7:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA3.anl

Page 20 of 23

Saturday, June 23, 2007, 11:46 A

STAAD SPACE

M20

Fe415 (Main) Fe415 Sec.)

LENGTH: 3000.0 mm CROSS SECTION: 500.0 mm X 500.0 mm COVER: 40.0 mm

REQD. STEEL AREA 2000.00 Sq.mm.

(Equally distributed)

TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

SECTION CAPACITY (KNS-MET)

Puz :

INTERACTION RATIO: 0.55 (as per Cl. 39.6, IS456:2000)

********************END OF COLUMN DESIGN RESULTS********************

224. DESIGN ELEMENT 518

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA3.anl

Page 21 of

Saturday, June 23, 2007, 11:47 AM

STAAD SPACE

ELEMENT DESIGN SUMMARY

4 156. 4

0 156.

***************************END OF ELEMENT DEsIoN***************************

17:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA3.an1

Page 22 of 23

0000

0000

0000

0000

HIV

-

0000

0000

0000

3.0000

4 0000 4 0000

4.0000

1.0000

L

Slab having 0.450 thickness

_L. I

Fig. 3.2.2.3 Mass irregularity building

28

(3.2.2.4) VERTICAL GEOMETRIC IRREGULARITY:

BUILDING DETAILS:

Plan area = 192 sq.mts

Each story height = 3 mts

Number of stories = 10

Column dimension = 0.5 X 0.5 mts

In all stories

Beam dimension = 0.3 X 0.3 mts

Slab thickness = 150mm

Density of concrete = 25KN/m3

Live load = 3 KN/m2

Soil site factor = 1

Depth of foundation = 2m

Seismic zone = IV

Importance factor = 1

Response reduction factor - 3

Number of load cases = 5

29

STAAD SPACE

1

2

3

4

5

6

0.972

1.005

1.175

2.586

2.668

2.868

Saturday, June 23, 2007, 11:49 AP

1.02910

0.99485

0.85081

0.38674

0.37479

0.34865

3.812E-16

5.344E-16

1.303E-14

1.358E-09

1.015E-10

1.856E-09

:':\Documents and Settings\sami sudhakar rao\Desktop\SUDHA 4.anl

Page 7 of 23

STAAD SPACE

5

78 1

2

3

4

5

79 1

2

3

4

5

101 1

2

3

5

39 1

2

3

4

5

40 1

2

3

4

5

62 1

2

3

4

5

68 1

2

3

4

1 1

2

3

4

5

23 1

2

3

4

5

29 1

2

3

4

0.62

418.23

0.61 111.60

18.92 149.86

1.84 794.74

24.17 815.62

0.09 579.03

0.76 216.79

22.44 66.34

1.29 1193.73

27.96 1034.59

-1.24

249.69

-1.98

17.48

80.17

48.97

-4.83 494.79

17.12

454.60

0.50 570.30

0.67 207.53

23.68 38.44

1.76 1166.74

29.83 979.52

0.77

570.51

1.11 202.11

21,67 198.24

2,82

1158.94

28.27 1165.04

-0,09 816.52

1.41 383.46

26.79 87.25

1.99 1799.96

33.74 1544.67

-1.35

364.68

-3.78

153.33

20.09 74.15

-7.68 777.01

17.96 710.59

0.68 785.33

1.21 357.60

28.11

43.91

2.84 1714.39

36.01 1424.20

0.82 586.65

1.12 211.40

21.67

197.49

2.91 1197.09

28.34 1194.65

-0.11 837.63

1.41 396.61

26.74 87.61

0.79

1.09

1.25

2.82

3.75

0.81

1.96

0.40

4.16

0.83

1.06

1.81

2.84

4.45

0.86

2.12

0.14

4.47

3.74

3.80

0.17

0.08

0.02

0.37

0.32

0.31

0.16

0.03

0.70

0.59

0.14

0.08

0.04

0.33

0.31

0.28

0.12

0.03

0.60

0.51

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.01

0.00

0.01

0.00

0.00

0.01

0.00

0.00

0.00

0.01

0.00

0.02

0.00

0.00

0.00

0.00

0.01

0.01

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.09

-0.01

0.10

0.00

0.00

0.01

0.01

0.02

0.00

0.00

0.07

0.01

0.09

0.00

0.00

0.01

0.00

0.01

64.53

-0.77

-1.12

53.10

-2.83

61.45

0.07

-1.39

58.05

-1.97

68.09

1.29

3.63

51.55

7.38

67.77

-0.68

-1.21

59.33

-2.83

-0.62

-0.63

50.29

-1.88

58.85

-0.10

-0.76

53.77

-1.29

63.50

1.21

1.90

48.90

4.65

62.40

-0.50

-0.69

54.96

-1.78

68.93

-0.82

-1.13

53.13

-2.92

61.42

0.09

-1.39

58.04

0.04

0.61

0.54

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.18

0.09

0.06

0.40

0.39

0.30

0.16

0.02

0.70

0.59

0.14

0.08

0.09

0.33

0.38

0.28

0.12

3.66

0.77

1.06

1.32

2.74

3.78

0.80

1.91

0.36

4.06

3.68

0.82

1.05

1.86

2.81

4.48

0.83

2.06

0.15

4.34

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA 4.anl

Saturday, June 23, 2007, 11:51

Page 12 of .

STAAD SPACE

107

117

118

140

146

156

157

179

185

195

4

1

2

3

4

1

2

3

4

5

2

3

4

5

2

3

4

5

1

5

1

2

3

4

5

1

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

1.96 1851.36

33.66 1586.22

-1.41

-3.81

20.08

369.69

156.19

73.34

-7.83

17.83

788.82

719.07

0.72

1.21

28.03

807.45

370.65

43.32

2.91 1767.14

35.97

1465.70

0.77 570.51

1.11 202.11

21.67

198.24

2.82

1158.94

28.27 1165.04

-0.09 816.52

1.41 383.46

26.79 87.25

1.99 1799.96

33.74 1544.67

-1.35 364.68

-3.78

20.09

-7.68

153.33

74.15

777.01

17.96

0.68

710.59

785.33

1.21

28.11

357.60

43.91

2.84 1714.39

36.01

1424.20

0.62

418.23

0.61

18.92

111.60

149.86

1.84

24.17

0.09

0.76

794.74

815.62

579.03

216.79

22.44

66.34

1.29

1193.73

27.96 1034.59

-1.24

249.69

-1.98

17.48

80.17

48.97

-4.83

17.12

0.50

494.79

454.60

570.30

-2.06

-4.34

-3.29

-0.77

-1.06

1.32

-2.74

-0.61

-0.80

-0.40

-0.24

-0.30

-0.16

0.02

-0.70

-0.53

-0.14

-0.08

0.09

-0.33

-0.16

-0.28

-0.12

0.04

-0.61

-0.44

-0.82

-1.05

1.86

-2.81

-0.01

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

-0.18

-0.09

0.06

-0.12

0.03

-0.60

-0.44

-0.83

-1.06

1.81

-2.84

-0.10

-0.86

-2.12

0.14

-4.47

-3.41

-0.79

-1.09

1.25

-2.82

-0.75

-0.81

0.00

0.00

-0.17

-0.08

0.02

-0.37

-0.27

-0.31

-0.16

0.03

-0.70

-0.52

-0.14

-0.08

0.04

-0.33

-0.22

-0.28

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.01

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.01

0.00

0.02

0.00

0.00

0.01

0.00

0.01

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.01

0.00

0.09

0.01

0.11

0.00

0.00

0.01

-0.01

0.01

0.00

0.00

0.07

-0.01

0.07

0.00

-0.68

-1.21

59.33

-2.83

68.93

-0.62

-0.63

50.29

-1.88

58.85

-0.10

-0.76

53.77

-1.29

63.50

1.21

1.90

48.90

4.65

62.40

-0.50

-1.95

68.09

1.36

3.66

51.57

7.52

67.90

-0.72

-1.21

59.29

-2.90

68.82

-0.77

-1.12

53.10

-2.83

61.45

0.07

-1.39

58.05

-1.97

68.09

1.29

3.63

51.55

7.38

67.77

':\Documents and Settings\sami sudhakar rao\Desktop\SUDHA 4.an1

Saturday, June 23, 2007, 11:52 AM

Page 13 of 23

STAAD SPACE

2

3

4

5

0.67 207.53

23.68 38.44

1.76 1166.74

29.83 979.52

-1.96

0.40

-4.16

-2.85

-1.91

0.36

-4.06

-2.81

0.00

0.01

0.00

0.02

************** END OF LATEST ANALYSIS RESULT **************

-0.69

54.96

-1.78

64.53

208. PRINT STOREY DRIFT

Saturday, June 23, 2007, 11:53

2

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA 4.anl

Page 14 of

STAAD SPACE

Saturday, June 23, 2007, 11:54 AM

':\Documents and Settings\sami sudhakar rao\Desktop\SUDHA 4.anl

Page 15 of 23

STAAD SPACE

-- PAGE NO.

16

June 23, 2007,

2

STORY

HEIGHT

(METE)

BASE=

0.00

LOAD

X Z

9 27.00

5

1

2

3

4

5

1.9390

0.0806

0.0646

1.6434

0.2177

2.1462

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

10 30.00 1

2

3

4

0.1059

0.0815

1.7351

0.2810

5 2.3069

209. PRINT MEMBER FORCES LIST 212 250

0.0000

0.0000

0.0001

0.0000

0.0001

DRIFT(CM )

X Z

RATIO

0.2467

0.0250

0.0171

0.1305

0.0632

0.2072

0.0253

0.0169

0.0918

0.0633

0.1607

0.0000 L / 1216

0.0000 L / 11990

0.0000 L / 17560

0.0000 L / 2298

0.0000 L / , 4750

0.0000 L / 1448

0.0000 L / 11861

0.0000 L / 17753

0.0000 L / 3269

0.0000 L / 4740

0.0001 L / 1866

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA 4.an1

Page 16 of

Saturday, June 23, 2007, 11:57 AM

STAAD SPACE

MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z

212 1 100 818.88

101 -837.63

2 100 396.61

3

101 -396.61

100

101

87.61

87.61

4 100 1823.24

101 -1851.36

5 100

1563.72

101 -1375.95

250

1

5

100

106

2 100

106

3 100

106

4 100

106

100

106

-0.18

0.18

-0.37

0.37

0.57

0.57

-0.84

0.84

0.02

1.36

0.11

-0.11

-1.41

1.41

26.74

26.74

-1.96

1.96

30.52

33.66

5.34

5.91

17.94

18.06

3.65

3.65

34.92

35.96

32.31

33.14

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

************** END OF LATEST ANALYSIS RESULT **************

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.23

0.09

-2.85

-1.39

22.31

58.04

-3.93

-1.95

23.63

68.09

3.92

-5.34

18.24

-18.55

8.85

9.40

33.25

-35.84

37.21

-17.39

210. PRINT ELEMENT STRESSES LIST 449

7:\Documents and Settings1sami sudhakar rao\Desktop\SUDHA 4.anl

Page 17 of 23

Saturday, June 23, 2007, 11:58

STAAD SPACE

FORCE OR STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH

ELEMENT LOAD

TRESCAT TRESCAB

5.80

BOTT: SMAX= -0.77 SMIN= -32.91 TMAX= 16.07 ANGLE= -2.3

BOTT: SMAX= -3.79 SMIN= -36.09 TMAX= 16.15 ANGLE= -1.0

**** MAXIMUM STRESSES AMONG SELECTED PLATES AND CASES ****

9.908020E+01 -6.835463E+01 3.475467E+01 8.809901E+01 9.908020E+01

********************END OF ELEMENT FORCES********************

211. START CONCRETE DESIGN

0

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA 4.anl

Page 18 of

STAAD SPACE

Saturday, June 23, 2007, 11:59 AN.

-- PAGE NO.

20

BEAM N O. DESIGN RESULTS

M20 Fe415 (Main) Fe415 (Sec.)

LENGTH: 5000.0 mm SIZE:

300.0 mm X 300.0 mm

COVER: 25.0 mm

SUMMARY OF REINF. AREA

(Sq.mm)

SECTION mm 1250.0 mm 2500.0 mm 3750..0 mm

REINF.

REINF.

(Sq. mm)

(Sq. mm)

165.29

(Sq. mm)

165.29

(Sq. mm)

165.29

(Sq. mm)

221.29

(Sq. mm)

165.29

(Sq. mm)

165.29

(Sq. mm)

5000.0 mm

413.41

(Sq. mm)

165.29

(Sq. mm)

SUMMARY OF PROVIDED REINF. AREA

SECTION mm 1250.0 mm

2500.0 mm

3750.0 mm

5000.0 mm

3-12i

1 layer(s)

3-12i

1 layer(s)

4-12i

1 layer(s)

3-12i

1 layer(s)

3-121

1 layer(s)

3-121

1 layer(s)

REINF. @ 200 mm c/c @ 200 mm c/c

2 legged 8i

@ 200 mm c/c

2 legged 8i

@ 200 mm c/c

2 legged 8i

@ 200 mm c/c

********************END OF BEAM DESIGN RESULTS********************

216. DESIGN COLUMN 212

:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA 4.anl Page 20 of 23

STAAD SPACE

: 2000.00 Sq.mm.

(Equally distributed)

TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

SECTION CAPACITY (KNS-MET)

2854.50

133.14

INTERACTION RATIO: 0.45 (as per Cl. 39.6, IS456:2000)

********************END OF COLUMN DESIGN RESULTS********************

217. DESIGN ELEMENT 449

Saturday, June 23, 2007, 12:00

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA 4.anl

Page 21 of

Saturday, June 23, 2007, 12:01 PA

STAAD SPACE

ELEMENT DESIGN SUMMARY

MOM-Y /LOAD

(KN-M/M)

***************************END OF ELEMENT DESIGN***************************

218. CONCRETE TAKE OFF

219. END CONCRETE DESIGN

::\Documents and Settings\sami sudhakar rao\Desktop\SUDHA 4.anl

Page 22 of 23

3.0000

3.0000

3 0000

0000

3 MOO

3.0000

3.0000

3.0001]

3.0000

3 000-0

3.0000

0111;0

Fig. 3.2.2.4 Vertical geometric irregularity building

30

(3.2.2.5)INPLANE DISCONTINUITY:

BUILDING DETAILS:

Plan area

= 192 sq.mts

Each story height = 3 mts

Number of stories = 10

Column dimension = 0.5 X 0.5 mts

In all stories

Beam dimension = 0.3 X 0.3 mts

Slab Thickness = 150 mm

Density of concrete = 25KN/m3

Live load = 3 KN/m2

Soil site factor = 1

Depth of foundation = 2m

Seismic zone

= IV

Importance factor = 1

Response reduction factor = 3

Number of load cases = 5

Shear wall thickness = 300 mm

31

Saturday, June 23, 2007, 12:07 PM

STAAD SPACE

CALCULATED FREQUENCIES FOR LOAD CASE

3

MODE FREQUENCY(CYCLES/SEC)

PERIOD(SEC)

1

2

3

4

5

6

0.774

1.620

1.652

2.555

4.552

6.457

1.29172

0.61722

0.60516

0.39140

0.21968

0.15486

ACCURACY

4.505E-16

2.057E-15

1.582E-15

1.544E-15

1.907E-09

7.019E-07

\Documents and Settings\sami sudhakar rao\Desktop\SUDHA5.anl

Page 7 of 35

STAAD SPACE

2

3

4

5

88 1

2

3

4

5

89 1

2

3

4

5

112 1

2

3

1 1

2

3

4

5

24 1

0.59 447.29

0.98 130.14

3.26 77.96

2.36 866.14

5.79

-0.54

786.46

454.57

2

3

-0.99 136.07

3.26

78.26

-2.30 885.97 4

5 2.07

802.68

34

1 284.59 1152.17

2 71.32 280.25

3 139.60 851.72

4 533.86 2148.63

5 594.61 2740.96

44 1 -279.61

1152.73

2 -70.39 299.88

3 139.86 853.09

4 -525.00 2178.92

5 -252.17 2766.84

45

1 1.41

671.66

2 2.43 255.20

3

4

5

68 1

2

3

4

5

78 1

3.61

5.76

8.94

-0.85

-2.01

3.62

0.91

95.83

1390.29

1227.23

639.34

247.92

95.14

-4.29 1330.89

1178.88

0.89 911.08

0.47 425.52

4.52 12.69

2.04 2004.89

7.05 1619.15

-0.11 884.15

0.05 415.78

4.50

-0.09

5.33

-0.92

3.76

19.64

1949.90

1583.49

2.51 1042.13

3.33 372.00

3.12 221.74

8.77 2121.18

10.76 1963.04

-0.21 643.62

237.02

104.51

0.36

2.31

2.28

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.15

2.83

2.44

0.34

0.11

0.20

0.68

0.78

1.83

1.05

0.10

4.31

3.57

1.05

0.50

0.96

1.17

0.31

3.20

2.93

0.99

1.18

0.31

3.26

2.98

0.78

2.32

0.61

4.65

4.45

0.79

2.30

0.61

4.63

4.43

1.21

0.67

0.00

0.00

0.02

0.02

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.07

-0.02

-0.01

0.04

-0.05

0.01

-0.01

0.00

0.00

-0.02

-0.01

0.01

0.02

0.01

0.01

0.04

0.04

-0.02

-0.01

0.01

-0.51

-0.88

9.89

-2.09

10.20

0.41

0.99

9.89

-0.05

-0.03

2.10

13.55

-0.04 -11.14

-0.27

0.01

-0.46 -21.02

-0.35 2.61

0.04

0.26

0.01

-2.87

16.18

9.44

2.08

16.19

0.45

0.37

0.02

17.29

33.26

0.01

0.04

0.03

-1.35

-2.30

10.28

-5.48

7.95

0.79

1.99

10.30

4.17

15.70

-0.87

-0.41

11.17

-1.92

11.87

0.10

0.00

11.15

0.16

13.51

-2.44

-3.18

9.81

-8.42

5.04

0.23

0.94

10.46

1.02

0.10

4.16

3.44

1.01

0.49

0.34

2.24

2.21

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

2.61

0.73

5.42

5.21

1.22

0.68

0.20

2.85

2.52

0.40

0.13

0.23

0.81

0.92

1.75

0.99

1.17

0.39

3.23

3.05

1.04

1.17

0.39

3.31

3.12

1.00

2.64

0.73

5.46

5.25

1.00

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA5.anl

Saturday, June 23, 2007, 12:08

Page 12 of

STAAD SPACE

4

5

-1.69 1320.97

3.15 1182.19

226 1 280.68 1064.18

2 92.69

379.24

3 71.13 606.05

4

560.06 2165.13

5 533.40 2459.37

234 1 -295.72 1064.10

2 -98.82 390.21

3 101.61

705.86

4 -591.82

2181.47

5 -351.52 2592.20

133 1 1.41 671.66

2

3

4

5

2.43 255.20

3.61 95.83

5.76 1390.29

156 1

2

8.94 1227.23

-0.85

639.34

-2.01 247.92

3

4

3.62

95.14

-4.29 1330.89

5

166

1

2

3

0.91

0.89

0.47

4.52

1178.88

911.08

425.52

12.69

4

5

176 1

2

3

2.04

7.05

-0.11

0.05

2004.89

1619.15

884.15

415.78

177

4

5

1

2

4.50

-0.09

5.33

19.64

1949.90

1583.49

0.59 447.29

0.98 130.14

3

4

5

200

1

2

3

4

5

3.26

2.36

77.96

866.14

5.79 786.46

-0.54 454.57

-0.99 136.07

3.26 78.26

-2.30

885.97

2.07 802.68

210 1

284.59 1152.17

2

71.32 280.25

3 139.60 851.72

4

533.86 2148.63

5 594.61

2740.96

220 1 -279.61 1152.73

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

-1.22

-0.68

0.20

-2.85

-2.04

-0.40

-0.13

0.23

-0.81

-0.37

-1.75

-1.02

0.10

-4.16

-3.21

-1.01

-0.49

0.34

-2.24

-1.38

-0.99

-1.17

0.39

-3.23

-2.12

-1.04

-1.17

0.39

-3.31

-2.18

-1.00

-2.64

0.73

-5.46

-3.49

-1.00

-1.83

-1.05

0.10

-4.31

-3.33

-1.05

-0.50

0.36

-2.31

-1.42

-0.96

-1.17

0.31

-3.20

-2.19

-0.99

-1.18

0.31

-3.26

-2.23

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

-1.21

-0.67

0.15

-2.83

-2.09

-0.34

-0.11

0.20

-0.68

-0.31

-0.78

-2.32

0.61

-4.65

-2.99

-0.79

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

-0.02

-0.01

0.04

-0.03

0.02

0.02

0.01

0.04

0.05

0.08

0.01

0.00

0:00

0.02

0.02

-0.01

0.00

-0.87

-0.41

11.17

-1.92

11.87

0.10

0.00

-0.02

-0.01

-0.02

-0.01

0.00

11.15

0.16

13.51

-0.51

0.01

-0.04

-0.03

0.02

0.01

-0.88

9.89

-2.09

10.20

0.41

0.01

0.05

0.99

9.89

2.10

0.04

0.04

0.27

0.01

-

13.55

11.14

-2.87

16.18

0.46 -21.02

0.38

-0.04

2.61

9.44

1.76

13.96

2.53

1.05

4.29

5.38

9.45

-0.26

-1.06

5.13

-1.99

4.56

-1.35

-2.30

10.28

-5.48

7.95

0.79

1.99

10.30

4.17

15.70

\Documents and Settings\sami sudhakar rao\Desktop\SUDHA5.anl

Saturday, June 23, 2007, 12:09 PM

Page 13 of 35

STAAD SPACE

Saturday, June 23, 2007, 12:10

-- PAGE NO. 14

************** END OF LATEST ANALYSIS RESULT **************

SURFACE

LOAD

HEIGHT

FX/LENGTH FXY

MY

C:\Documents and Settingslsami sudhakar rao\Desktop\SUDHA5.anl Page 14 of 3

STAAD SPACE

Saturday, June 23, 2007, 12:12 PM

\Documents and Settings\sami sudhakar rao\Desktop\SUDHA5.anl

Page 25 of 35

STAAD SPACE

Saturday, June 23, 2007, 12:14 J

0.0063

_

19167

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA5.anl

Page 26 of 3

STAAD SPACE

-- PAGE NO. 27

STORY HEIGHT ' LOAD

BASE=

(METE)

0.00

17

21.00

18

19

20

21

22

23

24

25

21.60

22.80

24.00

25.20

26.40

27.00

27.60

28.80

X

0.0347

0.0252

0.7248

0.0898

0.9416

0.0390

0.0278

0.7674

0.1002

1.0011

0.0377

0.0278

0.7935

0.0983

1.0308

0.0430

0.0303

0.8100

0.1101

1.0601

0.0470

0.0148

0.0145

0.5763

0.0440

0.7268

0.0198

0.0166

0.5952

0.0545

0.7579

0.0243

0.0192

0.6393

0.0653

0.8193

0.0272

0.0214

0.6845

0.0730

0.8797

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

1

2

3

4

5

1

2

3

4

5

Z

DRIFT(CM )

X

RATIO

0.0000

0.0000

0.0001

0.0000

0.0001

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0001

0.0000

0.0002

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0003

0.0000

0.0003

0.0000

0.0000

0.0000

0.0000

0.0000

0.0000

0.0029

0.0022

0.0452

0.0077

0.0604

0.0075

0.0038

0.0403

0.0169

0.0619

0.0043

0.0026

0.0426

0.0104

0.0594

0.0013

0.0000

0.0260

0.0020

0.0297

0.0054

0.0025

0.0166

0.0118

0.0293

0.0040

0.0003

0.0007

0.0248

0.0015

0.0309

0.0050

0.0021

0.0189

0.0105

0.0311

0.0045

0.0026

0.0440

0.0107

0.0614

0.0000 L /239683

0.0000 L / 81565

0.0001 L / 2422

0.0000 L / 40571

0.0001 L / 1941

0.0000 L / 12106

0.0000 L / 29141

0.0001 L / 3173

0.0000 L / 5702

0.0001 L / 1929

0.0000 L / 26425

0.0000 L / 45867

0.0000 L / 2724

0.0000 L / 11177

0.0000 L / 1953

0.0000 L / 41595

0.0000 L / 53506

0.0001 L / 2654

0.0000 L / 15601

0.0002 L / 1987

0.0000 L / 16052

0.0000 L / 31727

0.0001 L / 2976

0.0000 L / 7106

0.0002 L / 1939

0.0000 L / 27830

0.0000 L / 45889

0.0000 L / 2816

0.0000 L / 11549

0.0000 L / 2018

0.0000 L / 44790

0.0000 L /999999

0.0003 L / 2303

0.0000 L / 30388

0.0003 L / 2022

0.0000 L / 11206

0.0000 L / 23941

0.0003 L / 3616

0.0000 L / 5089

0.0003 L / 2045

0.0000 L / 30243

\Documents and Settings\sami sudhakar rao\Desktop\SUDHA5.anl

Page 27 of 35

Saturday, June 23, 2007, 12:17

-- PAGE NO. 28

STAAD SPACE

STORY HEIGHT LOAD

BASE=

(METE)

0.00

X

2

3

4

5

0.0329

0.8526

0.1198

1.1190

26

30.00 1 0.0497

2

3

0.0349

0.8960

4 0.1269

5

1.1767

233. PRINT MEMBER FORCES LIST 43 69

Z

DRIFT(CM )

X

0.0000

0.0000.

0.0000

0.0000

0.0000

0.0000

0.0001

0.0000

0.0002

0.0026

0.0426

0.0098

0.0589

0.0027

0.0020

0.0434

0.0071

0.0577

Z

RATIO

0.0000 L / 46814

0.0000 L / 2819

0.0000 L / 12249

0.0000 L / 2037

0.0000 L / 44603

0.0000 L / 59192

0.0001 L / 2767

0.0000 L / 16957

0.0002 L / 2080

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA5.anl

Page 28 of

Saturday, June 23, 2007, 12:18 PM

STAAD SPACE

ALL UNITS ARE -- KN METE

MEMBER LOAD JT AXIAL

SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z

43 1

43 527.48

44 -546.23

2 43

144.40

44 -144.40

3 43 464.68

44 464.68

4 43 1007.83

44 -1035.95

5 43 1363.88

44 -271.15

69 1 33

43

2 33

43

5.66

-5.66

1.33

-1.33

3 33

43

0.01

0.01

4 33

10.49

43 -10.49

5 33 8.40

43 -8.38

-1.52 -0.45

1.52 0.45

-0.42 -1.18

0.42

4.56

1.18

0.33

4.56 0.33

-2.91

-2.45

2.91

2.45

3.15 -1.57

7.80 2.35

4.50

4.50

6.00

6.00

0.13

0.13

15.75

15.75

12.76

12.75

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.01

0.00

0.00

0.00

0.00

0.03

0.03

0.00

0.00

0.03

0.03

-0.07

0.07

-0.01

0.01

0.02

0.02

-0.12

0.12

-0.07

0.12

-0.02

0.02

0.00

0.00

0.01

0.01

-0.03

0.03

-0.01

0.04

0.90

0.46

2.37

1.16

0.66

0.32

4.91

2.43

4.73

2.32

-2.92

-1.64

-0.86

-0.39

3.51

11.01

-5.68

-3.04

-0.33

10.77

3.13

-3.12

5.04

-5.04

0.26

0.26

12.26

-12.24

10.12

-9.48

************** END OF LATEST ANALYSIS RESULT **************

234. PRINT ELEMENT STRESSES LIST 573

\Documents and Settings\sami sudhakar rao1Desktop\SUDHA5.anl

Page 29 of 35

Saturday, June 23, 2007, 12:19 1

STAAD SPACE

FORCE OR STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH

ELEMENT LOAD

TRESCAT TRESCAB

MAXIMUM STRESSES AMONG SELECTED PLATES AND CASES ****

1.844468E+01 -5.209150E+01 2.632747E+01 5.237550E+01 5.265495E+01

********************END OF ELEMENT FORCES********************

235. START CONCRETE DESIGN

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA5.anl Page 30 of

STAAD SPACE

Saturday, June 23, 2007, 12:20 PM

-- PAGE NO. 32

BEAM N O.

M20 Fe415 (Main)

Fe415 (Sec.)

LENGTH: 4000.0 mm

SIZE: 300.0 mm X 300.0 mm

COVER: 25.0 mm

SUMMARY OF REINF. AREA

(Sq.mm)

SECTION mm

1000.0 mm

2000.0 mm

3000.0 mm

REINF. mm)

165.29

(Sq. mm)

165.29

(Sq. mm)

165.29

(Sq. mm)

REINF. mm)

165.29

(Sq. mm)

165.29

(Sq. mm)

165.29

(Sq. mm)

4000.0 mm

165.29

(Sq. mm)

165.29

(Sq. mm)

SUMMARY OF PROVIDED REINF. AREA

SECTION mm 1000.0 mm

2000.0 mm

3000.0 mm

4000.0 mm

3-12i

1 layer(s)

3-121

1 layer(s)

3-121

1 layer(s)

3-121

1 layer(s)

3-12i

1 layer(s)

3-12i

1 layer(s)

REINF. @ 120 mm c/c @ 120 mm c/c

2 legged 8i

@ 120 mm c/c

2 legged 8i

@ 120 mm c/c

2 legged 8i

0 120 ram c/c

********************END OF BEAM . DESIGN RESULTS********************

240. DESIGN COLUMN 43

\Documents and Settings\sami sudhakar rao\Desktop\SUDHA5.anl

Page 32 of 35

STAAD SPACE

REQD. STEEL AREA 2000.00 Sq.mm.

(Equally distributed)

TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

SECTION CAPACITY (KNS-MET)

2854.50 56.51

INTERACTION RATIO: 0.38 (as per Cl. 39.6, IS456:2000)

********************END OF COLUMN DESIGN RESULTS********************

241. DESIGN ELEMENT 573

Saturday, June 23, 2007, 12:22 1

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA5.anl

Page 33 of

Saturday, June 23, 2007, 12:23 PM

STAAD SPACE

ELEMENT DESIGN SUMMARY

MOM-Y /LOAD

(KN-M/M)

573 TOP :

BOTT:

156.

***************************END OF ELEMENT DESIGN***************************

243. END CONCRETE DESIGN

\Documents and Settings\sami sudhakar rao\Desktop\SUDHA5.anl

Page 34 of 35

--4 0000 4.0000 4.0000

-

T.

3.00/0

000) ow,

000

JOG

0001

J00 J

)00J

)00)

)00)

E.1

5 0000- 1 -‘1000r

Fig.

3.2.2.5 Inplane discontinuity building

1

I

32

(3.2.2.6)DISCONTINUITY INCAPACITY:

BUILDING DETAILS:

Plan area

= 192 sq.mts

Each story height = 3 mts

Number of stories = 10

8th story in column dimension = 350 X 350 mm remaining stories Column dimension = 0.5 X 0.5 mts

Beam dimension = 0.3 X 0.3 mts

Slab Thickness = 150 mm

Density of concrete = 25KN/m3

Live load

= 3 KN/m2

Soil site factor = 1

Depth of foundation = 2m

Seismic zone

= IV

Importance factor = 1

Response reduction factor = 3

Number of load cases = 5

STAAD SPACE

1

2

3

4

5

6

0.876

0.890

0.916

2.585

2.617

2.698

Saturday, June 23, 2007, 12:26 PM

1.14211

1.12384

1.09162

0.38687

0.38218

0.37063

1.902E-14

2.455E-14

2.947E-13

6.353E-08

7.873E-08

5.684E-07

\Documents and Settings\sami sudhakar rao\Desktop\SUDHA6.anl Page 7 of 24

STAAD SPACE

1 1

2

3

4

24

34

4

5

1

2

3

5

1

2

3

44

45

68

78

1

2

3

4

2

3

4

5

5

1

3

4

5

1

4

5

1

2

88

4

5

89 1

2

3

4

5

112

2

3

4

5

1

2

3

1

2

3

0.82

1.12

21.70

456.56

143.33

121.77

2.92

28.38

-0.82

-1.12

21.70

-2.92

23.70

0.18

0.08

27.68

899.84

866.00

456.56

143.33

121.77

899.84

866.00

631.34

252.73

4.48

0.39

1326.10

33.53

1066.26

-0.18

631.34

-0.08 252.73

27.68

4.48

-0.39

1326.10

32.91 1066.26

0.89 632.54

2.11

24.91

252.84

169.38

4.50 1328.07

33.49 1265.71

-0.89

-2.11

24.91

632.54

252.84

169.38

-4.50 1328.07

26.29

1265.71

0.31

884.77

0.15 434.05

33.02

6.64

0.69

1978.23

40.18

1590.56

-0.31

884.77

-0.15

434.05

33.02 6.64

-0.69

1978.23

39.08

1590.56

0.95

2.12

650.73

262.48

24.90

168.96

4.61 1369.80

33.57 1298.60

-0.95 650.73

-2.12

262.48

24.90

168.96

0.42

0.20

0.11

0.04

0.47

0.42

0.34

0.18

0.01

0.05

4.53

3.68

0.90

2.12

0.05

4.53

3.68

0.20

0.11

0.04

0.47

0.83

1.14

1.76

2.95

4.47

0.83

1.14

1.76

2.95

4.47

0.90

2.12

0.79

0.65

0.34

0.18

0.01

0.79

0.65

0.00

0.00

0.00

-0.01

-0.01

0.00

0.00

0.00

0.54

0.34

0.21

0.01

0.84

0.68

0.34

0.21

0.01

0.84

0.68

0.00

0.02

0.00

0.03

0.02

0.00

0.02

0.00

3.59

0.88

2.09

0.03

4.45

3.59

0.20

0.15

0.10

0.52

0.54

0.20

0.15

0.10

0.52

0.82

1.14

1.84

2.94

4.55

0.82

1.14

1.84

2.94

4.55

0.88

2.09

0.03

4.45

65.83

-0.39

78.68

0.17

0.09

65.83

0.39

79.31

-0.87

-2.05

63.23

-4.37

72.37

0.87

2.05

-0.81

-1.10

59.96

-2.86

69.66

0.81

1.10

59.96

2.86

74.23

-0.17

-0.09

63.23

4.37

79.37

-0.31

-0.15

71.08

-0.68

84.76

0.31

0.15

71.08

0.68

85.84

-0.92

-2.06

63.26

-4.47

72.33

0.92

2.06

63.26

0.00

0.00

0.01

0.00

0.01

0.00

0.00

0.01

0.00

0.01

0.00

0.00

0.01

0.00

0.01

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.09

0.00

0.11

0.00

0.00

0.09

0.00

0.11

0.00

0.00

0.02

0.00

0.02

0.00

0.00

0.02

0.00

0.02

0.00

0.00

0.01

0.00

0.02

C:\Documents and Settingslsami sudhakar rao\Desktop1SUDHA6.anl

Saturday, June 23, 2007, 12:27

Page 12 of

STAAD SPACE

\Documents and Settings\sami sudhakar rao\Desktop\SUDHA6.an1

Saturday, June 23, 2007, 12:28 PA

-- PAGE NO. 13

MOM Z

69.68

0.81

1.08

59.96

2.84

74.22

-0.17

-0.08

65.83

-0.38

78.69

0.17

-0.66

84.77

0.31

0.14

71.08

0.66

85.83

-0.81

-1.08

59.96

-2.84

4.47

79.49

-0.33

-0.15

71.05

-0.72

84.68

0.33

0.15

71.05

0.72

85.84

-0.87

-2.04

63.23

-4.36

72.39

0.87

2.04

63.23

4.36

79.36

-0.31

-0.14

71.08

Page 13 of 24

STAAD SPACE

************** END OF LATEST ANALYSIS RESULT **************

226. PRINT STOREY DRIFT

Saturday, June 23, 2007, 12:29

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA6.anl

Page 14 of

STAAD SPACE

(METE)

LOAD AVG. )

X

Z

1

2

3

4

5

6

7

3.00

6.00

9.00

12.00

15.00

18.00

21.00

8

24.00

0.0000

0.0000

0.1557

0.0000

0.1868

0.0000

0.0000

0.4259

0.0000

0.5111

0.0000

0.0000

0.7090

0.0000

0.8508

0.0000

0.0000

0.9759

0.0000

1.1711

0.0000

0.0000

1.2172

0.0000

1.4607

0.0000

0.0000

1.4304

- 0.0000

1.7165

0.0000

0.0000

1.6179

0.0000

1.9415

0.0000

0.0000

1.8471

0.0000

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

5

1

2

3

4

0.0000

-0.0016

0.0000

-0.0023

-0.0019

0.0000

-0.0022

0.0000

-0.0032

-0.0026

0.0000

-0.0029

0.0001

-0.0043

-0.0034

0.0000

-0.0038

0.0002

-0.0057

-0.0043

0.0000

-0.0048

0.0002

-0.0072

0.0000

-0.0001

0.0002

-0.0001

0.0001

0.0000

-0.0004

0.0000

-0.0006

-0.0004

0.0000

-0.0009

0.0000

-0.0013

-0.0011

0.0000

0.0000

0.2669

0.0000

0.3203

0.0000

0.0000

0.2413

0.0000

0.2896

0.0000

0.0000

0.2132

0.0000

0.2559

0.0000

0.0000

0.1557

0.0000

0.1868

0.0000

0.0000

0.2702

0.0000

0.3243

0.0000

0.0000

0.2831

0.0000

0.3397

0.0000

0.0000

0.1875

0.0000

0.2250

0.0000

0.0000

0.2292

0.0000

0.0000 L /999999

0.0001 L /999999

0.0001 L /999999

0.0000 L /999999

0.0003 L /999999

0.0005 L /616222

0.0010 L /295675

0.0000 L /999999

0.0006 L /502541

0.0007 L /430029

0.0010 L /286686

0.0010 L /310848

0.0014 L /207232

0.0015 L /204679

\Documents and Settings\sami sudhakar rao\Desktop\SUDHA6.anl

Page 15 of 24

STAAD SPACE

Saturday, June 23, 2007, 12:32 F

-- PAGE NO. 16

RATIO

C:\Documents and

Settings\sami sudhakar rao\Desktop\SUDHA6.anl

Page 16 of

Saturday, June 23, 2007, 12:33 PM

STAAD SPACE

MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z

TORSION

MOM-Y MOM-Z

263

1

131

894.48

132 -913.23

2

131

449.80

132 -449.80

3 131

132

6.88

6.88

4 131 2016.41

132 -2044.54

5 131 1621.39

132 -1627.37

289 1 121

131

2 121

131

3 121

131

4

121

131

5 121

131

-0.19

0.19

-0.25

0.25

0.00

0.00

-0.67

0.67

-0.54

0.54

256 1 124 253.24

125 -262.42

2 124 131.57

125 -131.57

3 124

125

5.50

5.50

4 124 577.21

125 -590.99

5 124 468.37

125 -466.19

0.34

-0.34

0.00

0.00

0.15 0.01

-0.15 -0.01

32.95

32.95

0.00

0.00

0.73 0.02

-0.73 -0.02

40.12 0.01

38.95 -0.01

4.50

4.50

12.00

12.00

6.22

6.22

24.75

24.75

27.27

27.27

1.40

-1.40

0.00

0.00

0.89 0.04

-0.89 -0.04

17.46

17.46

0.00

0.00

3.45 0.07

-3.45

-0.07

23.71 0.05

18.19 -0.05

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

-0.05

0.01

0.00

0.00

-0.07

0.02

-0.06

0.02

0.00

0.00

-0.07

-0.06

0.00

0.00

-0.11

-0.10

-0.08

-0.08

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

2.97

-2.97

10.00

-10.00

12.45

12.45

19.45

-19.45

30.49

-0.63

2.15

2.06

1.37

1.31

27.15

25.25

5.28

5.06

36.80

34.35

0.69

0.33

0.29

0.15

27.92

71.05

1.47

0.72

34.69

85.84

************** END OF LATEST ANALYSIS RESULT **************

228. PRINT ELEMENT STRESES LIST 518

\Documents and Settings\sami sudhakar rao\Desktop\SUDHA6.anl

Page 17 of 24

Saturday, June 23, 2007, 12:34

STAAD SPACE

FORCE OR STRESS = FORCE/UNIT WIDTH/THICK, MOMENT = FORCE-LENGTH/UNIT WIDTH

ELEMENT LOAD

TRESCAT TRESCAB

**** MAXIMUM STRESSES AMONG SELECTED PLATES AND CASES ****

1.819519E+01 -4.156037E+00 5.131354E+00 1.653776E+01 1.819519E+01

********************END OF ELEMENT FORCES********************

229. START CONCRETE DESIGN

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA6.anl

Page 18 of

Saturday, June 23, 2007, 12:35 PR

STAAD SPACE

LENGTH: 4000.0 mm SIZE: mm X 300.0 mm COVER: 25.0 mm

SUMMARY OF REINF. AREA

(Sq.mm)

SECTION mm 1000.0 mm 2000.0 mm 3000.0 mm 4000.0 mm

REINF. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)

REINF. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)

SUMMARY OF PROVIDED REINF. AREA

0.0 mm mm 2000.0 mm 3000.0 mm 4000.0 mm

REINF. @ 200 mm c/c @ 200 mm c/c @ 200 mm c/c @ 200 mm c/c @ 200 mm c/c

********************END OF BEAM DESIGN RESULTS********************

234. DESIGN COLUMN 263

\Documents and Settings\sami sudhakar rao\Desktop\SUDHA6.anl Page 20 of 24

STAAD SPACE

: 2000.00 Sq.mm.

(Equally distributed)

TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

SECTION CAPACITY (KNS-MET)

2854.50 147.73

INTERACTION RATIO: 0.48 (as per Cl. 39.6, 15456:2000)

********************END OF COLUMN DESIGN RESULTS********************

235. DESIGN COLUMN 256

Saturday, June 23, 2007, 12:37

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA6.an1 Page 21 of 2

STAAD SPACE

(Equally distributed)

TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 300 mm c/c

SECTION CAPACITY (KNS-MET)

INTERACTION RATIO: 0.53 (as per Cl. 39.6, IS456:2000)

********************END OF COLUMN DESIGN RESULTS********************

236. DESIGN ELEMENT 518

Saturday, June 23, 2007, 12:38 PA

:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA6.anl Page 22 of 24

Saturday, June 23, 2007, 12:39

STAAD SPACE

ELEMENT DESIGN SUMMARY

(SQ.MM/ME) (SQ.MM/ME)

***************************END OF ELEMENT DESIGN***************************

238. END CONCRETE DESIGN

C:\Documents and Settings\sami sudhakar rao\Desktop\SUDHA6.anl Page 23 of

'10 )00

3 norm

3 0000

3.0!100

7000

:

0000

3.0000

NI

4.0000 4.0000

4,0000 -

Fig. 3.2.2.6 Discontinuity in capacitybuilding

8th storey column dimension are

0.350X0.350

34

CHAPTER - 4

DISCUSSION OF RESULTS:

On comparison of results of fundamental time periods of complete symmetric building with plan and vertical irregularities, we can conclude that fundamental

, time is more for out of plane offsets (Plan irregularity) because of high resistance due to shear wall. In vertical element irregularities fundamental time period is more for In plane discontinuity building because of high resistance due to shear wall. When comparing both plan and vertical element irregularities, out of plane offsets give a greater fundamental time period. Fig 1 and Fig 2 shows these variations. In plan irregularities the fundamental time period is less for torsion irregularities because of high torsion.Vertical geometric irregularity have lesser fundamental time period because of high torsion.

On comparison of results of spectral acceleration,the spectral acceleration is maximum in 6th mode for every type of building (i.e plan and vertical irregularities) because natural time period is very less in 6th mode. It falls in the acceleration sensitive region in response spectrum. Spectral acceleration is very least in case of out of plane offsets because of high fundamental time period. Fig 3 and fig 4 shows these variations.

On comparison of results of design seismic cofficient, seismic coffficient in more in 6th mode for every type of structures (i.e both plan and vertical irregular buildings) because natural time period is very less in 6th mode. But seismic cofficient is very less in out of plane offsets because natural time period of 6th mode is high.

But in all vertical irregular buildings design seismic cofficient in 6th mode is same in

. all buildings because time periods are very close in all vertical irregular buildings.

Fig 5 and Fig 6 shows these variation.

In plan irregular type buildings peak story shear is maximum in out of plane offsets of irregular buildings because of large seismic weight of building due to shear wall. In vertical irregular type buildings peak story shear is maximum in plane discontinuity building. Peak story shear is maximum in inplane discontinuity building

35

because of large seismic weight due to shear wall. Over all maximums will occur in out of plane offsets type of building. Fig 7 and Fig 8. show these variations.

In plan irregular type buildings peak story shear including missing mass correction is more in out of plane offsets type building. Missing mass is the mass which participated in higher modes (i.e above 6 modes). Correction is more in out of plane offsets of type of building because of high resistance due to shear wall in first 6 modes. In vertical irregular building correction is more in plane discontinuity building because of high resistance due to shear wall and overall correction in peak story shear including missing mass correction is maximum in out of plane offsets.

Fig 9 and Fig 10 shows these variations.

In plan irregular buildings maximum mass participation factor is more in 1st mode for three buildings. Those are complete symmetric building, Torsion irregular building, diaphragm discontinuity building. The contribution of higher modes to mass participation is more in torsion and diaphragm discontinuity building, in both these irregular buildings the higher contribution of higher modes other than 1st mode due to higher torsion. The torsion make rotation of rigid diaphragm, rigid diaphragm rotates very slowly because of higher moment of inertia. So it will make higher contribution from higher modes. In reentrant corner, out of plane offsets, non parallel system a maximum mass participation occur in higher modes. It is primarily due to torsion. Fig

11 shows these variations.

In vertical irregular buildings like soft story, extreme soft story, mass irregularity, discontinuity in capacity building, the contribution from 1st mode to mass participation is very high and in remaining vertical irregular buildings like vertical geometric and inplane discontinuity building, the maximum mass participation occurs is more 2nd mode. In these two buildings there will significant contribution from higher modes due to torsion. Fig 12 shows these variations.

In plan irregular buildings maximum inter story drift occurs in out of plane offsets type of irregular buildings. This occur at a height of 18 mts from ground level because variation of earth quake force at that floor level is maximum and in remaining plan irregular buildings maximum inter story drift occurs at height of 3rd

36

floor level. Because variation of earth quake force at that floor level is maximum. In out of plan offsets irregular building inter story drift exceeds maximum limit. There is also contribution to inter story drift due to torsion. The maximum torsion occurs in non parallel system type irregular building. Fig 13 shows these variations.

In vertical irregular type of buildings. The maximum inter story drift occurs in mass irregular type of building and least occurs in plane discontinuity irregular type of building. The maximum inter story drift occurs due to high concentration of mass at that floor level. The least inter story drift occurs in plane discontinuity irregular type of building due to higher resistance due to shear wall. on comparison of both vertical and plan irregularities maximum inter story drift occurs in plan irregular building because of higher torsion. Fig 14 shows these variations.

In plan irregular building maximum support reaction occurs in out of plane offsets building because of higher load because of higher load due to shear wall and least occurs in complete symmetric building because of lesser loads due to all column dimensions are smaller and number of columns are more compared to other plan irregular building. All maximum support reaction occur load case number 4. Fig

15 shows these variations.

In vertical irregular building maximum support reaction occurs in plane discontinuity building due to higher load because of shear wall. The least support reaction occurs in vertical geometric irregularity due to discontinuity in elevation after

5th story. The maximum support reaction occurs in plane discontinuity under load case number 5 because of significant contribution from earth quake load. Fig 16 shows these variations.

In plan irregular building are maximum support moment occurs in out of plane offsets under load combination 5, because of large sway in horizontal direction (X axis). This is due to discontinuity load path and higher load intensity due to it is shear wall. the minimum support moment of occurs diaphragm discontinuity under load combination 5, because of less sway in horizontal direction (x- direction) Fig 17 shows this variations.

37

In vertical irregularities the maximum support moment in extreme soft story because of the large sway in horizontal x- direction. The minimum support moment occurs in plane discontinuity because of less sway in x — direction. The maximum support moment in all these vertical irregular buildings occur in load combination 5.

In both plan and vertical irregularities maximum support moment occurs in plan irregularities. Fig 18 shows these variations.

In plan irregular buildings the maximum axial load carrying capacity of critical column is more in out of plane offsets building because of shear wall and less in complete symmetric building because of load contributing area to critical column is less in this case. But in other plan irregular buildings axial load is more compared to complete symmetric building. All these cases occur in load case number 4. Fig 19 shows these variations.

In vertical irregular buildings axial load carrying capacity critical column is more in mass irregularity because of high thickness of slab of 45 cms provided at the 5th floor, this occur in load case number 4. The minimum axial load carrying capacity of critical column occurs in plane discontinuity building because of shear wall which also participate in load carrying capacity, this occurs in load case number

5. In both plan and vertical irregulars maximum axial load occurs in plan irregularities and minimum occurs in vertical irregular buildings Fig 20 shows this variations.

In plan irregularities moment of critical column is more in out of plane offsets building because of high sway in horizontal direction and minimum moment of critical column occurs in complete symmetric because of less sway in horizontal direction.

The maximum and minimum moments of critical column occurs in load case number

5. Fig 21 shows this variations.

In vertical irregular buildings the maximum moment of critical column occurs in extreme soft story building because of high sway and minimum occurs inplane discontinuity because of less sway in horizontal direction. In both plan and vertical irregularities the maximum occurs in plan and minimum occurs in vertical irregularities. Fig 22 shows these variations.

38

In plan irregularities the maximum moment of critical beam occurs in non parallel systems because of large load contributing area. This occurs under load case number 4. Minimum moment of critical beam occurs in complete symmetric buildings. This because of less sway and less load contributing area. This occurs in load combination number 5. Fig 23 shows these variations.

In vertical irregularities maximum moment of critical beam occurs in extreme soft story building because of large sway in horizontal direction (x-axis). Minimum moment of critical beam occurs in discontinuity in capacity building because of less sway in horizontal direction. Both these occurs in load combination 5. Fig 24 shows these variations.

In both plan an vertical irregularities maximum moment of critical beam occurs in plan irregularities because of large load contributing area. The maximum moment of critical beams of remaining irregular buildings occurs due to both sway and large load contributing area.

In plan irregular buildings the maximum shear force of critical beam occurs in non-parallel system building because of large load contributing area and minimum shear force of critical beam occurs in complete symmetric building due to less sway and less load contributing area. This occurs in load combination 5. In remaining plan irregular buildings the maximum shear force of critical beams occurs due to both large sway and large load contributing area. Fig 25 shows these variations.

In vertical irregular buildings the maximum shear force of critical beam occurs in vertical geometric irregularity because of large load acting on the beam due to large load contributing area and minimum shear force of critical beams occur in inplane discontinuity building because less moment variation along the span of beam. Both these maximum and minimum occurs under load combination 4. In remaining vertical irregular buildings the values of maximum shear force of critical beam occurs under load combination 5. This is mainly due to sway in horizontal direction. Fig 26 shows these variation.

39

In plan irregular buildings the maximum principal stress of critical slab occurs in non parallel system building because of maximum moment and maximum torsion at edges of slab. The minimum of maximum principle stress of critical slab occurs in complete symmetric building. because of no torsion and minimum moment at edges of slab. In remaining plan irregular buildings the principal stress of critical slab are due to moment and torsion at edge of slab. Fig 27 shows these variations.

In vertical irregular buildings maximum of maximum principal stress of critical slab occurs in vertical geometric irregularity are due to maximum moment maximum torsion at edges of slab and minimum of maximum principal stress of critical slab occurs in discontinuity in capacity building. in remaining vertical irregular buildings the maximum principal stress of critical slab are due to moment and torsion at edges of slab. Fig 28 shows these variations.

In plan irregular buildings the maximum of minimum principals of stress of critical slab occurs in out of plane offsets due to large bending moment acting at edges of slab due to large sway in x-direction. The minimum of minimum principal stress of critical slab occurs in complete symmetric building because of least bending moment and no torsion at edges of slab. In remaining plan irregular buildings the minimum principal stress of critical slab occurs due to moment and torsion acting at edges of slab. Fig 29 shows these variations.

In vertical irregular buildings the maximum of minimum principal stress of critical slab occurs in vertical geometric irregularity due to large bending moment the torsion occurring edges of critical slab. The minimum of minimum principal stress of critical slab occurs in discontinuity in capacity due to least bending moment and no torsion at edge of critical slab. In remaining vertical irregular buildings the minimum principal stress are due to bending moment and torsion at edge slab. Fig 30 shows these variations.

In plan irregular buildings the maximum of maximum shear stress of critical slab occurs in out of plane offsets buildings due to high bending moment variation across the span of slab. The minimum of maximum shear stress of critical slab occur due to less bending moment variation and no torsion occurs are edges of

40

critical slab of complete symmetric building and in remaining plan irregular buildings the maximum shear stress of critical slab occurs due to both bending moment and torsion at edges of slab. Fig 31 shows these variations.

In vertical irregular buildings the maximum of maximum shear stress of critical slab occurs in vertical geometric irregularity building due to high bending moment variation across the span of slab and also due to torsion and the minimum of maximum shear stress of critical slab occurs in discontinuity in capacity building, due to both least moment variation across the span of slab. In remaining vertical irregular buildings maximum shear stress of critical slabs due to both bending moment and torsion. Fig 32 shows this variations.

In plan irregular buildings are maximum of maximum von mises stress of slab occurs in out of plane offsets due to high bending moment occurs at edges of critical slab. The minimum of maximum von mises stress of critical slab occurs in complete symmetric buildings because of less bending moment occurs at edges of slab. In remaining plan irregular buildings the maximum von mises stress of critical slab occurs due to both bending moment and torsion. Fig 33 shows these variations.

In vertical irregular buildings the maximum of maximum von mises stress occurs in vertical geometric irregular buildings due to both high bending moment and torsion. The minimum of maximum von mises stress occurs in discontinuity in capacity building. due to less bending moment. In remaining vertical irregular buildings maximum von mises stress of slab due to both bending moment and torsion. Fig 34 shows these variations.

In plan irregular buildings the maximum of maximum tresca stress of slab element is equal to maximum of the maximum and minimum principal stress. The maximum of maximum tresca stress is occur in out of plane offsets building and minimum in complete symmetric building. this is due to maximum moment and torsion at edge of slab. The results for maximum and minimum is same as stated as above in maximum and minimum principal stress of slab element. Fig 35 shows these variations.

41

In vertical irregular buildings the maximum of maximum tresca stress of slab element is equal to maximum of maximum and minimum principal stress. The maximum of maximum tresca stress is occur in vertical geometric irregularity building and minimum of maximum tresca stress occur in discontinuity in capacity building. this is due to maximum moment and torsion at edge of slab. The reason for maximum and minimum is same as stated above in maximum and minimum principal stress of slab element. Fig 36 shows these variations.

In plan irregularities maximum of maximum top reinforcement of beam occurs in non parallel system building due high bending moment occurs at edges of beam.

The minimum of maximum top reinforcement of beam occurs in complete symmetric buiding due to less bending moment at edge of beam. In remaining buildings the maximum top reinforcement provided in these buildings is due to bending moment varies between these limits. Fig 37 shows these variations.

In vertical irregular buildings maximum of maximum tope reinforcement of beam occurs in vertical geometric irregular building is due to high bending moment occurs at edge of beam. The minimum of maximum top reinforcement of beam occurs in plane discontinuity building is due to less bending moment occur at edges beam. In remaining vertical irregular buildings. The maximum top reinforcement provided in these buildings is due to bending moment varies between these limits.

Fig 38 shows these variations.

In plan irregularities maximum of maximum bottom reinforcement of beam occur in non parallel system building because of maximum mid span moment and minimum of maximum bottom reinforcement of beam occurs in torsion irregular building because of less mid span moment. Fig 39 shows these variations.

In vertical irregularities the maximum of maximum bottom reinforcement of beam occurs in all vertical irregular buildings is same in all cases because mid span moment is almost same in all cases. Fig 40 shows these variations.

In all plan and vertical irregular buildings the maximum of maximum top longitudinal reinforcement, maximum bottom longitudinal reinforcement, maximum

42

top transverse reinforcement of slab element, maximum bottom transverse reinforcement slab element, provided per meter width is same in all cases. The reasons are due to maximum moment per meter width in both X and Y direction is almost same and varies with in small limits Fig 41 to Fig 48 shows these variations.

In plan irregular buildings the maximum provided main reinforcement of column is maximum in out of plane offsets are due to maximum axial load and minimum moment. This occurs in load case number 4. The maximum provided reinforcement is minimum in complete symmetric buildings because the load case number 3 governs the design of column (i.e high bending moment and low axial load). Fig 49 shows these variations.

In all vertical irregular buildings the maximum provided main enforcement of column same in all irregular buildings. This occur under in load case number 3

(earth quake load). The load case number 3 governs the design of column (high bending moment and low axial load). Fig 50 shows these variations.

In plan and vertical irregular buildings the provided tie reinforcement of column is same in all irregular buildings. This is sufficient and generally these is used to hold all longitudinal bars in same positions. Fig 51 and Fig 52 shows these variations.

In plan irregular buildings the spacing of tie reinforcement is maximum in out of plane offsets buildings, non parallal system because percentage of reinforcement is provided is high. So the confinement of interior concrete is good. Because of this reason spacing is high. In remaining plan irregular buildings spacing is minimum because of percentage of main reinforcement is leSs. Fig 53 shows these variation.

In vertical irregular buildings the spacing of tie reinforcement is same in all vertical irregular buildings because of percentage of main reinforcement is almost same in all irregular buildings. Fig 54 shows these variations.

In plan irregular buildings the shear force of critical column is more in out of plane offsets buildings. The sway is maximum and bending moment at ends of

43

column is high because of this shear forces is maximum and it occur in load case number 5. The minimum shear force occur in complete symmetric building because sway is minimum. This is also occur in load case number 5. Fig 55 shows these variations.

In vertical irregular buildings shear forces of critical column is maximum in mass irregularity building because sway is maximum and also moment is maximum at ends of column. So the shear force is maximum. Minimum shear force is occurring in inplane discontinuity building because sway is very less. So moment at ends of column is less. So the shear force is minimum. Fig 56 shows these variations.

In plan and vertical irregular buildings the shear reinforcement is provide in beam in all irregular buildings is same because length of critical beams and load acting on beam in all irregular buildings is almost same . Fig 57 and Fig 58 shows these variations.

In plan irregular buildings spacing shear reinforcement of beam is maximum in out of plane offsets buildings because percentage of reinforcement provided is high compared to other plan irregular building. in remaining plan irregular buildings spacing is minimum and it is same in all cases because of percentage of main reinforcement is less. Fig 59 shows these variations.

In vertical irregular buildings the spacing of shear reinforcement of beam maximum in all vertical irregular buildings except inplane discontinuity irregular buildings. In this inplane discontinuity irregular buildings the percentage of main reinforcement is less compared to other irregular buildings. So spacing of tie reinforcement in beam is very less. Fig 60 show these variations.

The mode shapes of all building has been plotted except for out of plane offsets and inplane discontinuity buildings.The reason for x-transnational displacement is very small compared to other buildings. This is due to high resistance because of shear wall. these are plotted in charts 1 to chart 10.

44

CHAPTER - 5

CONCLUSIONS

In this report the effect of irregularities on R.C.0 framed buildings has been discussed. Irregularities are broadly classified into two groups I) Plan irregularities

(II)Vertical irregularities. First a complete symmetric building which is free from above irregularities was analysed. This regular building was analysed and compared with the irregular buildings. These irregular buildings incorporated different conditions of irregularities. The above regular and irregular buildings are analysed and the results are plotted in form of graphs. (i.e about 30 results of regular and irregular buildings). From above results we can classify the damage occurred in above buildings into five categories.

For plan irregular buildings

Grade 1 slight damage

Grade 1 slight damage

Complete symmetric building

Diaphragm discontinuity building

Grade 2 moderate damage -

Grade 3 heavy damage -

Grade 4 destruction

Torsion irregular building

Reentrant corner building

Non parallel system building

Grade 5 total damage out.of plane offset

For vertical irregularities

Grade 1 slight damage -

Grade 2 moderate damage -

Grade 3 heavy damage

Grade 4 destruction

Complete symmetric building

Discontinuity in capacity building, soft story building in plane discontinuity building Extreme soft story

Building, mass irregular building

Vertical geometric irregular building

From the above it is clear that plan irregularities are more severe than vertical element irregularities. This is due to high torsion and sway compared to vertical irregularities.

45

The analysis and design results of above irregular buildings serve as a guide in vulnerability assessment. From these results weak members can be identified and retrofitted. The retrofitting principle adopted for these irregular buildings is I) completion of load path ii) Removal of irregularities. The same results can also applied for important buildings. This can be done by multiplying above results by importance factors.

SCOPE OF FUTURE WORK:

Many countries have developed standards for assessment of safety of existing structures. In India such standards are being developed. So the above comparison, discussion of results and classification of damage will be helpful for developing standards for assessment of safety of existing structures.

The above comparison and discussion of results of regular and various irregular buildings are helpful for developing codes and standards for irregular buildings. In development of these codes and standards, we have to examine various irregular buildings having different kinds of building frame systems, c

-binary and important buildings, from these we can find exact values like response reduction factor and importance factor for these irregular buildings.lt may be necessary to further extend the study of irregularities to take into account the degree of irregularity.

46

REFERENCES

reconnaissance report section 4 — Structures, chapter 10 — reinforced concrete structures," Earthquake spectra, 18 supplement A, July 2002 pages

149-185.

1.

ATC 40, (1996). "Seismic evaluation and Retrofit of concrete buildings".

Applied technology council, California.

2. FEMA 273,(1997) "NEHRP guidelines for the seismic Rehabilitation of buildings". Federal emergency management agency, Building seismic safety council. Washington D.C.

3.

IS1893 — 2002 criteria for Earthquake resistant design of structures, part 1 general provisions and buildings, Bureau of Indian standards, NEW DELHI.

4.

IS 456 — 2000, Plain and Reinforced concrete, code of practice, Bureau of

Indian standards, NEW DELHI.

5. FEMA 172,(1992). "NEHRP Hand book of techniques for seismic rehabilitation of existing buildings". Federal emergency management agency,

Building seismic safety council, Washington D.C.

6. JAIN A.K,(2002) "Reinforced Concrete(Limit State Design)" .

47

APPENDIX A

GRAPHS AND MODE SHAPES

In this section maximum quantities of analysis and design results of all buildings (i.e regular and irregular) are plotted in graphs. Mode shapes of all buildings are plotted except

Out of plane offsets and in plane discontinuity buildings. Dimensions

Of all buildings are as follows.

Dimensions of time period is in seconds. Dimensions of force and moment are in kN and kN-m. Dimensions of displacement and drift are in cm. Dimensions of area and spacing of reinforcement are in sq.mm and

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