Earthquake resistant design of apartment building

Tribhuvan University

Institute of Engineering

Pulchowk Campus

Department of Civil Engineering

Lalitpur, Nepal

.

Final Year Project Report

On

Earthquake Resistant Design of

Apartment Building

Submitted to Department of Civil Engineering

I the pa tial fulfill e t of Ba helo ’s Deg ee i Ci il E gi ee i g

Supervisor

Er. Dinesh Gupta

Submitted By:

(067BCE016) Ashim Maharjan

(067BCE019) Ashwin Poudel

(067BCE021) Asmita Shrestha

(067BCE023) Barsha Neupane

(067BCE024) Bidhya Subedi

(067BCE028) Biraj Adhikari

August, 2014



Pulchowk Campus


Lalitpur, Nepal

Final Year Project Report

On

Earthquake Resistant Design of

Apartment Building

Submitted To:


Pulchowk Campus



Pulchowk Campus


Lalitpur, Nepal

.

Certificate

This is to e tify that this p oje t o k e titled Earthquake Resistant Design of Apartment

Buildi g has been examined and it has been declared successful for the fulfillment of the academic

e ui e e t to a ds the o pletio of the Ba helo ’s Deg ee i Ci il E gineering.

------------------------- ------------------------ Dr. Jagat Kumar Shrestha Er. Siddharth Shankhar

External Examiner Internal Examiner

-------------------------

Er. Dinesh Gupta

Project Supervisor

-------------------------

Prof. Vishwa Nath Khanal

Head


ACKNOWLEDGEMENT

We are highly indebted to all our respected instructors of IOE, Pulchowk Campus for their

exquisite remarks and precious guidance with which they guided us through every academic task

fo a ded y this i stitute i diffe e t e gi ee i g assig e ts a d tasks to oost the stude ts’ capability as a diligent engineer.

We are highly thankful to our project supervisor Er. Dinesh Gupta whose encouragement

and trendsetting guidance helped us understand this project better. His perpetual guidance and

willingness to share his vast knowledge made us undertake this project and its manifestations in

great depths and helped us complete the assigned project titled EARTHQUAKE RESISTANT DESIGN

OF APARTMENT BUILDING . This p oje t ould ’t ha e ee a su ess ithout his ki d suppo t, untiring efforts and encouragements in each and every task.

We would like express our gratitude to Campus Chief Dr. Arvinda Kumar Mishra and our

Head of the Department Vishwa Nath Khanal for their extended support.

Also, we are extremely thankful towards Prof. Dr. Prem Nath Maskey, Prof. Dr. Hikmat Raj

Joshi, Er. Nabin Chandra Sharma, Dr. Kamal Thapa, Er. Mukesh Kafle and Er. Sujan Tripathi who

laid the foundations on structure during B.E. courses through semesters first to eight. We would

certainly anticipate their kind comments on our project works on the basis of their long experiences

and professional knowledge.

We would not be able to stand out without basic foundation books written and published by

author. Dr. Gokarna Badahur Motra, Dr. Rajan Suwal and Suresh Hada for letting us acquainted

with the basics of structures. Finally, we would like to show appreciation to all the personalities who

supported us directly or indirectly in completion of project work and to prepare this wonderful

report. We would like to acknowledge each of our group members for their jovial understanding and

reinforcement.

(067BCE016) Ashim Maharjan

(067BCE019) Ashwin Poudel

(067BCE021) Asmita Shrestha

(067BCE023) Barsha Neupane

(067BCE024) Bidhya Subedi

(067BCE028) Biraj Adhikari

List of Symbols and Abbreviations

List of Symbols:

Diameter of Bar

τc Shear Stress

γm Partial Safety Factor

Ab Area of Each Bar

Ag Gross Area of Concrete

Ah Horizontal Seismic Coefficient

Asc Area of Steel in Compression

Ast Area of Steel

Asv Area of Stirrups

bf Width of Flange

bw Width of Web

B Width

d Effective Depth

d′ Effective Cover

D Overall Depth

Df Depth of Flange

e Structure Eccentricity

E You g’s Modulus of Rigidity

Es Modulus of Elasticity of Steel

fck Characteristics Strength of Concrete

fy Characteristics Strength of Steel

fs Steel Stress of Service Load

h Height of building

I Importance Factor (For Base Shear Calculation)

I Moment of Inertia

Ip Polar Moment of Stiffness

k Lateral Stiffness

L Length of Member

Ld Development Length

M Bending Moment

Pc Percentage of Compression Reinforcement

Pt Percentage of Tension Reinforcement

Q Design Lateral Force

R Response Reduction Factor

Sa/g Average Response Acceleration Coefficient

Sv Spacing of Each Bar

T Torsional Moment due to Lateral Force

Ta Fundamental Natural Period of Vibrations

V′ Additional Shear

VB Design Seismic Base Shear

W Seismic Weight of Floor

Xu Actual Depth of Neutral Axis

Xul Ultimate Depth of Neutral Axis

Z Zone Factor

Abbreviations:

CM Center of Mass

CR Center of Rigidity

D.L Dead Load

E.Q Earthquake Load

IS Indian Standard

L.L Live Load

RCC Reinforced Cement Concrete

SP Special Publication

HSYD High Yield Strength Deformed (Steel)

Units:

Force KN

Moment KN-m

Length mm

Bar Dia. mm

Spacing mm

The outputs of SAP2000 are corresponding to force in KN and Length in m.

All dimensions are in above units unless specified.

ABSTRACT

Tribhuvan University, Institute of Engineering, Pulchowk Campus offers a four year course on

Bachelor Degree in Civil Engineering at the final semester as the practical application of the

theoretical knowledge that we acquired during the four years. Project on different topics are

performed which may be allocated by the institute to the students.

One of the major causes of failure of any structure is its improper analysis and design. So,

proper knowledge on analysis and design of structure is utmost importance. This project work on

EARTHQUAKE RESISTANT DESIGN OF APARTMENT BUILDING p ese ts the analysis and design of

structural components of an Apartment Complex. We prepared the drawings of the building using

AutoCAD 2013. Structural design is carried out: initially by Preliminary Design and then Detail

Design. A preliminary design is carried out for the structural components of the building using IS-456

and SP-16. Then, the load calculation is done using IS-875 (Part I – V) and IS-1893. The loads acting

on the building comprised of dead loads, live loads and earthquake loads. After identification and

evaluation of all the loads acting in the building, analysis of structure is done by providing different

load combinations in the computer software SAP 2000 v15. After SAP analysis, results are extracted.

Then, Detail Design is carried out taking the results of severest combination of loads from SAP

analysis. The Detail Design of structural elements is also based on the provisions provided by the

relevant codes. After detail design, the results are tabulated and the structural drawings (detailing)

are drawn showing the results in a prescribed format governed by relevant codes. Thus, the

designed building is ready for construction.

SAMPLE OVERVIEW

Building type : Apartment Building

Structural system : RCC space frame

Plinth area covered : 396.4 m2

Perimeter : 93.9 m

Type of foundation : Mat foundation

Numbers of Storey : 8

Floor Height : 3.3 m

Longest span of Beam : 7.32 m

Typical size of Beam : 700*400 (Primary Beam)

500*250 (Secondary Beam)

Number of Columns : 34

Typical size of Column : 600*600

Grade of Concrete used : M25

Grade of Steel used : Fe415

Typical Diameter of bars used in : Beam = 22 mm (Stirrups 8 mm)

Column = 25 mm

Slab = 8 mm

Staircase = 10 mm

Shear Wall = 16 mm

TABLE OF CONTENTS

CHAPTER 1: INTRODUCTION 1-8

1.1 Background 1

1.2 Theme of the Project 2

1.3 Objectives and Scopes 3

1.4 Methedology 3

1.5 Building Description 3

1.6 Identification of Loads 4

1.7 Method of Analysis 4

1.8 Design 4

1.9 Detailing 4

1.10 Literature Review 5

1.11 Description of Building 5

CHAPTER 2: STRUCTURAL SYSTEM AND PRELIMINARY DESIGN 9-20

2.1 Introduction 9

2.2 Strucutural Consideration 9

2.3 Structural Arrangement Plan 10

2.4 Structural Loading 11

2.5 Preliminary Design 13

A. Preliminary Design of Slab 14

B. Preliminary Design of Beam 16

C. Preliminary Design of Column 18

CHAPTER 3: ASSESSMENT OF VERTICAL LOAD AND LOAD CALCULATION 21-28

3.1 Load Calculation 23

CHAPTER 4: ASSESSMENT OF LATERAL LOADS 29-33

CHAPTER 5: CALCULATION OF CENTER OF MASS AND RIGIDITY 34-56

5.1 Center of Mass of Beam 34

5.2 Center of Mass of Slab 37

5.3 Center of Mass of Wall 41

5.4 Center of Mass of Shear Wall 46

5.5 Center of Mass of Column 47

5.6 Center of Mass of Floor 50

5.8 Calculation of Center of Floor Stiffness of the Building 51

5.9 Calculation of Eccentricity 56

CHAPTER 6: STRUCTURAL ANALYSIS 56

6.1 Analysis of Building 56

6.2 Beam and Column Members 56

6.3 Load Cases and Combination 57

6.4 Storey Drift 58

6.5 Time Period 59

6.6 Sample Output for Column 60

6.7 Sample Output for Beam 61

CHAPTER 7: DESIGN 71-143

7.1 Design of Slab 71

7.2 Design of Column 87

7.3 Design of Beam 93

7.4 Design of Staircase 108

7.5 Design of Foundation 123

7.6 Design of Shear Wall 130

7.7 Design of Basement Wall 138

CHAPTER 8: DETAILING OF STRUCTURAL ELEMENT 144

8.1 Introduction 144

8.2 Requirements of a good Detailing 144

CHAPTER 9: RECOMMENDATIONS 145

CHAPTER 10: BIBLIOGRAPHY 146

List Of Drawings

Architechtural Drawings

Structural Drawings

ARCHITECTURAL DRAWINGS

STRUCTURAL DRAWINGS

EARTHQUAKE RESISTANT APARTMENT BUILDING INTRODUCTION

1

INTRODUCTION

1.1 BACKGROUND

A brief study of human history is sufficient to tell us that we, human beings, have

tried to protect ourselves from the adverse effect of wind, rain, temperature from the

beginning of our evolution. First we sought shelter in caves, but as we evolved and started to

understand the world we were living in we started to use the materials around us and started

to build our own shelter. Even today, in the 21st century, we still do the same; the only

difference is that in today’s world we seek other facilities, in addition to shelter, such as

comfort, sanitation, water supply and above all, safety.

Rapid increase in population of Kathmandu valley has made it difficult for people to

find a suitable place to build their homes and this problem will become more severe in the

future. In the recent trend as the land has become scarce, we have started to build upwards

into the sky. Consequently, larger and taller apartment buildings have become famous in

Kathmandu valley today. But as we build taller buildings in an earthquake prone region like

Kathmandu valley, we need to be cautious and follow the practice of fully, carefully

analyzing, designing and detailing the building before actually constructing it. This will make

the buildings safer which can eventually lead to avoidance of loss of lives and property in

case of a severe earthquake, which is imminent for our country.

Basically, a designer has to deal with various structures ranging from simple ones like

curtain rods and electric poles to more complex ones like multi storied frame buildings, shell

roof, bridges, etc. These structures are subjected to various loads like concentrated loads,

uniformly distributed loads, uniformly varying loads, live loads, earthquake loads, and

dynamic forces. The structure transfers the loads acting on it to the supports and ultimately to

the ground. While transferring the loads acting on the structure, the members of the structure

are subjected to internal forces like axial force, shear force, bending and torsion moments.

Structural analysis deals with the analyzing internal forces in the members of the structures.

Structural design deals with sizing various members of the structure to resist the

internal forces to which they are subjected during their effective life span. Unless, the proper

structural detailing method is adopted, the structural design will be no more effective. The


2

Indian Standard code for practice should be adopted thoroughly for proper analysis design

and detailing with respect to safety, economy, stability and strength.

The project selected by our group is a multi storied apartment Building located in

Kathmandu. According to IS 1893:2002, Kathmandu lies in Zone V, the severest one. Hence,

the effect of earth quake is predominant than wind load. Thus, the building will be analyzed

for earthquake as lateral load. The seismic coefficient design method as stipulated in IS

1893:2002 will be applied to analyze the building for earthquake. Special reinforced concrete

moment resisting frame is considered as the main structural system of the building.

The final project report will be in complete conformity with the various stipulation in

Indian Standards, Code of Practice for Plane and Reinforced Concrete IS 456-2000, design

aids for reinforced concrete to IS456-2000(SP-16), criteria earthquake resistant design

structure IS 1893:2002, ductile detailing of reinforced concrete structures subjected to

seismic forces – code of practice IS 13920:1993, hand book on concrete reinforcement and

detailing SP-34. Use of these codes emphasizes on providing sufficient safety, economy,

strength and ductility besides satisfactory serviceability requirement of cracking and

deflection in concrete structures. These codes are based on principles of Limit State of

Design.

This project work has been undertaken as a partial requirement for B.E. degree in

Civil Engineering. This project work contains structural analysis, design and detailing of

multi-storey apartment building located in Kathmandu district. All the theoretical knowledge

of analysis and design acquired on the course work will be utilized with the practical

application. The main objective of the project is to acquaint in the practical aspects of Civil

Engineering.

1.2 THEME OF PROJECT WORK

This group, under the project, has undertaken the structural analysis and design of

multi-storey apartment building. The main aim of this project work under the title is to

acquire the knowledge and skill to emphasize the practical application. Besides, the

utilization of analytical methods and design approaches, exposure and application of various

available codes of practices are other aims of the project work.


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1.3 OBJECTIVES AND SCOPES

The specific objectives of the project work are:

1. Identification of structural arrangement of the plan.

2. Modeling of the building for the structural analysis.

3. Detail structural analysis using SAP.

4. Structural design of structural components.

5. Structural detailing of members and the system

1.4 METHEDOLOGY

To achieve the above objectives, the following scopes or works are planned:

1. Identification of building and requirement of space.

2. Determination of structural system of building to undertake the vertical and horizontal

loads.

3. Estimation of the loads including those due to earthquake.

4. Preliminary design for geometry of structural elements.

5. Calculation of the base shear and vertical distribution of equivalent earthquake load.

6. Identification of the load cases and the load combination cases.

7. Finite element modeling of the building and the input analysis.

8. Structural analysis of building by SAP 2000 Vs 15 for different cases of loads.

9. Review of the analysis outputs for design of individual components.

10. Design of RCC frame members, walls, mat foundation, staircase and other by limit

state method of design.

11. Detailing of individual member and the preparation of drawing as a part of working

construction documents.

1.5 BUILDING DESCRIPTION

Building type : Apartment Building

Structural system : RCC space frame

Plinth area covered : 396.4 m2

Perimeter : 93.9 m

Type of foundation : Mat foundation

Numbers of Storey : 8

Floor Height : 3.3m


4

1.6 IDENTIFICATION OF LOADS

Dead loads are calculated as per IS 875 (part I):1987.

o R.C.C slab, beam, column = 25 KN/m3

o 18 mm thick Screed (1: 4) = 20.4 KN/m3

o 12.5 mm thick cement plaster (1:4) =20.4 KN/m3

o Brick wall (230 mm and 115 mm thick) = 19 KN/m3

Seismic load according to IS 1893 (Part I):2002, considering Kathmandu is located at

zone V.

Imposed load according to IS 875(Part II):1987 has been taken as

o Living room = 2 KN/m2

o Toilet = 2 KN/m2

o Corridor = 3 KN/m2

o Parking = 2.5 KN/m2

1.7 METHOD OF ANALYSIS

The building will be modeled in SAP2000 in second part of the project and the

analysis report will be used in the design of the various members.

1.8 DESIGN

The following materials will be assumed for the design of the elements:

Concrete Grade: M25 for all structural elements

Reinforcement Steel: Fe415 TMT for all structural element and Fe415 for stirrups

Limit State Method will be used for the design of RC elements. The design is based

on IS 456:2000, SP-16, IS 1893:2002, SP-34 and various other reinforced concrete books.

1.9 DETAILING

The space frame will be considered as a special moment resisting frame (SMRF) with

a special detailing to provide ductile behavior and comply with the requirements given in IS

13920:1993 and detailing (SP-34) and the books on Reinforced Concrete by various writers

are used.


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1.10 LITERATURE REVIEW

During the preparation of this report, we referred to the following books and reports:

Reinforced concrete - A.K. Jain.

Design of RCC Structural elements - S.S. Bhavikatti.

Limit State of Reinforced Concrete - P.C. Varghese.

Reinforced Concrete Design - S.K. Sinha

Previous project reports of multi-storey buildings.

1.11 DESCRIPTION OF BUILDING

A seven storey building for apartment has plan dimension as shown in architectural

drawing. It is located in seismic zone V on a site, which is of medium soil. Design of the

building for seismic load is done as per IS 1893 (part I) 2002.

A. General:

The example building consists of a main block and the structural design of the block

has to be done.

The building will be used for apartment. The external walls are of 230mm thick with

12.5mm plaster on both sides are considered.

The main beam rests centrally on columns to avoid local eccentricity.

For all structural elements, M25 grade concrete will be used.

Sizes of column are different, but a column has same size in different floor.

The floor diaphragms are assumed to be rigid.

Central line dimension are followed for analysis and design. In practice, it is advisable

to consider finite size joints width.

Seismic loads will be considered acting on the horizontal direction and not along the

vertical direction as it is not considered to be significant.

All dimensions are in mm, unless specified otherwise.

B. Geometry of building:

The general layout of the building is as shown in the architectural drawing. At ground

level no floor beams and slab is provided. Since the floor is directly rests on the ground (earth

filling and 1:4:8 at plinth level)


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C. Storey number:

Storey numbers are given to the portion of the building between two successive grids

of the beam. The storey numbers are defined as given in the following table.

Table: Storey number

Portion of the Building Storey Number

Basement to Ground Floor 1

Ground Floor to First Floor 2

First Floor to Second Floor 3

Second Floor to Third Floor 4

Third Floor to Fourth Floor 5

Fourth Floor to Fifth Floor 6

Fifth Floor to Sixth Floor 7

Sixth Floor to Roof 8

First floor to sixth floor is typical storey of the building.


7

The following diagram briefly summarizes the activities/task performed in this project:

Architectural planning

Structural planning: identification of load paths and arrangement of

beams and columns.

Preliminary design: determination of size of beam and slab based on

deflection criteria and size of column based on axial load on column

Calculation of self weight from unit weight of materials and identification

of live load based on type of occupancy from IS 875: (Part I) and IS 875:

(Part II) respectively.

Calculation of seismic weight of building as per IS 1893:2002 from dead

load and appropriate live load of the various members.

Calculation of center of mass and center of rigidity for each floor.

Calculation of base shear and storey shear as per IS 1893:2002.

Determination of load combinations for analysis.


8

Modelling in SAP2000 v15,analysis and post processing.

Design of members:Slab,Beam,Column,Staircase,Lift wall,Mat

foundation.

Detailing of members: Slab, Beam, Column, Staircase, Lift wall, Mat

foundation

EARTHQUAKE RESISTANT APARTMENT BUILDING STRUCTURAL LOADING AND PRELIMINARY DESIGN

9

STRUCTURAL LOADING AND PRELIMINARY DESIGN

2.1 INTRODUCTION

This section of report deals mainly with following procedures:

1. Structural consideration

2. Structural arrangement plan

3. Preliminary sizing of members

4. Structural loading and assessment

5. Preliminary analysis of the structural members using appropriate method of analysis of

gravity and lateral loads

6. Verification of sizes/sections of members established based on the moments and forces

resulting from preliminary analysis.

2.2 STRUCTURAL CONSIDERATION

Structure should be designed such that it can withstand each and every force that is likely

to occur. It is of paramount importance that the structural form is sound. The architect achieves

the structural configuration and the structural engineer proportions the member sizes. There are

certain principles to be borne in mind. Stating briefly the structure should:

1. Be simple

2. Be symmetrical

3. Not to be too elongated in plan or elevation

4. Have uniform and continuous distribution of strength

5. Have its stiffness related to the subsoil properties


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2.3 STRUCTURAL ARRANGEMENT PLAN

This involves determination of the form of the structure, the material for the same, the

structural system, the layout of its components, the method of analysis, and the philosophy of

structural design.

The principle elements of a R.C. building frame are as follows:

1. Slabs to cover the a large area

2. Beam should support the slabs and the walls

3. Columns to support beams and

4. Footing to distribute concentrated loads over a large area of supporting soil.

After getting an architectural plan of the building, the structural planning of the building

frame is done. This involves determination of the following:

1. Column position

2. Beam location

3. Spanning of slab

4. Location of expansion joint for length greater than 45m

5. Layout and planning of stair

6. Selection of the type of footing

The analysis of the building was done by the estimation of dimensions of various

structural members such as slab, beam, column and staircase with the help of preliminary design.

The different types of loads such as vertical load (dead + live and finishes) and lateral load

(earthquake) were calculated.

Earthquake being pre-dominant, only its effects was taken for lateral loads. Also,

combinations of such loads were taken into consideration. With the help of SAP2000, element

stresses of beams and columns were calculated.


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2.4 STRUCTURAL LOADING

The building frames are designed for dead loads, live loads and earthquake loads.

a. Dead load

Dead load is produced by self weight of slabs, beams, columns, walls, parapet walls,

staircases and so on.

Dead load from slab is transferred as trapezoidal and triangular loads on beams.

Dead load from slab is transferred as uniformly distributed load on beams.

Self weight of beam is considered as uniformly distributed load.

Self weight of column is considered as the point load acting on the joint.

b. Live load

The magnitude of live load depends upon the type of occupancy of the building. These

are to be chosen from code IS 875:1987(part II) for various occupancies. The live load

distribution varies with time. Hence, each member is designed for worst combination of dead

load and live loads. A reduction in live load is allowed for a beam if it carries load from an area

greater than 50m2. The reduction is 5% for each 50m

2 subjected to maximum reduction of 25%.

Similarly all the floors of a residential or an office building may not be loaded

simultaneously. Therefore, the code permits reduction in live loads in design of columns, walls

and foundations as specified below:

Table: Reduction of live load

Storey below the

top most level

Reduction, % of live

load

First 0

Second 10

Third 20

Fourth 30

Fifth and sixth 40

Over sixth 50


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Since we are designing the multistoried apartment building, live load intensity is taken as

per IS 875:1987(part II).

c. Earthquake load

Earthquake or seismic load on a structure depends on the side of the structure, maximum

earthquake intensity or string ground motion and the local soil, the stiffness design and

construction pattern, and its orientation in relation to the incident seismic waves. Building

experiences the horizontal distortion when subjected to earthquake motion so building should be

designed with lateral force resisting system. For design purpose, the resultant effects are usually

represented by the horizontal and vertical seismic coefficient αh & αv. Alternatively, the dynamic

analysis of the building is required under the action of the specified ground motion or design

response spectra. Since the probable maximum earthquake occurrences are not so frequent,

buildings are designed for such earthquakes so as to ensure that they remain elastic and damage-

free. Instead, reliance is placed on kinetic energy dissipation in the structure through plastic

deformation of elements and joints. The design forces are reduced accordingly. Thus, the main

philosophy of seismic designs is to reduce collapse of structure rather than a damage free

structure.

Methods of analysis:

There are basically two methods to determine the earthquake force in the building.

1. Seismic Coefficient Method or Static Method

2. Response Spectrum Method or Modal Analysis Method or Spectral Acceleration or

Dynamic Method

3. Time History Analysis

1. Seismic coefficient method:

The seismic coefficient method is generally applicable to building up to 40m in height

and those are more or less symmetrical in plan and elevation.

A building may be modeled as a series of 2D plane frames in two orthogonal directions.

Each node will have three degree of freedom: two translations and one rotation. Alternatively, a

building modeled as a 3D space frame. Each node will have six degrees of freedom: three


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translations and three rotations, the wind loads and earthquake loads are assumed not to act

simultaneously. A building is designed for the worst of the two loads. The fact that the design

forces for the wind are greater than the seismic design forces does not obviate the need for

seismic detailing.

2. Response Spectrum Analysis

This method is applicable for those structures where modes other than the fundamental

one affect significantly the response of the structure. In this method, the response of multi degree

of freedom (MDOF) system is expressed as the superposition of model response, each modal

response being determined from spectral analysis of single degree of freedom (SDOF) system,

which is then combined to compute the total response. Modal analysis leads to the response

history of the structure to a specified ground motion.

d. Other loads

Other loads such as earth pressure, surcharge pressure and uplift pressure if exists are

also calculated.

2.5 PRELIMINARY DESIGN

Preliminary sizes of the flexural members of the structural system i.e. slab and beams are

worked out as per the limit state of serviceability (deflection) consideration by conforming to

IS456:2000 Clause 23.2.1. Similarly, for the compression member, i.e. columns, the cross

sectional area of the column is worked out from the net vertical axial load on the column lying in

the ground floor assuming suitable percentage of steel. The net vertical axial load on each

column is worked out from the factored dead load and live load on the contributing area, which

is taken as half of the slab areas adjacent to the column under consideration. The load is

increased by 25% for the earthquake load to give the net vertical load.


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A. PRELIMINARY DESIGN OF SLAB

1. For two way slab (Slab ID: S1)

lx = 5.54m, ly = 5.685m

Here,

ly/lx = 1.026 < 2 (So, it is a two way slab)

From deflection criteria:

We have,

xld IS 456-2000 Cl 23.2

In the above equation, Cl

23.2.1

α=β6 (for continuous) (a)

=1 (for span less then 10m) (b)

= 1.7 (c)

δ= 1 (for no compression steel) (d)

λ=1.0 (for no web) (e)

7.1*1*1*1*26

5540d

∴ d = 125.29 mm

ADOPT DEPTH (d) = 126 mm

OVERALL DEPTH (D) = 126+6+20=152mm

ADOPTED OVERALL DEPTH(D)=155mm

2. For one way slab (Slab ID: S2)

lx =3.62 m, ly =7.32 m

Here,

ly/lx = 2.02 > 2 (So, it is a one way slab)


15


We have, xld

In the above equation, Cl

23.2.1

α=β6 (for continuous) (a)

=1 (for span less than 10m) (b)

= 1.7 (c)

δ= 1 (for no compression steel) (d)

λ=1.0 (for no web) (e)

7.1*1*1*1*26

3620d

∴ d = 81.9 mm

ADOPT DEPTH (d) = 82 mm

OVERALL DEPTH (D) = 82+6+20=108mm

ADOPTED OVERALL DEPTH (D)=110mm

Hence, take overall depth of slab (D) = 180 mm (9 inches)


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B. PRELIMINARY DESIGN OF BEAM

1. For Main beam (Main Beam ID: 4C – 4F)


We have,

depth

span

Where α, , , δ, λ are modification factor.

Where, longest span(d) = 7.32 m

1510todepth

span

We take the average value = 13

∴ 13

1000*32.7depth

∴ d = 563.08 mm

ADOPT DEPTH (D) = 570mm;

ADOPT WIDTH (B) = 285mm (Assume D/B = 2)

2. For secondary beam (Secondary beam ID: 2F – 2G)


We have,

depth

span

Where: α, , , δ, λ are modification factors.

Where, longest span (l) = 5.685 m

1510todepth

span


17

We take the average value = 13

∴ 13

1000*685.5depth

∴ d = 437.31 mm



3. For Main beam (Main Beam ID: 6A – 8A)


We have,

depth

span

Where α, , , δ, λ are modification factor.

Where longest span (d) = 5.54 m

1510todepth

span We take the average value = 13

∴ 13

1000*54.5depth

∴ d = 426.15 mm



Hence, for main beam, adopt width (B)= 300mm and overall depth (D)= 600mm and for

secondary beam, adopt width (B)=210mm and overall depth (D)=420mm


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C. PRELIMINARY DESIGN OF COLUMN

1. Column ID: Typical floor (B5)

Load area transferred from slab to column

Area of slab S2 on column B5 = 8.7 m2




∴ Total area = 27.34 m2

I) Typical floor load

Live load

From S2 = 8.7m2

x 2KN/m2 = 17.4 KN

From S8= 10.36m2

x 3KN/m2 = 31.08 KN

From S9 = 3.78m2

x 2KN/m2 = 7.56 KN

From S3 = 4.5m2

x 2KN/m2 = 9.0 KN

∴ Total live load in typical floor is 65.04 KN

Dead load

o Slab

RCC slab 180mm thick = 0.180×25 = 4.5 KN/m2

o Floor finishing

Screed 18mm thick = 20.4×0.018 = 0.3672 KN/m2

Ceiling plaster 12.5mm thick = 0.0125×20.4 = 0.225 KN/m2

∴ Total dead load = 4.5+0.3672+0.225 KN/m2 = 5.09 KN/m

2

∴ Total load from slab = 5.09×27.34 = 139.221 KN

o Main Beam

Beam self weight = 25×0.6×0.3 = 4.5 KN/m

Length of beam whose load is transferred to column = 10.4775 m

∴ Total load from Main beam = 4.5×10.4775 = 47.149 KN


19

o Secondary Beam

Beam self weight = 25×0.42×0.21 = 2.205 KN/m

Length of beam whose load is transferred to column = 5.105 m

∴ Total load from Main beam = 2.205×5.105 = 11.257 KN

o Wall

Self weight of brick and mortar = b×thickness×height.

= 19×0.23×3.3 = 14.421 KN/m

Self weight of plaster 12.5 mm = 2× c×thickness×height.

= 2×20.4×0.0125×3.3= 1.53 KN/m

Total load intensity after deducting 30% for opening

= 0.7× (14.421+1.53) = 11.166 KN/m

Total load from wall= 11.166 ×6.18 = 69.004 KN

∴ Total load on column from typical floor = LLDL

= 139.221+47.149+11.257+69.004+65.04

= 331.671 KN

II) Ground floor load

Dead load = 139.221+47.149+11.257 (DL of slab+ Plaster + FF + DL of beam)

= 197.627 KN

Live load intensity = 2.5 KN/m2

Live load = 2.5×27.34 = 68.35 KN

∴ Total load on column from ground floor = 197.627+68.35= 265.977 KN

III) Roof load

Load from roof = DL+LL

=197.627+1.5×27.34 (assuming access provided)

=238.697 KN

∴ Total load in column= 265.977+238.697+6×331.671 = 2494.7 KN

Factored total load = 1.5×2494.7 KN = 3742.05 KN


20

Now, assume Ast = 2%, M25, Fe 415

From chart 25 of SP16,we get

As =2700 cm2

Size of square column = 51.96 cm

Adopt, column of size 600mm x 600mm

Similarly, similar calculations were done for other columns which are shown in the table below.

Table: Preliminary size of column

Column ID Total factored

load (KN)

Value of As

(cm2)

Size of square

Column (cm)

Adopted value

(cm)

A2 1077.58 800 28.28 40

A6 1887.409 1400 37.42 40

A9 757.729 500 22.36 25

G5 2645.63 2000 44.72 50

B8 4096.0 3050 55.226 60

C5 3106.0 2300 47.95 50

EARTHQUAKE RESISTANT APARTMENT BUILDING ASSESSMENT OF VERTICAL LOAD AND LOAD CALCULATION

21

ASSESSMENT OF VERTICAL LOAD AND LOAD

CALCULATION

Table: Particulars in slab

Slab ID

Ground Floor

Typical Floor

Roof

s1 Parking Living Room

Roof top (Access is

provided) s2 Parking Dining Room

s3 Parking Bed Room

s4 Parking Bed Room

s5 Parking Bed Room

s6 Parking Bed Room

s7 Drive Way Kitchen

s8 Drive Way Family Area



s11 Drive Way Bed Room

s12 Drive Way Balcony

s13 Drive Way Maid Room

s14 Drive Way Toilet+ Lobby

s15 Drive Way Toilet

s16 Drive Way Toilet

s17 Parking Bed Room

s18 Parking Balcony

s19 Parking Dressing Room



s22 Gym Hall Bed Room

s23 Gym Hall Toilet

s24 Gym Hall Toilet

s25 Gym Hall Family Area

s26 Gym Hall Toilet

s27 Lobby Lobby

s28 Lobby Family Area

s29 Lobby Dining Room

s30 Parking Maid Room

s31 Parking Kitchen

s32 Parking Living Room

s33 ------------ Balcony

s34 Gym Hall Balcony

s35 Gym Hall Toilet

s36 Parking Balcony

s37 Parking Utility

s38 Parking Utility


22

Table: Area calculation for floor slab (m2)

Slab ID

Ground floor

Typical floor

Roof

s1 18.244 18.243 18.243

s2 16.869 16.869 16.869

s3 15.122 15.121 15.121

s4 17.871 17.871 17.871

s5 7.945 7.945 7.945

s6 10.369 10.368 10.368

s7 12.783 12.782 12.782

s8 11.819 11.819 11.819

s9 10.595 10.594 10.594

s10 12.521 12.521 12.521

s11 5.567 5.566 5.566

s12 7.265 7.264 7.264

s13 9.024 9.024 9.024

s14 8.344 8.344 8.344

s15 7.479 7.479 7.479

s16 5.463 5.463 5.462

s17 14.541 14.541 14.540

s18 10.206 10.206 10.206

s19 5.451 5.451 5.451

s20 27.811 27.811 27.810

s21 31.495 31.495 31.494

s22 29.362 29.362 29.362

s23 6.344 6.344 6.343

s24 4.381 4.381 4.380

s25 14.067 14.0671 14.067

s26 17.199 17.199 17.198

s27 26.498 26.498 26.498

s28 20.580 20.580 20.579

s29 19.186 19.186 19.186

s30 7.824 7.824 7.824

s31 10.522 10.522 10.521

s32 16.722 16.722 16.721

s33 0 6.421 0

s34 7.473 7.473 0

s35 2.822 2.822 0

s36 7.420 7.420 0

s37 5.192 5.192 0

s38 3.497 3.497 0


23

3.1 LOAD CALCULATION

a) Dead load

Slab

RCC slab 180mm thick = 0.18×25 = 4.5 KN/m2

Ceiling plaster 12.5mm thick = 0.0125×20.4 = 0.255 KN/m2

Floor finish18mm thick = 0.018×20.4 = 0.367 KN/m2

∴ Total load intensity = 5.122 KN/m2

Primary Beam

Main Beam self weight = 25×0.3×0.6 = 4.5 KN/m

Secondary Beam

Secondary Beam self weight = 25×0.21×0.42 = 2.205 KN/m

Main Wall

Unit weight of brick and mortar, γ = 19 KN/m3

Unit weight of plaster, γ = 20.4 KN/m3

Weight of full brick wall per unit area including plaster = γ×thickness

∴ Intensity = 19×0.23 + 2×0.0125×20.4= 4.88 KN/m2

Openings are calculated for each wall and deducted from area of wall.

Partition wall

Weight of half brick wall per unit area including plaster = (γb×thickness)

+(2×γp×thickness)

∴ Intensity = 19×0.115 + 2×0.0125×20.4= 2.695 KN/m2

Openings are calculated for each wall and deducted from area of wall.

Column

For column of dimensions:

1) 0.3×0.3

= γc×breadth×width×height

= 25×0.3×0.3×3.3


24

∴ Intensity = 7.425 KN / col. / storey

2) 0.4×0.4


= 25×0.4×0.4×3.3

∴ Intensity = 13.2 KN / col. / storey

3) 0.5×0.5


= 25×0.5×0.5×3.3 ∴ Intensity = 20.625 KN / col. / storey

4) 0.6×0.6


= 25×0.6×0.6×3.3 ∴ Intensity = 29.7 KN / col. / storey

Lift shear wall

Assume thickness of shear wall = 0.23 m

= γc×thickness×cover length×height

For typical floor, height = 3.175 m

Intensity = 25×0.23× (1.895+1.97+1.77+4.625)×3.3 ∴ Intensity for typical floor = 194.684 KN per floor

For the roof, height = 4.7625 m

Intensity = 25×0.23×(1.895+1.97+1.77+4.625)×4.7625 ∴Intensity for roof = 280.96 KN per floor


25

Table: Slab Dead Load (KN)

Slab ID Ground Floor Typical Floor Roof Floor

s1 68.272 93.448 68.272

s2 63.127 86.407 63.127

s3 56.588 77.456 56.588

s4 66.877 91.539 66.877

s5 29.732 40.697 29.732

s6 38.801 53.109 38.801

s7 47.834 65.474 47.834

s8 44.230 60.540 44.230

s9 39.648 54.269 39.648

s10 46.857 64.136 46.857

s11 20.832 28.514 20.832

s12 27.185 37.210 27.185

s13 33.769 46.223 33.769

s14 31.225 42.740 31.225

s15 27.990 38.312 27.990

s16 20.443 27.981 20.443

s17 54.414 74.480 54.414

s18 38.193 52.277 38.193

s19 20.398 27.921 20.398

s20 104.073 142.452 104.073

s21 117.860 161.323 117.860

s22 109.878 150.398 109.878

s23 23.740 32.495 23.740

s24 16.393 22.439 16.393

s25 52.641 72.054 52.641

s26 64.360 88.094 64.360

s27 99.162 135.730 99.162

s28 77.013 105.413 77.013

s29 71.797 98.274 71.797

s30 29.280 40.078 29.280

s31 39.375 53.895 39.375

s32 62.575 85.650 62.575

s33 0 32.887 0

s34 27.965 38.278 0

s35 10.560 14.454 0

s36 27.767 38.006 0

s37 19.429 26.594 0

s38 13.085 17.911 0


26

b) Live load

Table: Intensity of Live Load

Category of room Intensity of Live Load (IS 875:1987 Part II)

Roof top (Access provided) 1.5 KN/m2

Bedroom, Living room, Dining room, Kitchen,

Family area, Dressing room, Toilet, Utility room 2 KN/m

2

Balcony, Lobby 3 KN/m2

Parking 2.5 KN/m2

Driveway 3 KN/m2

Gym hall 2 KN/m2

Table: Appropriate Live Load (KN)

Slab ID

Ground Floor

Typical Floor

Roof

s1 11.402 9.121 6.841

s2 10.543 8.434 6.325

s3 9.451 7.560 5.670

s4 11.169 8.935 6.701

s5 4.965 3.972 2.979

s6 6.480 5.184 3.888

s7 9.586 6.391 4.793

s8 8.864 5.909 4.432

s9 7.946 5.297 3.973

s10 9.390 6.260 4.695

s11 4.175 2.783 2.087

s12 5.448 5.448 2.724

s13 6.768 4.512 3.384

s14 6.258 4.172 3.129

s15 5.609 3.739 2.804

s16 4.097 2.731 2.048

s17 9.087 7.270 5.452

s18 6.378 7.654 3.827

s19 3.406 2.725 2.044

s20 17.381 13.905 10.429

s21 19.684 15.747 11.810

s22 14.681 14.681 11.010

s23 3.171 3.171 2.378

s24 2.190 2.190 1.642

s25 7.033 7.033 5.275

s26 8.599 8.599 6.449


27

s27 19.873 19.873 9.936

s28 15.434 10.289 7.717

s29 14.389 9.593 7.194

s30 4.890 3.912 2.934

s31 6.576 5.260 3.945

s32 10.450 8.360 6.270

s33 0 4.815 0

s34 4.670 5.604 0

s35 1.410 1.410 0

s36 3.710 5.565 0

s37 3.245 2.596 0

s38 2.185 1.748 0

Table: Area and Length calculation for each floor

Floor Main Beam

Length (m)

Secondary

Beam

Length (m)

Area of

Main Wall

(m2)

Area of

Partition

Wall (m2)

Area of

Slab (m2)

Shear Wall

Length (m)

Ground

Floor 269.515

67 116.581 0

465.871

10.26

Typical

Floor 269.515

67 500.412 103.199 472.292 10.26

Roof Top 269.515 65.495 364.736 51.607 439.468 10.26

Table: Dead Load calculation for each floor (KN)

Particulars Ground Floor Typical Floor Roof Top

Main Beam Load 1212.818

1212.818

1212.818

Secondary Beam Load 147.735

147.735

147.735

Main Wall

Load+ Parapet(In case

of Roof)

568.91

2442.01

1779.912

Partition Wall Load 0 278.121 139.082

Column Load 547.8 547.8 334.125

Shear Wall 194.684 194.684 280.96

Slab Dead Load 2386.286

2419.174

2251.041

Total Dead Load 5050.858 7234.966 6145.673


28

Table: Total Load on each floor

Load Ground

Floor

Typical

Floor Roof

Dead load (DL) 5050.858 7234.966 6145.673

Appropriate Live load

(LL) 300.611

252.467 164.800

DL+ Appropriate LL 5351.472

7487.434 6310.47

∴Total Seismic weight KNW 6310.4767487.4345351.472 ∴ KN 56586.53W

EARTHQUAKE RESISTANT APARTMENT BUILDING ASSESSMENT OF LATERAL LOADS

29

ASSESSMENT OF LATERAL LOADS

Lateral load is the load acting horizontally in accordance with storey masses of building.

Seismic weight is the total dead load plus appropriate amount of specified imposed load. While

computing the seismic load weight of each floor, the weight of column and wall in any storey

shall be equally distributed to the floor above and below the storey. The seismic weight of the

whole building is the sum of the seismic weight of all the floors. It has been calculated according

to IS: 1893-(Part I)-2002 which states that for the calculation of the design seismic forces of the

structure, the imposed load on the roof need not be considered.

The wind load and earthquake load are assumed not to act simultaneously. A building is

design for the worse condition of the two loads. In our case, earthquake forces govern lateral

load. Thus assignment of lateral load is carried out according to IS: 1893-(Part I)-2002. There

are basically three methods to determine the earthquake force in the building:

1. Seismic Coefficient Method or Static Method

2. Response Spectrum Method or Modal Analysis or Spectral Acceleration Method or

Dynamic Method

3. Time History Method

The seismic coefficient method is generally applicable to building up to 40m height and

those are more or less symmetrical in plan and elevation. This method basically consists of

calculation of base shear VB . The base shear VB is given by the following equation

WAV hB

g

S

R

IZA a

h **2

Where, 1

R

I

Where,

Ah = Horizontal seismic coefficient value

Z = Zone factor for max considered earthquake condition given in IS: 1893-(Part

I)-2002 Clause 6.4.2, Table 2

R = Response reduction factor given in IS: 1893-(Part I)-2002 Clause 6.4.2, Table 7

g

Sa = spectral acceleration depending upon the period of vibration and damping


30

as given in IS: 1893-(part I)-2002. Clause 6.4.2, Figure 2

I = post – disaster importance factor depending on the life and function of structure,

historical value or economic importance as IS: 1893-(Part I)-2002, Table 6

W = Seismic weight which includes:

Floor wise dead load consisting of weight of floor, beams, parapet, fixed

permanent equipment and half the walls and column etc. above and below.

Reduce live load on the building (25% of live load for LL ≤ 3.0KN/m2 and

50% of LL > 3.0 KN/m2)

T = Estimates natural or fundamental period of vibration of the building in second

T = 0.075xH0.75

For moment resisting concrete building

T = 2/1

09.0sD

H For braced concrete building

H = Total height of building in m in a direction perpendicular to the applied

earthquake force.

Ds = Dimension of building in m in a direction parallel to the applied earthquake force.

After calculating the base shear VB, the distribution of earthquake force on different floor

is determined as follows:

Bn

i

ii

ii V

hW

hWQi *

1

2

2

Where,

Qi = horizontal force acting at any floor i

Wi = weight of ith

storey assumed to be lumped at ith

floor

Hi = height if ith

floor above base of frame

n = number of storey of the building

Once the floor loads are obtained, the frame can be analyzed by Portal or Cantilever

Method or Stiffness Matrix Method.

The design storey shear in any storey is distributed to the various element of the vertical

lateral force resisting system in proportion to their rigidity considering the rigidity of diaphragm.


31

For both X and Y direction,

Z (zonal factor)=0.36 (very severe) IS 1893 (part I): Clause 6.4.2: Table 2

I (Importance factor) = 1.5 IS 1893 (part I): Clause 6.4.2: Table 6

R (Response reduction factor) = 5 IS 1893 (part I): Clause 6.4.2: Table 7

d

hTa

09.0

where,

h=height of building

d=base dimension of building at plinth level (m), along the considered direction of lateral

force

Now, for X direction, d = 28.515 m

515.28

5.24*09.0aT

∴ 42.0aT

For medium soil sites (Cl-6.4.5) and for 0.10≤Ta≤0.55

5.2g

Sa

Similarly, for Y direction, d = 15.625 m

565.15

5.24*09.0aT

∴ 55.0aT

For medium soil sites (Cl-6.4.5) and 0.10≤Ta≤0.55

5.2g

Sa

Since all parameters (Z, I, R, g

Sa

) are equal for both X and Y direction, the Base Shear (VB) and

design Lateral force at floor (Qi) are also same for both direction.


32

Thus,

g

S

R

IZA a

h **2

Where, Ah = Design horizontal seismic coefficient Cl-6.4.2

or, 5.2*5

5.1*

2

36.0

hA

∴ 135.0hA

Also,

WAV hB

Where, VB = Base shear and W= Seismic weight

or, 56586.53135.0 BV ∴ KNVB 7639.182

We have,

Bn

i

ii

ii V

hW

hWQi *

1

2

2

Cl-7.7.1

Here, ∑wihi2 = 15790216.69 KNm

2

Thus,

7639.182915790216.6

3.35351.472 2

1

Q

KNQ 194.281

Similarly, other calculations are shown in a tabular form below.

W1

W2

W3

W4

W5

W6

W7

Earthquake load

28.194 KN

157.790 KN

355.028 KN

631.160 KN

986.188 KN

1420.111 KN

1932.928 KN

2127.783 KN W8


33

Table: Base shear calculation

Level

Weight (W)

(KN)

Height from

Base(h)

(m)

Base shear(Vb)

(KN)

W*h*h

(KN/m2)

Storey

Shear(Qi)

(KN)

Ground Floor 5351.472 3.3 7639.182 58277.52987 28.19421

1st Floor 7487.434 6.6 7639.182 326152.6263 157.7901

2nd Floor 7487.434 9.9 7639.182 733843.4091 355.0276

3rd Floor 7487.434 13.2 7639.182 1304610.505 631.1602

4th Floor 7487.434 16.5 7639.182 2038453.914 986.1879

5th Floor 7487.434 19.8 7639.182 2935373.637 1420.111

6th Floor 7487.434 23.1 7639.182 3995369.672 1932.928

Roof 6310.456 26.4 7639.182 4398135.395 2127.783

Total 50794.6043 15790216.69

Hence,

According to modal mass, Base Shear = 7639.182 KN.

Assuming 2% of reinforcement and M25 grade concrete,

Shear Strength of concrete (τc ) = 0.82 N/mm2 (by interpolation) [IS-456 Table 19]

Area of column required = VB × 1000/(no. of column x Shear Strength)

= 7639.182 × 1000/(34 x 0.82)

= 274002.224 mm2 < 360000 mm2 (OK)

(Safe section)

Additional Shear calculation due to Torsion in Building elements resulting from the horizontal

torsional moment arising due to eccentricity between the centre of mass and centre of rigidity.

The earthquake force acts through the centre of mass and is resisted by the building through its

centre of rigidity. This leads to the torsional moment in building.

Center of Rigidity (CR) – A point through which a horizontal force is applied resulting in

translation of the floor without any rotation.

Center of mass (CM) – Center of gravity of all floor masses.

Structural eccentricity (e) = │CR-CM│

EARTHQUAKE RESISTANT APARTMENT BUILDING CALCULATION OF C.M, C.R AND ECCENTRICITY

34

CALCULATION OF CENTER OF MASS AND RIGIDITY

5.1 Center of Mass of Beam

GROUND FLOOR

Beam ID Width Depth Length Load(W) x y W*x W*y Remarks

A2'-A9 0.30 0.60 18.49 83.183 0.00 9.24 0.000 768.814 PRIMARY BEAM

B2'-B9 0.30 0.60 18.49 83.183 4.66 9.24 387.630 768.814 PRIMARY BEAM

C2'-C6/8 0.30 0.60 13.09 58.883 10.21 11.94 601.190 703.057 PRIMARY BEAM

D6-D9 0.30 0.60 7.77 34.943 12.54 3.89 438.179 135.752 PRIMARY BEAM

E2'-E4 0.30 0.60 4.04 18.180 13.00 16.66 236.340 302.788 PRIMARY BEAM

F2a-F8 0.30 0.60 16.98 76.388 17.53 10.71 1339.073 818.110 PRIMARY BEAM

G2a-G8' 0.30 0.60 18.48 83.138 23.15 9.96 1924.633 828.050 PRIMARY BEAM

H2a-H8' 0.30 0.60 18.37 82.665 28.52 10.01 2357.192 827.477 PRIMARY BEAM

A'2'-E2' 0.30 0.60 14.64 65.880 5.68 18.49 374.198 1217.792 PRIMARY BEAM

F3-H3 0.30 0.60 10.99 49.433 23.03 17.79 1138.183 879.404 PRIMARY BEAM

A'4-H4 0.30 0.60 30.16 135.698 13.44 14.64 1823.774 1985.933 PRIMARY BEAM

A5-H5 0.30 0.60 28.52 128.318 14.26 11.02 1829.487 1413.417 PRIMARY BEAM

A6-H6 0.30 0.60 28.52 128.318 14.26 7.77 1829.487 997.027 PRIMARY BEAM

A8-H8 0.30 0.60 28.52 128.318 14.26 2.23 1829.487 285.506 PRIMARY BEAM

A9-E9 0.30 0.60 12.51 56.295 6.26 0.00 352.125 0.000 PRIMARY BEAM

bc'2'-bc'9 0.21 0.42 18.55 40.903 7.93 9.28 324.154 379.373 SECONDARY BEAM 1 A6/8'-

bc'6/8' 0.21 0.42 7.93 17.475 3.96 3.93 69.243 68.675 SECONDARY BEAM 2

0.21 0.42 4.59 10.110 10.23 5.40 103.374 54.543 SECONDARY BEAM 3

0.21 0.42 3.25 7.155 15.58 9.39 111.443 67.188 SECONDARY BEAM 4

0.21 0.42 3.25 7.155 18.88 9.39 135.091 67.188 SECONDARY BEAM 5

0.21 0.42 4.57 10.066 20.01 16.92 201.417 170.263 SECONDARY BEAM 6

0.21 0.42 3.85 8.489 1.64 16.56 13.922 140.582 SECONDARY BEAM

7(BALCONY A2)

0.21 0.42 2.22 4.884 15.17 18.10 74.091 88.377

SECONDARY BEAM

8(F2)

0.21 0.42 4.84 10.672 17.59 19.20 187.724 204.853

SECONDARY BEAM

9(F2)

0.21 0.42 1.51 3.319 21.35 1.48 70.834 4.895

SECONDARY BEAM

10(G8)

0.21 0.42 5.30 11.687 25.87 1.53 302.271 17.822

SECONDARY BEAM

11(H8)

0.21 0.42 1.88 4.134 22.28 0.72 92.114 2.977

SECONDARY BEAM

12(G8)

0.21 0.42 5.30 11.687 25.87 19.20 302.271 224.322 SECONDARY BEAM 13

Sum 1360.553 18448.930 13422.999

Center of Mass X= 13.5599 m

Y= 9.8658 m


35

TYPICAL FLOOR

Beam ID Width Depth Length Load(W) x y W*x W*y Remarks

A2'-A8 0.3 0.6 18.485 83.183 0.000 9.243 0.000 768.814 PRIMARY BEAM

B2'-B9 0.3 0.6 18.485 83.183 4.660 9.243 387.630 768.814 PRIMARY BEAM

C2'-C6/8 0.3 0.6 13.085 58.883 10.210 11.940 601.190 703.057 PRIMARY BEAM

D6-D9 0.3 0.6 7.765 34.943 12.540 3.885 438.179 135.752 PRIMARY BEAM

E2'-E4 0.3 0.6 4.040 18.180 13.000 16.655 236.340 302.788 PRIMARY BEAM

F2a-F8 0.3 0.6 16.975 76.388 17.530 10.710 1339.073 818.110 PRIMARY BEAM

G2a-G8' 0.3 0.6 18.475 83.138 23.150 9.960 1924.633 828.050 PRIMARY BEAM

H2a-H8' 0.3 0.6 18.370 82.665 28.515 10.010 2357.192 827.477 PRIMARY BEAM

A'2'-E2' 0.3 0.6 14.640 65.880 5.680 18.485 374.198 1217.792 PRIMARY BEAM

F3-H3 0.3 0.6 10.985 49.433 23.025 17.790 1138.183 879.404 PRIMARY BEAM

A'4-H4 0.3 0.6 30.155 135.698 13.440 14.635 1823.774 1985.933 PRIMARY BEAM

A5-H5 0.3 0.6 28.515 128.318 14.258 11.015 1829.487 1413.417 PRIMARY BEAM

A6-H6 0.3 0.6 28.515 128.318 14.258 7.770 1829.487 997.027 PRIMARY BEAM

A8-H8 0.3 0.6 28.515 128.318 14.258 2.225 1829.487 285.506 PRIMARY BEAM

A9-E9 0.3 0.6 12.510 56.295 6.255 0.000 352.125 0.000 PRIMARY BEAM

bc'2'-bc'9 0.21 0.42 18.550 40.903 7.925 9.275 324.154 379.373 SECONDARY BEAM 1

A6/8'-bc'6/8' 0.21 0.42 7.925 17.475 3.963 3.930 69.243 68.675 SECONDARY BEAM 2

0.21 0.42 4.585 10.110 10.225 5.395 103.374 54.543 SECONDARY BEAM 3

0.21 0.42 3.245 7.155 15.575 9.390 111.443 67.188 SECONDARY BEAM 4

0.21 0.42 3.245 7.155 18.880 9.390 135.091 67.188 SECONDARY BEAM 5

0.21 0.42 4.565 10.066 20.010 16.915 201.417 170.263 SECONDARY BEAM 6

0.21 0.42 3.850 8.489 1.640 16.560 13.922 140.582 SECONDARY BEAM 7(BALCONY

A2)

0.21 0.42 2.215 4.884 15.170 18.095 74.091 88.377 SECONDARY BEAM 8(F2)

0.21 0.42 4.840 10.672 17.590 19.195 187.724 204.853 SECONDARY BEAM 9(F2)

0.21 0.42 1.505 3.319 21.345 1.475 70.834 4.895 SECONDARY BEAM 10(G8)

0.21 0.42 5.300 11.687 25.865 1.525 302.271 17.822 SECONDARY BEAM 11(H8)

0.21 0.42 1.875 4.134 22.280 0.720 92.114 2.977 SECONDARY BEAM 12(G8)

0.21 0.42 5.300 11.687 25.865 19.195 302.271 224.322 SECONDARY BEAM 13

Sum 1360.553 18448.930 13422.999

Centre of Mass of Ground Floor: X= 13.5599 m

Y= 9.8658 m


36

ROOF

Beam ID Width Depth Length Load x y W*x W*y Remarks

A2'-A9 0.30 0.60 18.49 83.183 0.00 9.24 0.000 768.814 PRIMARY BEAM

B2'-B9 0.30 0.60 18.49 83.183 4.66 9.24 387.630 768.814 PRIMARY BEAM

C2'-C6/8 0.30 0.60 13.09 58.883 10.21 11.94 601.190 703.057 PRIMARY BEAM

D6-D9 0.30 0.60 7.77 34.943 12.54 3.89 438.179 135.752 PRIMARY BEAM

E2'-E4 0.30 0.60 4.04 18.180 13.00 16.66 236.340 302.788 PRIMARY BEAM

F2a-F8 0.30 0.60 16.98 76.388 17.53 10.71 1339.073 818.110 PRIMARY BEAM

G2a-G8' 0.30 0.60 18.48 83.138 23.15 9.96 1924.633 828.050 PRIMARY BEAM

H2a-H8' 0.30 0.60 18.37 82.665 28.52 10.01 2357.192 827.477 PRIMARY BEAM

0.30 0.60

A'2'-E2' 0.30 0.60 14.64 65.880 5.68 18.49 374.198 1217.792 PRIMARY BEAM

F3-H3 0.30 0.60 10.99 49.433 23.03 17.79 1138.183 879.404 PRIMARY BEAM

A'4-H4 0.30 0.60 30.16 135.698 13.44 14.64 1823.774 1985.933 PRIMARY BEAM

A5-H5 0.30 0.60 28.52 128.318 14.26 11.02 1829.487 1413.417 PRIMARY BEAM

A6-H6 0.30 0.60 28.52 128.318 14.26 7.77 1829.487 997.027 PRIMARY BEAM

A8-H8 0.30 0.60 28.52 128.318 14.26 2.23 1829.487 285.506 PRIMARY BEAM

A9-E9 0.30 0.60 12.51 56.295 6.26 0.00 352.125 0.000 PRIMARY BEAM

bc'2'-bc'9 0.21 0.42 18.55 40.903 7.93 9.28 324.154 379.373 SECONDARY BEAM 1

A6/8'-bc'6/8' 0.21 0.42 7.93 17.475 3.96 3.93 69.243 68.675 SECONDARY BEAM 2

0.21 0.42 4.59 10.110 10.23 5.40 103.374 54.543 SECONDARY BEAM 3

0.21 0.42 3.25 7.155 15.58 9.39 111.443 67.188 SECONDARY BEAM 4

0.21 0.42 3.25 7.155 18.88 9.39 135.091 67.188 SECONDARY BEAM 5

0.21 0.42 4.57 10.066 20.01 16.92 201.417 170.263 SECONDARY BEAM 6

0.21 0.42 3.85 8.489 1.64 16.56 13.922 140.582 SECONDARY BEAM

7(BALCONY A2)

0.21 0.42 2.22 4.884 15.17 18.10 74.091 88.377 SECONDARY BEAM 8(F2)

0.21 0.42 4.84 10.672 17.59 19.20 187.724 204.853 SECONDARY BEAM 9(F2)

0.21 0.42 1.51 3.319 21.35 1.48 70.834 4.895 SECONDARY BEAM 10(G8)

0.21 0.42 5.30 11.687 25.87 1.53 302.271 17.822 SECONDARY BEAM 11(H8)

0.21 0.42 1.88 4.134 22.28 0.72 92.114 2.977 SECONDARY BEAM 12(G8)

0.21 0.42 5.30 11.687 25.87 19.20 302.271 224.322 SECONDARY BEAM 13

Sum 1360.553 18448.93 13422.999


Y= 9.86584 m


37

5.2 Center of Mass of Slab

GROUND FLOOR

Sla

b

ID Length

Breadt

h Area

Dead

Load

Live

Load

Total

Load x y W*x W*y Remarks

s1 4.66 3.92 18.244 5.122 0.625 104.851 2.33 16.59 244.304 1739.484 PARKING

s2 4.66 3.62 16.869 5.122 0.625 96.951 2.33 12.82 225.895 1242.908 PARKING

s3 4.66 3.25 15.122 5.122 0.625 86.907 2.33 9.39 202.494 816.061 PARKING

s4 4.66 3.84 17.871 5.122 0.625 102.709 2.33 5.85 239.311 600.846 PARKING

s5 4.66 1.71 7.945 5.122 0.625 45.663 2.33 3.07 106.395 140.186 PARKING

s6 4.66 2.23 10.369 5.122 0.625 59.590 2.33 1.11 138.844 66.145 PARKING

s7 3.27 3.92 12.782 5.122 0.750 75.061 6.29 16.59 472.135 1245.266

DRIVE

WAY

s8 3.27 3.62 11.819 5.122 0.750 69.405 6.29 12.82 436.559 889.776

DRIVE

WAY

s9 3.27 3.25 10.595 5.122 0.750 62.216 6.29 9.39 391.336 584.204

DRIVE

WAY

s10 3.27 3.84 12.521 5.122 0.750 73.527 6.29 5.85 462.488 430.135

DRIVE

WAY

s11 3.27 1.71 5.567 5.122 0.750 32.690 6.29 3.07 205.617 100.357

DRIVE

WAY

s12 3.27 2.23 7.265 5.122 0.750 42.659 6.29 1.11 268.327 47.352

DRIVE

WAY

s13 2.31 3.92 9.024 5.122 0.750 52.991 9.07 16.59 480.630 879.124

DRIVE

WAY

s14 2.31 3.62 8.344 5.122 0.750 48.998 9.07 12.82 444.414 628.157

DRIVE

WAY

s15 2.31 3.25 7.480 5.122 0.750 43.922 9.07 9.39 398.377 412.432

DRIVE

WAY

s16 2.31 2.37 5.463 5.122 0.750 32.079 9.07 5.85 290.956 187.662

DRIVE

WAY

s17 4.59 3.17 14.541 5.122 0.625 83.569 10.22 3.07 854.073 256.556 PARKING

s18 4.59 2.23 10.206 5.122 0.625 58.656 10.22 1.11 599.468 65.109 PARKING

s19 2.30 2.37 5.451 5.122 0.625 31.328 11.36 6.58 355.886 206.138 PARKING

s20 5.02 5.54 27.811 5.122 0.625 159.834 15.02 5.00 2400.710 798.372 PARKING

s21 5.69 5.54 31.495 5.122 0.625 181.007 20.37 5.00 3687.666 904.132 PARKING

s22 5.30 5.54 29.362 5.122 0.500 165.079 25.87 5.00 4270.595 824.570

GYM

HALL

s23 1.96 3.25 6.344 5.122 0.500 35.667 16.55 9.39 590.290 334.914

GYM

HALL

s24 1.35 3.25 4.381 5.122 0.500 24.629 18.20 9.39 448.256 231.271

GYM

HALL

s25 4.34 3.25 14.067 5.122 0.500 79.088 21.05 9.39 1664.800 742.635

GYM

HALL

s26 5.30 3.25 17.199 5.122 0.500 96.693 25.87 9.39 2501.458 907.951

GYM

HALL

s27 7.32 3.62 26.498 5.122 0.750 155.604 13.87 12.82 2158.226 1994.842 LOBBY

s28 5.69 3.62 20.580 5.122 0.750 120.848 20.37 12.82 2461.676 1549.273 LOBBY


38

s29 5.30 3.62 19.186 5.122 0.750 112.664 25.87 12.82 2914.618 1444.353 LOBBY

s30 2.48 3.16 7.824 5.122 0.625 44.968 18.77 16.21 844.057 728.938 PARKING

s31 3.34 3.16 10.522 5.122 0.625 60.472 21.62 16.21 1307.396 980.245 PARKING

s32 5.30 3.16 16.722 5.122 0.625 96.102 25.87 16.21 2486.154 1557.810 PARKING

s34 5.30 1.41 7.473 5.122 0.625 42.949 25.87 18.49 1111.086 794.124 PARKING

s35 1.88 1.51 2.822 5.122 0.500 15.865 22.28 1.47 353.475 23.322

GYM

HALL

s36 5.30 1.40 7.420 5.122 0.500 41.717 25.87 1.53 1079.212 63.827

GYM

HALL

s37 2.36 2.20 5.192 5.122 0.625 29.839 16.35 18.09 487.875 539.796 PARKING

s38 2.48 1.41 3.497 5.122 0.625 20.097 18.77 18.49 377.217 371.590 PARKING

Sum 2686.89

7 37962.27

8

25329.86

0


Y= 9.427 m


39

TYPICAL FLOOR

Slab

ID Length Breadth Area

Dead

Load

Live

Load

Total


S1 4.66 3.92 18.244 5.122 0.500 102.571 2.33 16.59 238.990 1701.650 LIVING ROOM

S2 4.66 3.62 16.869 5.122 0.500 94.842 2.33 12.82 220.982 1215.875 DINING ROOM

S3 4.66 3.25 15.122 5.122 0.500 85.017 2.33 9.39 198.090 798.312 BED ROOM

S4 4.66 3.84 17.871 5.122 0.500 100.475 2.33 5.85 234.107 587.778 BED ROOM

S5 4.66 1.71 7.945 5.122 0.500 44.670 2.33 3.07 104.081 137.137 BED ROOM

S6 4.66 2.23 10.369 5.122 0.500 58.294 2.33 1.11 135.825 64.706 BED ROOM

S7 3.27 3.92 12.782 5.122 0.500 71.866 6.29 16.59 452.035 1192.251 KITCHEN

S8 3.27 3.62 11.819 5.122 0.500 66.450 6.29 12.82 417.973 851.895 FAMILY AREA

S9 3.27 3.25 10.595 5.122 0.500 59.567 6.29 9.39 374.675 559.332 FAMILY AREA

S10 3.27 3.84 12.521 5.122 0.500 70.397 6.29 5.85 442.798 411.823 FAMILY AREA

S11 3.27 1.71 5.567 5.122 0.500 31.298 6.29 3.07 196.863 96.084 BED ROOM

S12 3.27 2.23 7.265 5.122 0.750 42.659 6.29 1.11 268.327 47.352 BALCONY

S13 2.31 3.92 9.024 5.122 0.500 50.735 9.07 16.59 460.168 841.696 MAID ROOM

S14 2.31 3.62 8.344 5.122 0.500 46.912 9.07 12.82 425.494 601.414

TOILET +

LOBBY

S15 2.31 3.25 7.480 5.122 0.500 42.053 9.07 9.39 381.416 394.873 TOILET

S16 2.31 2.37 5.463 5.122 0.500 30.713 9.07 5.85 278.569 179.672 TOILET

S17 4.59 3.17 14.541 5.122 0.500 81.751 10.22 3.07 835.498 250.976 BED ROOM

S18 4.59 2.23 10.206 5.122 0.750 59.932 10.22 1.11 612.506 66.525 BALCONY

S19 2.30 2.37 5.451 5.122 0.500 30.647 11.36 6.58 348.146 201.655

DRESSING

ROOM

S20 5.02 5.54 27.811 5.122 0.500 156.358 15.02 5.00 2348.495 781.008 BED ROOM

S21 5.69 5.54 31.495 5.122 0.500 177.071 20.37 5.00 3607.460 884.468 BED ROOM

S22 5.30 5.54 29.362 5.122 0.500 165.079 25.87 5.00 4270.595 824.570 BED ROOM

S23 1.96 3.25 6.344 5.122 0.500 35.667 16.55 9.39 590.290 334.914 TOILET

S24 1.35 3.25 4.381 5.122 0.500 24.629 18.20 9.39 448.256 231.271 TOILET

S25 4.34 3.25 14.067 5.122 0.500 79.088 21.05 9.39 1664.800 742.635 FAMILY AREA

S26 5.30 3.25 17.199 5.122 0.500 96.693 25.87 9.39 2501.458 907.951 TOILET

S27 7.32 3.62 26.498 5.122 0.750 155.604 13.87 12.82 2158.226 1994.842 LOBBY

S28 5.69 3.62 20.580 5.122 0.500 115.703 20.37 12.82 2356.874 1483.315 FAMILY AREA

S29 5.30 3.62 19.186 5.122 0.500 107.868 25.87 12.82 2790.533 1382.862 DINING ROOM

S30 2.48 3.16 7.824 5.122 0.500 43.990 18.77 16.21 825.699 713.083 MAID ROOM

S31 3.34 3.16 10.522 5.122 0.500 59.156 21.62 16.21 1278.961 958.925 KITCHEN

S32 5.30 3.16 16.722 5.122 0.500 94.012 25.87 16.21 2432.081 1523.928 LIVING ROOM

S33 1.64 3.92 6.421 5.122 0.750 37.703 -0.82 16.59 -30.916 625.494 BALCONY

S34 5.30 1.41 7.473 5.122 0.750 43.883 25.87 18.49 1135.252 811.396 BALCONY

S35 1.88 1.51 2.822 5.122 0.500 15.865 22.28 1.47 353.475 23.322 TOILET

S36 5.30 1.40 7.420 5.122 0.750 43.572 25.87 1.53 1127.200 66.665 BALCONY

S37 2.36 2.20 5.192 5.122 0.500 29.190 16.35 18.09 477.264 528.055 UTILITY

S38 2.48 1.41 3.497 5.122 0.500 19.660 18.77 18.49 369.013 363.508 UTILITY

Sum 2671.640 37331.559 25383.218

Centre of Mass X= 13.973 m

Y= 9.501 m


40

ROOF

Slab

ID Length Width Area

Dead

Load

Live

Load

Total


s1 4.66 3.92 18.24 5.122 0.375 100.290 2.33 16.59 233.677 1663.817 LIV ROOM

s2 4.66 3.62 16.87 5.122 0.375 92.733 2.33 12.82 216.069 1188.842 DIN ROOM

s3 4.66 3.25 15.12 5.122 0.375 83.127 2.33 9.39 193.686 780.563 BED ROOM

s4 4.66 3.84 17.87 5.122 0.375 98.241 2.33 5.85 228.902 574.710 BED ROOM

s5 4.66 1.71 7.95 5.122 0.375 43.677 2.33 3.07 101.767 134.088 BED ROOM

s6 4.66 2.23 10.37 5.122 0.375 56.998 2.33 1.11 132.805 63.267 BED ROOM

s7 3.27 3.92 12.78 5.122 0.375 70.268 6.29 16.59 441.985 1165.743 KITCHEN

s8 3.27 3.62 11.82 5.122 0.375 64.973 6.29 12.82 408.681 832.955 FAMILY AREA

s9 3.27 3.25 10.59 5.122 0.375 58.242 6.29 9.39 366.345 546.896 FAMILY AREA

s10 3.27 3.84 12.52 5.122 0.375 68.832 6.29 5.85 432.953 402.667 FAMILY AREA

s11 3.27 1.71 5.57 5.122 0.375 30.602 6.29 3.07 192.486 93.948 BED ROOM

s12 3.27 2.23 7.26 5.122 0.375 39.935 6.29 1.11 251.192 44.328 BALCONY

s13 2.31 3.92 9.02 5.122 0.375 49.607 9.07 16.59 449.937 822.983 MAID ROOM

s14 2.31 3.62 8.34 5.122 0.375 45.869 9.07 12.82 416.034 588.043

TOILET+LOBB

Y

s15 2.31 3.25 7.48 5.122 0.375 41.118 9.07 9.39 372.936 386.094 TOILET

s16 2.31 2.37 5.46 5.122 0.375 30.030 9.07 5.85 272.376 175.678 TOILET

s17 4.59 3.17 14.54 5.122 0.375 79.934 10.22 3.07 816.922 245.396 BED ROOM

s18 4.59 2.23 10.21 5.122 0.375 56.105 10.22 1.11 573.391 62.276 BALCONY

s19 2.30 2.37 5.45 5.122 0.375 29.965 11.36 6.58 340.405 197.171 DRESSING R

s20 5.02 5.54 27.81 5.122 0.375 152.882 15.02 5.00 2296.281 763.643 BED ROOM

s21 5.69 5.54 31.49 5.122 0.375 173.134 20.37 5.00 3527.254 864.803 BED ROOM

s22 5.30 5.54 29.36 5.122 0.375 161.409 25.87 5.00 4175.645 806.237 BED ROOM

s23 1.96 3.25 6.34 5.122 0.375 34.874 16.55 9.39 577.166 327.468 TOILET

s24 1.35 3.25 4.38 5.122 0.375 24.082 18.20 9.39 438.290 226.129 TOILET

s25 4.34 3.25 14.07 5.122 0.375 77.330 21.05 9.39 1627.786 726.124 FAMILY AREA

s26 5.30 3.25 17.20 5.122 0.375 94.544 25.87 9.39 2445.843 887.764 TOILET

s27 7.32 3.62 26.50 5.122 0.375 145.667 13.87 12.82 2020.401 1867.451 LOBBY

s28 5.69 3.62 20.58 5.122 0.375 113.131 20.37 12.82 2304.473 1450.336 FAMILY AREA

s29 5.30 3.62 19.19 5.122 0.375 105.469 25.87 12.82 2728.490 1352.116 DIN ROOM

s30 2.48 3.16 7.82 5.122 0.375 43.012 18.77 16.21 807.341 697.229 MAID ROOM

s31 3.34 3.16 10.52 5.122 0.375 57.841 21.62 16.21 1250.525 937.605 KITCHEN

s32 5.30 3.16 16.72 5.122 0.375 91.921 25.87 16.21 2378.007 1490.046 LIV ROOM

s33 0.00 3.92 0.00 5.122 0.375 0.000 -0.82 16.59 0.000 0.000 BALCONY

s34 0.00 1.41 0.00 5.122 0.375 0.000 25.87 18.49 0.000 0.000 BALCONY

s35 0.00 1.51 0.00 5.122 0.375 0.000 22.28 1.47 0.000 0.000 TOILET

s36 0.00 1.40 0.00 5.122 0.375 0.000 25.87 1.53 0.000 0.000 BALCONY

s37 0.00 2.20 0.00 5.122 0.375 0.000 16.35 18.09 0.000 0.000 UTILITY

s38 0.00 1.41 0.00 5.122 0.375 0.000 18.77 18.49 0.000 0.000 UTILITY

Sum 2415.842 33020.05 22366.42


Y= 9.25823 m


41

5.3 Center of Mass of Wall

GROUND FLOOR

Wall ID Length Breadth Height

Area of

Wall

Area of

Opening Load x y W*x W*y

A5-A6 3.25 0.23 2.70 8.762 5.700 7.470 0.00 9.39 0.000 70.129

A6-A8 5.54 0.23 2.70 14.958 9.120 14.245 0.00 5.00 0.000 71.152

A8-A9 2.23 0.23 2.70 6.008 3.600 5.874 0.00 1.11 0.000 6.532

C2-C4 3.92 0.23 2.70 10.571 0.000 25.792 10.21 16.59 263.337 427.890

C4-C5 3.62 0.23 2.70 9.774 3.600 15.065 10.21 12.82 153.809 193.158

C5-C6 3.25 0.23 2.70 8.762 0.000 21.378 10.21 9.39 218.270 200.697

D8-D9 2.23 0.23 2.70 6.008 0.000 14.658 12.20 1.11 178.831 16.300

EF5-EF6 3.25 0.23 2.88 9.346 0.000 22.803 15.89 9.42 362.344 214.898

F5-F6 3.25 0.23 2.70 8.762 0.000 21.378 17.53 9.39 374.757 200.740

F6-F8 5.54 0.23 2.70 14.958 0.000 36.498 17.53 4.96 639.802 180.882

H2'-H3 1.41 0.23 2.70 3.807 0.000 9.289 28.52 18.49 264.887 171.783

H3-H4 3.16 0.23 2.70 8.519 0.000 20.785 28.52 16.21 592.709 336.948

H4-H5 3.62 0.23 2.70 9.774 0.000 23.849 28.52 12.82 680.066 305.786

H5-H6 3.25 0.23 2.70 8.762 0.000 21.378 28.52 9.39 609.617 200.697

H6-H8 5.54 0.23 2.70 14.958 0.000 36.498 28.52 5.00 1040.763 182.305

H8-H89 1.40 0.23 2.70 3.780 0.000 9.223 28.52 1.53 263.009 14.075

F4-G4 5.69 0.23 2.70 15.350 0.000 37.453 20.37 14.63 763.025 548.047

G4-H4 5.30 0.23 2.70 14.310 0.000 34.916 25.87 14.63 903.183 510.967

F5-G5 5.69 0.23 2.70 15.350 0.000 37.453 20.37 11.01 763.025 412.393

G5-H5 5.30 0.23 2.70 14.310 0.000 34.916 25.87 11.01 903.148 384.464

C6-F6 7.35 0.23 2.70 19.840 0.000 48.409 13.87 7.77 671.428 375.941

D8-F8 5.02 0.23 2.70 13.554 4.560 21.945 15.02 2.22 329.619 48.806

F8-G8 5.69 0.23 2.70 15.350 4.920 25.448 20.37 2.23 518.452 56.622

G8-H8 5.30 0.23 2.70 14.310 9.518 11.694 25.87 2.22 302.469 26.007

A9-B9 4.66 0.23 2.70 12.582 8.280 10.497 2.33 0.00 24.458 0.000

Sum 568.913 10821.01 5157.218


Y= 9.065 m


42

TYPICAL FLOOR

Wall ID Lengt

h

Breadt

h

Heigh

t

Area of

Wall

Area of


A4-A5 3.620 0.230 2.700 9.774 3.840 28.958 0.000 12.822 0.000 371.298

A5-A6 3.245 0.230 2.700 8.762 3.420 26.067 0.000 9.388 0.000 244.712

A6-A8 5.540 0.230 2.700 14.958 4.992 48.634 0.000 4.995 0.000 242.927

A8-A9 2.225 0.230 2.700 6.008 2.160 18.776 0.000 1.112 0.000 20.879

B2-B4 3.915 0.230 2.700 10.571 0.000 51.584 4.660 16.590 240.382 855.779

B5-B6 3.245 0.230 2.700 8.762 2.100 32.508 4.660 9.388 151.488 305.186

B6-B68 3.830 0.230 2.700 10.341 2.100 40.216 4.660 5.790 187.407 232.851

B89-B9 1.260 0.230 2.700 3.402 0.000 16.602 4.660 0.620 77.364 10.293 BC68-

BC89 2.785 0.115 3.175 8.842 1.733 19.161 6.179 2.652 118.397 50.815

BC2-BC9 18.550 0.230 2.880 53.424 2.228 249.839 8.040 9.306 2008.705 2325.001

C2-C4 3.915 0.230 2.700 10.571 0.000 51.584 10.210 16.590 526.673 855.779

C4-C5 3.620 0.230 2.700 9.774 4.613 25.188 10.210 12.822 257.171 322.962

C5-C6 3.245 0.230 2.700 8.762 0.900 38.364 10.210 9.388 391.698 360.162

C6-C68 2.456 0.230 2.700 6.631 0.000 32.360 10.585 6.560 342.533 212.283

D68-D89 4.543 0.230 2.700 12.266 0.000 59.859 12.200 3.302 730.275 197.653

E2-E24 1.965 0.230 2.700 5.306 0.000 25.891 13.000 17.764 336.581 459.925

EF6-EF8 5.710 0.230 2.700 15.417 0.000 75.235 14.061 4.829 1057.879 363.310

EF5-EF6 3.245 0.230 2.880 9.346 0.000 45.607 15.890 9.424 724.688 429.796

F4-F5 3.620 0.230 2.700 9.774 4.613 25.188 17.530 12.822 441.548 322.962

F5-F56 1.620 0.230 2.700 4.374 0.360 19.588 17.530 10.260 343.383 200.976

FG6-FG8 5.540 0.230 2.700 14.958 2.100 62.747 18.336 4.956 1150.530 310.974

FG5-FG6 3.245 0.115 2.880 9.346 0.000 25.186 19.237 9.739 484.511 245.290

FG3-

FG45 5.085 0.230 2.700 13.730 2.228 56.130 20.000 15.410 1122.595 864.960

G3-G4 3.155 0.230 2.700 8.519 0.000 41.570 23.216 16.211 965.096 673.896

G5-G6 3.245 0.115 2.700 8.762 0.000 23.612 23.216 9.389 548.182 221.695

G6-G8 5.540 0.230 2.700 14.958 2.100 62.747 23.216 4.995 1456.735 313.421

G8-G89 1.380 0.230 2.700 3.726 0.000 18.183 23.216 1.473 422.134 26.783

FG8-

FG89 3.295 0.230 2.700 8.897 0.000 43.415 21.342 1.473 926.561 63.950

GH56-GH6 2.405 0.115 3.175 7.636 1.733 15.910 25.821 8.819 410.802 140.307

H2'-H3 1.410 0.230 2.700 3.807 0.000 18.578 28.516 18.493 529.775 343.566

H3-H4 3.155 0.230 2.700 8.519 0.000 41.570 28.516 16.211 1185.418 673.896

H4-H5 3.620 0.230 2.700 9.774 0.000 47.697 28.516 12.822 1360.131 611.572

H5-H6 3.245 0.230 2.700 8.762 0.000 42.756 28.516 9.388 1219.234 401.394

H6-H8 5.540 0.230 2.700 14.958 0.000 72.995 28.516 4.995 2081.527 364.610

H8-H89 1.400 0.230 2.700 3.780 0.000 18.446 28.516 1.526 526.018 28.149

0.000

B2-C2 5.550 0.230 2.880 15.984 5.735 50.015 7.462 18.621 373.213 931.332

C2-E2 2.790 0.230 2.700 7.533 0.000 36.761 11.605 18.550 426.612 681.917

EF2'-FG2' 4.880 0.230 2.880 14.054 8.092 29.097 17.590 19.200 511.808 558.653

FG3-G3 3.210 0.230 2.700 8.667 2.250 31.315 21.610 17.790 676.716 557.093

G3-H3 5.300 0.230 2.700 14.310 10.328 19.435 25.865 17.790 502.676 345.742

B4-BC4 3.300 0.230 2.700 8.910 2.100 33.233 6.293 14.633 209.134 486.296


43

BC4-C4 2.180 0.115 2.700 5.886 2.160 10.042 9.068 14.633 91.057 146.938

C4-E4 2.790 0.115 2.700 7.533 5.820 4.617 11.604 14.633 53.570 67.554

E4-F4 4.530 0.230 2.700 12.231 7.990 20.696 15.265 14.633 315.926 302.846

F34-FG34 2.480 0.115 2.700 6.696 2.588 11.072 18.702 15.924 207.076 176.317

BC45-C45 2.180 0.115 3.175 6.922 0.000 18.653 9.085 12.867 169.467 240.014

F45-FG45 2.480 0.115 3.175 7.874 0.000 21.220 18.688 12.925 396.567 274.274

FG4-G4 3.270 0.230 2.700 8.829 2.100 32.838 21.603 14.633 709.389 480.511

A5-B5 4.660 0.230 2.700 12.582 0.000 61.400 2.330 11.011 143.062 676.077

BC5-C5 2.180 0.115 2.700 5.886 1.733 11.194 9.067 11.011 101.493 123.254

EF5-FG5 3.635 0.230 2.700 9.815 2.633 35.048 17.477 11.011 612.537 385.915

BC56-C56 2.180 0.115 3.175 6.922 0.360 17.683 9.125 9.461 161.360 167.301

EF56-FG56 3.365 0.115 3.175 10.684 0.360 27.823 17.535 9.507 487.874 264.512

G56-H56 5.300 0.230 3.175 16.828 0.000 82.118 25.866 10.252 2124.069 841.876

A6-B6 4.660 0.230 2.700 12.582 0.000 61.400 2.330 7.766 143.062 476.834

BC6-C6 2.180 0.115 2.700 5.886 0.360 14.893 3.135 8.231 46.688 122.581

C6-F6 7.348 0.230 2.700 19.840 1.733 88.363 13.870 7.766 1225.590 686.224

F6-FG6 1.765 0.230 2.700 4.766 0.000 23.256 18.412 7.766 428.183 180.603

G6-H6 5.300 0.115 2.700 14.310 2.213 32.603 25.866 7.766 843.303 253.193

A68-B68 4.660 0.230 2.880 13.421 0.000 65.494 2.330 3.930 152.600 257.389

B68-BC68 3.180 0.115 2.700 8.586 2.100 17.480 6.290 3.930 109.948 68.695

BC68-D68 4.700 0.230 2.700 12.690 1.733 53.473 10.225 5.395 546.757 288.485

D68-EF68 1.600 0.115 2.700 4.320 1.733 6.973 13.347 6.540 93.073 45.605

FG68-G68 4.960 0.230 3.175 15.748 2.100 66.602 20.701 6.416 1378.733 427.320

D8-F8 5.020 0.230 2.700 13.554 4.920 42.134 15.020 2.224 632.851 93.706

F8-FG8 3.556 0.230 2.700 9.601 3.840 28.115 19.368 2.213 544.525 62.218

G8-H8 5.300 0.230 2.700 14.310 8.168 29.975 25.866 2.224 775.344 66.665

B89-E89 7.850 0.230 2.700 21.195 11.475 47.434 8.328 0.542 395.027 25.709

A9-B9 4.660 0.230 2.700 12.582 3.840 42.661 2.330 0.000 99.400 0.000

FG89-G89 2.090 0.230 2.700 5.643 1.080 22.267 22.251 0.595 495.473 13.249

Sum 2720.132

38509.57

8

24446.91

5


Y= 8.987 m


44

ROOF

Wall ID Length Width Height

Area of

Wall

Area of


A4-A5 3.62 0.23 2.70 9.774 3.840 15.145 0.00 12.82 0.000 194.186

A5-A6 3.25 0.23 2.70 8.762 3.420 13.633 0.00 9.39 0.000 127.983

A6-A8 5.54 0.23 2.70 14.958 4.992 25.435 0.00 5.00 0.000 127.049

A8-A9 2.23 0.23 2.70 6.008 2.160 9.820 0.00 1.11 0.000 10.919

B2-B4 3.92 0.23 2.70 10.571 0.000 26.978 4.66 16.59 125.718 447.566

B5-B6 3.25 0.23 2.70 8.762 2.100 17.001 4.66 9.39 79.227 159.610

B6-B68 3.83 0.23 2.70 10.341 2.100 21.033 4.66 5.79 98.012 121.779

B89-B9 1.26 0.23 2.70 3.402 0.000 8.683 4.66 0.62 40.461 5.383

BC2-

BC9 18.55 0.23 2.88 53.424 2.228 130.664 8.04 9.31 1050.536 1215.956

C2-C4 3.92 0.23 2.70 10.571 0.000 26.978 10.21 16.59 275.446 447.566

C4-C5 3.62 0.23 2.70 9.774 4.613 13.173 10.21 12.82 134.498 168.907

C5-C6 3.25 0.23 2.70 8.762 0.900 20.064 10.21 9.39 204.855 188.362

C6-C68 2.46 0.23 2.70 6.631 0.000 16.924 10.59 6.56 179.142 111.022

D68-

D89 4.54 0.23 2.70 12.266 0.000 31.306 12.20 3.30 381.928 103.371

E2-E24 1.97 0.23 2.70 5.306 0.000 13.541 13.00 17.76 176.029 240.537

EF6-EF8 5.71 0.23 2.70 15.417 0.000 39.347 14.06 4.83 553.262 190.008

EF5-EF6 3.25 0.23 2.88 9.346 0.000 23.852 15.89 9.42 379.006 224.780

F4-F5 3.62 0.23 2.70 9.774 4.613 13.173 17.53 12.82 230.926 168.907

F5-F56 1.62 0.23 2.70 4.374 0.360 10.245 17.53 10.26 179.587 105.109

FG6-

FG8 5.54 0.23 2.70 14.958 2.100 32.816 18.34 4.96 601.718 162.637 FG3-

FG45 5.09 0.23 2.70 13.730 2.228 29.355 20.00 15.41 587.108 452.367

G3-G4 3.16 0.23 2.70 8.519 0.000 21.741 23.22 16.21 504.737 352.442

G6-G8 5.54 0.23 2.70 14.958 2.100 32.816 23.22 5.00 761.861 163.917

G8-G89 1.38 0.23 2.70 3.726 0.000 9.509 23.22 1.47 220.772 14.007 FG8-

FG89 3.30 0.23 2.70 8.897 0.000 22.706 21.34 1.47 484.584 33.445

H2'-H3 1.41 0.23 2.70 3.807 0.000 9.716 28.52 18.49 277.068 179.682

H3-H4 3.16 0.23 2.70 8.519 0.000 21.741 28.52 16.21 619.964 352.442

H4-H5 3.62 0.23 2.70 9.774 0.000 24.945 28.52 12.82 711.337 319.847

H5-H6 3.25 0.23 2.70 8.762 0.000 22.361 28.52 9.39 637.649 209.926

H6-H8 5.54 0.23 2.70 14.958 0.000 38.176 28.52 5.00 1088.621 190.688

H8-H89 1.40 0.23 2.70 3.780 0.000 9.647 28.52 1.53 275.103 14.722

B2-C2 5.55 0.23 2.88 15.984 5.735 26.157 7.46 18.62 195.187 487.079

C2-E2 2.79 0.23 2.70 7.533 0.000 19.226 11.61 18.55 223.115 356.637

EF2'-

FG2' 4.88 0.23 2.88 14.054 8.092 15.217 17.59 19.20 267.671 292.171

FG3-G3 3.21 0.23 2.70 8.667 2.250 16.377 21.61 17.79 353.917 291.355

G3-H3 5.30 0.23 2.70 14.310 10.328 10.164 25.87 17.79 262.895 180.820

B4-BC4 3.30 0.23 2.70 8.910 2.100 17.380 6.29 14.63 109.375 254.329

E4-F4 4.53 0.23 2.70 12.231 7.990 10.824 15.27 14.63 165.227 158.386


45

FG4-G4 3.27 0.23 2.70 8.829 2.100 17.174 21.60 14.63 371.005 251.304

A5-B5 4.66 0.23 2.70 12.582 0.000 32.112 2.33 11.01 74.820 353.583

EF5-

FG5 3.64 0.23 2.70 9.815 2.633 18.330 17.48 11.01 320.352 201.831

G56-

H56 5.30 0.23 3.18 16.828 0.000 42.947 25.87 10.25 1110.871 440.294

A6-B6 4.66 0.23 2.70 12.582 0.000 32.112 2.33 7.77 74.820 249.380

C6-F6 7.35 0.23 2.70 19.840 1.733 46.213 13.87 7.77 640.973 358.890

F6-FG6 1.77 0.23 2.70 4.766 0.000 12.163 18.41 7.77 223.936 94.454

A68-

B68 4.66 0.23 2.88 13.421 0.000 34.253 2.33 3.93 79.808 134.613 BC68-

D68 4.70 0.23 2.70 12.690 1.733 27.966 10.23 5.40 285.950 150.875 FG68-

G68 4.96 0.23 3.18 15.748 2.100 34.832 20.70 6.42 721.066 223.485

D8-F8 5.02 0.23 2.70 13.554 4.920 22.036 15.02 2.22 330.976 49.007

F8-FG8 3.56 0.23 2.70 9.601 3.840 14.704 19.37 2.21 284.782 32.539

G8-H8 5.30 0.23 2.70 14.310 8.168 15.677 25.87 2.22 405.498 34.865

B89-E89 7.85 0.23 2.70 21.195 11.475 24.807 8.33 0.54 206.596 13.446

A9-B9 4.66 0.23 2.70 12.582 3.840 22.311 2.33 0.00 51.985 0.000 FG89-

G89 2.09 0.23 2.70 5.643 1.080 11.646 22.25 0.60 259.128 6.929

A2-A4 3.92 0.23 0.75 2.936 0.000 13.910 0.00 16.59 0.000 230.760

A4-A5 3.62 0.23 0.75 2.715 0.000 12.861 0.00 12.82 0.000 164.910

A5-A6 3.25 0.23 0.75 2.434 0.000 11.529 0.00 9.39 0.000 108.236

A6-A8 5.54 0.23 0.75 4.155 0.000 19.683 0.00 5.00 0.000 98.317

A8-B8 4.66 0.23 0.75 3.495 0.000 16.557 2.33 2.23 38.577 36.838

B8-D8 7.85 0.23 0.75 5.888 0.000 27.890 8.59 2.23 239.438 62.056

D8-F8 5.02 0.23 0.75 3.765 0.000 17.836 15.02 2.22 267.890 39.666

F8-G8 5.67 0.23 0.75 4.249 0.000 20.127 20.37 2.22 410.051 44.763

G8-H8 5.30 0.23 0.75 3.975 0.000 18.830 25.87 2.22 487.066 41.879

H8-H6 5.55 0.23 0.75 4.166 0.000 19.733 28.52 5.00 562.701 98.565

H6-H5 3.25 0.23 0.75 2.434 0.000 11.529 28.52 9.39 328.766 108.236

H5-H4 3.62 0.23 0.75 2.715 0.000 12.861 28.52 12.82 366.758 164.910

H4-H3 3.16 0.23 0.75 2.366 0.000 11.209 28.52 16.21 319.647 181.716

H3-G3 5.30 0.23 0.75 3.975 0.000 18.830 25.87 17.79 487.048 334.992

G3-F3 5.69 0.23 0.75 4.264 0.000 20.198 20.37 17.79 411.499 359.286

F4-E4 4.53 0.23 2.88 13.046 0.000 61.803 15.25 14.63 942.502 904.431

E4-C4 2.79 0.23 2.88 8.035 0.000 38.064 11.61 14.63 441.737 557.034

C4-C2 3.92 0.23 2.88 11.275 0.000 53.413 10.21 16.59 545.345 886.173

C2-E2 2.79 0.23 2.88 8.035 0.000 38.064 11.61 18.55 441.737 706.018

E2-C4 1.58 0.23 2.88 4.550 0.000 21.556 13.00 17.76 280.230 382.837

C2-B2 5.55 0.23 0.75 4.163 0.000 19.719 7.46 18.62 147.140 367.180

B2-A2 4.66 0.23 0.75 3.495 0.000 16.557 2.33 18.55 38.577 307.090

Sum 1918.973 26797.500 18911.459

Center of

Mass X= 13.9645 m

Y= 9.8550 m


46

Center of Mass for Shear Walls (Ground Floor)

Wall ID Length Width Height Load x y W*x W*y

Vertical Wall 1 1.90 0.23 3.18 34.596 13.00 15.80 449.743 546.749

Vertical Wall 2 1.97 0.23 3.18 35.965 15.20 15.77 546.557 567.057

Vertical Wall 3 1.77 0.23 3.18 32.314 17.40 15.87 562.094 512.719

Horizontal Wall 4.63 0.23 3.18 84.435 15.20 16.87 1283.246 1424.083

Sum 187.3091 2841.640 3050.609


Y= 16.286 m

Center of Mass for Shear Walls (Typical Floor)


Vertical Wall 1 1.895 0.23 3.175 34.59559 13 15.804 449.7427 546.7488

Vertical Wall 2 1.97 0.23 3.175 35.96481 15.197 15.767 546.5573 567.0572

Vertical Wall 3 1.77 0.23 3.175 32.31356 17.395 15.867 562.0944 512.7193

Horizontal Wall 4.625 0.23 3.175 84.43516 15.198 16.866 1283.246 1424.083

Sum 187.3091 2841.64 3050.609


Y= 16.28649 m

Center of Mass for Shear Walls (Roof)


Vertical Wall 1 1.895 0.230 4.763 51.893 13.000 15.804 674.614 820.123

Vertical Wall 2 1.970 0.230 4.763 53.947 15.197 15.767 819.836 850.586

Vertical Wall 3 1.770 0.230 4.763 48.470 17.395 15.867 843.142 769.079

Horizontal Wall 4.625 0.230 4.763 126.653 15.198 16.866 1924.868 2136.125

Sum 280.964 4262.460 4575.913


Y= 16.28649 m


47

6 Center of Mass of Column

GROUND FLOOR

Column ID Width Depth Length Load x y W*x W*y

A2 0.40 0.40 3.30 13.200 0.00 18.55 0.000 244.860

A4 0.40 0.40 3.30 13.200 0.00 14.63 0.000 193.156

A5 0.40 0.40 3.30 13.200 0.00 11.01 0.000 145.345

A6 0.40 0.40 3.30 13.200 0.00 7.77 0.000 102.511

A8 0.40 0.40 3.30 13.200 0.00 2.22 0.000 29.357

A9 0.30 0.30 3.30 7.425 0.00 0.00 0.000 0.000

B2 0.40 0.40 3.30 13.200 4.66 18.55 61.512 244.820

B5 0.60 0.60 3.30 29.700 4.66 11.01 138.402 327.027

B6 0.50 0.50 3.30 20.625 4.66 7.77 96.113 160.174

B8 0.60 0.60 3.30 29.700 4.66 2.23 138.402 66.083

B9 0.30 0.30 3.30 7.425 4.66 0.00 34.601 0.000

C2 0.40 0.40 3.30 13.200 10.21 18.55 134.772 244.820

C4 0.50 0.50 3.30 20.625 10.21 14.63 210.581 301.806

C5 0.50 0.50 3.30 20.625 10.21 11.01 210.581 227.102

C6 0.50 0.50 3.30 20.625 10.21 7.77 210.581 160.174

E2 0.40 0.40 3.30 13.200 13.00 18.55 171.600 244.820

E4 0.40 0.40 3.30 13.200 13.00 14.63 171.600 193.156

E8 0.40 0.40 3.30 13.200 12.51 2.22 165.132 29.357

E9 0.30 0.30 3.30 7.425 12.51 0.00 92.887 0.000

F2'' 0.40 0.40 3.30 13.200 17.53 17.79 231.396 234.802

F4 0.30 0.30 3.30 7.425 17.53 14.63 130.160 108.650

F5 0.50 0.50 3.30 20.625 17.53 11.01 361.556 227.102

F6 0.50 0.50 3.30 20.625 17.53 7.77 361.556 160.174

F8 0.40 0.40 3.30 13.200 17.53 2.22 231.396 29.344

G2'' 0.40 0.40 3.30 13.200 23.22 17.79 306.464 234.802

G4 0.50 0.50 3.30 20.625 23.22 14.63 478.851 301.806

G5 0.50 0.50 3.30 20.625 23.22 11.01 478.851 227.102

G6 0.50 0.50 3.30 20.625 23.22 7.77 478.851 160.174

G8 0.40 0.40 3.30 13.200 23.22 2.23 306.464 29.370

H2'' 0.40 0.40 3.30 13.200 28.52 17.79 376.424 234.815

H4 0.50 0.50 3.30 20.625 28.52 14.63 588.163 301.806

H5 0.50 0.50 3.30 20.625 28.52 11.01 588.163 227.102

H6 0.50 0.50 3.30 20.625 28.52 7.77 588.163 160.174

H8 0.40 0.40 3.30 13.200 28.52 2.23 376.424 29.370

Sum 547.800 7719.647 5581.156


Y= 10.188 m


48

TYPICAL FLOOR

Column ID Width Depth Length x y Load W*x W*y

A2 0.4 0.4 3.3 0 18.55 13.2 0 244.86

A4 0.4 0.4 3.3 0 14.633 13.2 0 193.1556

A5 0.4 0.4 3.3 0 11.011 13.2 0 145.3452

A6 0.4 0.4 3.3 0 7.766 13.2 0 102.5112

A8 0.4 0.4 3.3 0 2.224 13.2 0 29.3568

A9 0.3 0.3 3.3 0 0 7.425 0 0

B2 0.4 0.4 3.3 4.66 18.547 13.2 61.512 244.8204

B5 0.6 0.6 3.3 4.66 11.011 29.7 138.402 327.0267

B6 0.5 0.5 3.3 4.66 7.766 20.625 96.1125 160.1738

B8 0.6 0.6 3.3 4.66 2.225 29.7 138.402 66.0825

B9 0.3 0.3 3.3 4.66 0 7.425 34.6005 0

C2 0.4 0.4 3.3 10.21 18.547 13.2 134.772 244.8204

C4 0.5 0.5 3.3 10.21 14.633 20.625 210.5813 301.8056

C5 0.5 0.5 3.3 10.21 11.011 20.625 210.5813 227.1019

C6 0.5 0.5 3.3 10.21 7.766 20.625 210.5813 160.1738

E2 0.4 0.4 3.3 13 18.547 13.2 171.6 244.8204

E4 0.4 0.4 3.3 13 14.633 13.2 171.6 193.1556

E8 0.4 0.4 3.3 12.51 2.224 13.2 165.132 29.3568

E9 0.3 0.3 3.3 12.51 0 7.425 92.88675 0

F2'' 0.4 0.4 3.3 17.53 17.788 13.2 231.396 234.8016

F4 0.3 0.3 3.3 17.53 14.633 7.425 130.1603 108.65

F5 0.5 0.5 3.3 17.53 11.011 20.625 361.5563 227.1019

F6 0.5 0.5 3.3 17.53 7.766 20.625 361.5563 160.1738

F8 0.4 0.4 3.3 17.53 2.223 13.2 231.396 29.3436

G2'' 0.4 0.4 3.3 23.217 17.788 13.2 306.4644 234.8016

G4 0.5 0.5 3.3 23.217 14.633 20.625 478.8506 301.8056

G5 0.5 0.5 3.3 23.217 11.011 20.625 478.8506 227.1019

G6 0.5 0.5 3.3 23.217 7.766 20.625 478.8506 160.1738

G8 0.4 0.4 3.3 23.217 2.225 13.2 306.4644 29.37

H2'' 0.4 0.4 3.3 28.517 17.789 13.2 376.4244 234.8148

H4 0.5 0.5 3.3 28.517 14.633 20.625 588.1631 301.8056

H5 0.5 0.5 3.3 28.517 11.011 20.625 588.1631 227.1019

H6 0.5 0.5 3.3 28.517 7.766 20.625 588.1631 160.1738

H8 0.4 0.4 3.3 28.517 2.225 13.2 376.4244 29.37

Sum 547.8 7719.647 5581.156


Y= 10.18831 m


49

ROOF

Column ID Width Depth Height Load x y W*x W*y

A2 0.4 0.4 1.65 6.600 0.000 18.550 0.000 122.430

A4 0.4 0.4 1.65 6.600 0.000 14.633 0.000 96.578

A5 0.4 0.4 1.65 6.600 0.000 11.011 0.000 72.673

A6 0.4 0.4 1.65 6.600 0.000 7.766 0.000 51.256

A8 0.4 0.4 1.65 6.600 0.000 2.224 0.000 14.678

A9 0.3 0.3 1.65 3.713 0.000 0.000 0.000 0.000

B2 0.4 0.4 1.65 6.600 4.660 18.547 30.756 122.410

B5 0.6 0.6 1.65 14.850 4.660 11.011 69.201 163.513

B6 0.5 0.5 1.65 10.313 4.660 7.766 48.056 80.087

B8 0.6 0.6 1.65 14.850 4.660 2.225 69.201 33.041

B9 0.3 0.3 1.65 3.713 4.660 0.000 17.300 0.000

C2 0.4 0.4 4.95 19.800 10.210 18.547 202.158 367.231

C4 0.5 0.5 4.95 30.938 10.210 14.633 315.872 452.708

C5 0.5 0.5 1.65 10.313 10.210 11.011 105.291 113.551

C6 0.5 0.5 1.65 10.313 10.210 7.766 105.291 80.087

E2 0.4 0.4 4.95 19.800 13.000 18.547 257.400 367.231

E4 0.4 0.4 4.95 19.800 13.000 14.633 257.400 289.733

E8 0.4 0.4 1.65 6.600 12.510 2.224 82.566 14.678

E9 0.3 0.3 1.65 3.713 12.510 0.000 46.443 0.000

F2'' 0.4 0.4 1.65 6.600 17.530 17.788 115.698 117.401

F4 0.3 0.3 1.65 3.713 17.530 14.633 65.080 54.325

F5 0.5 0.5 1.65 10.313 17.530 11.011 180.778 113.551

F6 0.5 0.5 1.65 10.313 17.530 7.766 180.778 80.087

F8 0.4 0.4 1.65 6.600 17.530 2.223 115.698 14.672

G2'' 0.4 0.4 1.65 6.600 23.217 17.788 153.232 117.401

G4 0.5 0.5 1.65 10.313 23.217 14.633 239.425 150.903

G5 0.5 0.5 1.65 10.313 23.217 11.011 239.425 113.551

G6 0.5 0.5 1.65 10.313 23.217 7.766 239.425 80.087

G8 0.4 0.4 1.65 6.600 23.217 2.225 153.232 14.685

H2'' 0.4 0.4 1.65 6.600 28.517 17.789 188.212 117.407

H4 0.5 0.5 1.65 10.313 28.517 14.633 294.082 150.903

H5 0.5 0.5 1.65 10.313 28.517 11.011 294.082 113.551

H6 0.5 0.5 1.65 10.313 28.517 7.766 294.082 80.087

H8 0.4 0.4 1.65 6.600 28.517 2.225 188.212 14.685

Sum 334.125 4548.377 3775.180


Y= 11.29871 m


50

5.7 Calculation of Center of Mass of the different floors of the Building:

Center of mass of Ground Floor

Member Load x y W*x W*y

Slab 2686.897 14.13 9.43 37962.278 25329.860

Wall 568.913 19.02 9.07 10821.007 5157.218

Beam 1360.553 13.56 9.87 18448.930 13422.999

Column 547.800 14.09 10.19 7719.647 5581.156

Shear

Wall 187.309 15.17 16.29 2841.640 3050.609

Sum 5351.472 77793.502 52541.843


Y= 9.818 m

Center of mass of Typical Floor


Slab 2671.640 13.973 9.501 37331.559 25383.218

Wall 2720.132 14.157 8.987 38509.578 24446.915

Beam 1360.553 13.560 9.866 18448.930 13422.999

Column 547.800 14.092 10.188 7719.647 5581.156

Shear

Wall 187.309 15.171 16.286 2841.640 3050.609

Sum 7487.434 104851.354 71884.896


Y= 9.601 m

Center of Mass of Roof


Slab 2415.842 13.668 9.258 33020.049 22366.416

Wall 1918.973 13.964 9.855 26797.500 18911.459

Beam 1360.553 13.560 9.866 18448.930 13422.999

Column 334.125 13.613 11.299 4548.377 3775.180

Shear

Wall 280.964 15.171 16.286 4262.460 4575.913

Sum 6310.456 87077.315 63051.967


Y= 9.992 m


51

5.8 Calculation of center of floor stiffness of the building:

Center of Rigidity of Ground Floor

Column

ID Width Depth Length x y

M.o.I.

(Ixx)

M.o.I

(Iyy)

Stiffness

kxx

Stiffness

kyy kxx*y kyy*x

A2 0.40 0.40 3.30 0.00 18.55 0.00213 0.00213 15928.32 15928.32 295470.3 0

A4 0.40 0.40 3.30 0.00 14.63 0.00213 0.00213 15928.32 15928.32 233079.1 0

A5 0.40 0.40 3.30 0.00 11.01 0.00213 0.00213 15928.32 15928.32 175386.7 0

A6 0.40 0.40 3.30 0.00 7.77 0.00213 0.00213 15928.32 15928.32 123699.3 0

A8 0.40 0.40 3.30 0.00 2.22 0.00213 0.00213 15928.32 15928.32 35424.58 0

A9 0.30 0.30 3.30 0.00 0.00 0.00068 0.00068 5039.82 5039.82 0 0

B2 0.40 0.40 3.30 4.66 18.55 0.00213 0.00213 15928.32 15928.32 295422.5 74225.97

B5 0.60 0.60 3.30 4.66 11.01 0.01080 0.01080 80637.11 80637.11 887895.3 375769

B6 0.50 0.50 3.30 4.66 7.77 0.00521 0.00521 38887.5 38887.5 302000.3 181215.7

B8 0.60 0.60 3.30 4.66 2.23 0.01080 0.01080 80637.11 80637.11 179417.6 375769

B9 0.30 0.30 3.30 4.66 0.00 0.00068 0.00068 5039.82 5039.82 0 23485.56

C2 0.40 0.40 3.30 10.21 18.55 0.00213 0.00213 15928.32 15928.32 295422.5 162628.1

C4 0.50 0.50 3.30 10.21 14.63 0.00521 0.00521 38887.5 38887.5 569040.8 397041.4

C5 0.50 0.50 3.30 10.21 11.01 0.00521 0.00521 38887.5 38887.5 428190.2 397041.4

C6 0.50 0.50 3.30 10.21 7.77 0.00521 0.00521 38887.5 38887.5 302000.3 397041.4

E2 0.40 0.40 3.30 13.00 18.55 0.00213 0.00213 15928.32 15928.32 295422.5 207068.1

E4 0.40 0.40 3.30 13.00 14.63 0.00213 0.00213 15928.32 15928.32 233079.1 207068.1

E8 0.40 0.40 3.30 12.51 2.22 0.00213 0.00213 15928.32 15928.32 35424.58 199263.3

E9 0.30 0.30 3.30 12.51 0.00 0.00068 0.00068 5039.82 5039.82 0 63048.14

F2'' 0.40 0.40 3.30 17.53 17.79 0.00213 0.00213 15928.32 15928.32 283332.9 279223.4

F4 0.30 0.30 3.30 17.53 14.63 0.00068 0.00068 5039.82 5039.82 73747.68 88348.04

F5 0.50 0.50 3.30 17.53 11.01 0.00521 0.00521 38887.5 38887.5 428190.2 681697.8

F6 0.50 0.50 3.30 17.53 7.77 0.00521 0.00521 38887.5 38887.5 302000.3 681697.8

F8 0.40 0.40 3.30 17.53 2.22 0.00213 0.00213 15928.32 15928.32 35408.65 279223.4

G2'' 0.40 0.40 3.30 23.22 17.79 0.00213 0.00213 15928.32 15928.32 283332.9 369807.8

G4 0.50 0.50 3.30 23.22 14.63 0.00521 0.00521 38887.5 38887.5 569040.8 902851


52

G5 0.50 0.50 3.30 23.22 11.01 0.00521 0.00521 38887.5 38887.5 428190.2 902851

G6 0.50 0.50 3.30 23.22 7.77 0.00521 0.00521 38887.5 38887.5 302000.3 902851

G8 0.40 0.40 3.30 23.22 2.23 0.00213 0.00213 15928.32 15928.32 35440.51 369807.8

H2'' 0.40 0.40 3.30 28.52 17.79 0.00213 0.00213 15928.32 15928.32 283348.9 454227.9

H4 0.50 0.50 3.30 28.52 14.63 0.00521 0.00521 38887.5 38887.5 569040.8 1108955

H5 0.50 0.50 3.30 28.52 11.01 0.00521 0.00521 38887.5 38887.5 428190.2 1108955

H6 0.50 0.50 3.30 28.52 7.77 0.00521 0.00521 38887.5 38887.5 302000.3 1108955

H8 0.40 0.40 3.30 28.52 2.23 0.00213 0.00213 15928.32 15928.32 35440.51 454227.9

vertical 1 0.23 1.90 3.30 13.00 15.80 0.13043 0.00192 973835.2 14345.73 15390491 186494.5

vertical 2 0.23 1.97 3.30 15.20 15.77 0.14654 0.00200 1094099 14913.5 17250654 226640.5

vertical 3 0.23 1.77 3.30 17.40 15.87 0.10628 0.00179 793556.1 13399.44 12591354 233083.3

horizontal 4.63 0.23 3.30 15.20 16.87 0.00469 1.89619 35012.67 14157710 590523.7 2.15E+08

Sum

Center of Rigidity of Ground Floor X= 15.19800 m

Y= 14.44111 m


53

Center of Rigidity of Typical Floor

Member Width Depth Length X y M.o.I.(Ixx) M.o.I.(Iyy)

Stiffness

(kxx)

Stiffness

(kyy) kxx*y kyy*x

A2 0.4 0.4 3.3 0.00 18.55 0.00213 0.00213 15928.32 15928.32 295470.32 0.00

A4 0.4 0.4 3.3 0.00 14.63 0.00213 0.00213 15928.32 15928.32 233079.09 0.00

A5 0.4 0.4 3.3 0.00 11.01 0.00213 0.00213 15928.32 15928.32 175386.72 0.00

A6 0.4 0.4 3.3 0.00 7.77 0.00213 0.00213 15928.32 15928.32 123699.33 0.00

A8 0.4 0.4 3.3 0.00 2.22 0.00213 0.00213 15928.32 15928.32 35424.58 0.00

A9 0.3 0.3 3.3 0.00 0.00 0.00068 0.00068 5039.82 5039.82 0.00 0.00

B2 0.4 0.4 3.3 4.66 18.55 0.00213 0.00213 15928.32 15928.32 295422.53 74225.97

B5 0.6 0.6 3.3 4.66 11.01 0.01080 0.01080 80637.11 80637.11 887895.27 375768.96

B6 0.5 0.5 3.3 4.66 7.77 0.00521 0.00521 38887.50 38887.50 302000.31 181215.74

B8 0.6 0.6 3.3 4.66 2.23 0.01080 0.01080 80637.11 80637.11 179417.58 375768.96

B9 0.3 0.3 3.3 4.66 0.00 0.00068 0.00068 5039.82 5039.82 0.00 23485.56

C2 0.4 0.4 3.3 10.21 18.55 0.00213 0.00213 15928.32 15928.32 295422.53 162628.14

C4 0.5 0.5 3.3 10.21 14.63 0.00521 0.00521 38887.50 38887.50 569040.75 397041.35

C5 0.5 0.5 3.3 10.21 11.01 0.00521 0.00521 38887.50 38887.50 428190.24 397041.35

C6 0.5 0.5 3.3 10.21 7.77 0.00521 0.00521 38887.50 38887.50 302000.31 397041.35

E2 0.4 0.4 3.3 13.00 18.55 0.00213 0.00213 15928.32 15928.32 295422.53 207068.15

E4 0.4 0.4 3.3 13.00 14.63 0.00213 0.00213 15928.32 15928.32 233079.09 207068.15

E8 0.4 0.4 3.3 12.51 2.22 0.00213 0.00213 15928.32 15928.32 35424.58 199263.27

E9 0.3 0.3 3.3 12.51 0.00 0.00068 0.00068 5039.82 5039.82 0.00 63048.14

F2'' 0.4 0.4 3.3 17.53 17.79 0.00213 0.00213 15928.32 15928.32 283332.94 279223.43

F4 0.3 0.3 3.3 17.53 14.63 0.00068 0.00068 5039.82 5039.82 73747.68 88348.04

F5 0.5 0.5 3.3 17.53 11.01 0.00521 0.00521 38887.50 38887.50 428190.24 681697.83

F6 0.5 0.5 3.3 17.53 7.77 0.00521 0.00521 38887.50 38887.50 302000.31 681697.83

F8 0.4 0.4 3.3 17.53 2.22 0.00213 0.00213 15928.32 15928.32 35408.65 279223.43

G2'' 0.4 0.4 3.3 23.22 17.79 0.00213 0.00213 15928.32 15928.32 283332.94 369807.78

G4 0.5 0.5 3.3 23.22 14.63 0.00521 0.00521 38887.50 38887.50 569040.75 902851.03

G5 0.5 0.5 3.3 23.22 11.01 0.00521 0.00521 38887.50 38887.50 428190.24 902851.03

G6 0.5 0.5 3.3 23.22 7.77 0.00521 0.00521 38887.50 38887.50 302000.31 902851.03


54

G8 0.4 0.4 3.3 23.22 2.23 0.00213 0.00213 15928.32 15928.32 35440.51 369807.78

H2'' 0.4 0.4 3.3 28.52 17.79 0.00213 0.00213 15928.32 15928.32 283348.87 454227.87

H4 0.5 0.5 3.3 28.52 14.63 0.00521 0.00521 38887.50 38887.50 569040.75 1108954.77

H5 0.5 0.5 3.3 28.52 11.01 0.00521 0.00521 38887.50 38887.50 428190.24 1108954.77

H6 0.5 0.5 3.3 28.52 7.77 0.00521 0.00521 38887.50 38887.50 302000.31 1108954.77

H8 0.4 0.4 3.3 28.52 2.23 0.00213 0.00213 15928.32 15928.32 35440.51 454227.87

Vertical

Wall 1 0.23 1.895 3.3 13.00 15.80 0.13043 0.00192 973835.2 14345.73 15390491 186494.51

Vertical

Wall 2 0.23 1.97 3.3 15.20 15.77 0.14654 0.00200 1094099 14913.5 17250654 226640.53

Vertical

Wall 3 0.23 1.77 3.3 17.40 15.87 0.10628 0.00179 793556.1 13399.44 12591354 233083.32

Horizontal

Wall 4.625 0.23 3.3 15.20 16.87 0.00469 1.89619 35012.67 14157710 590523.7 215168884

Sum 3799439 15103306 54868104 228569447

Center of Rigidity X= 14.441 m

Y= 15.134 m


55

Center of Rigidity of Roof

Member Width Depth Length x y Ixx Iyy kxx kyy kxx*y kyy*x

A2 0.40 0.40 3.30 0.00 18.55 0.00213 0.00213 15928.32 15928.32 295470.3 0

A4 0.40 0.40 3.30 0.00 14.63 0.00213 0.00213 15928.32 15928.32 233079.1 0

A5 0.40 0.40 3.30 0.00 11.01 0.00213 0.00213 15928.32 15928.32 175386.7 0

A6 0.40 0.40 3.30 0.00 7.77 0.00213 0.00213 15928.32 15928.32 123699.3 0

A8 0.40 0.40 3.30 0.00 2.22 0.00213 0.00213 15928.32 15928.32 35424.58 0

A9 0.30 0.30 3.30 0.00 0.00 0.00068 0.00068 5039.82 5039.82 0 0

B2 0.40 0.40 3.30 4.66 18.55 0.00213 0.00213 15928.32 15928.32 295422.5 74225.97

B5 0.60 0.60 3.30 4.66 11.01 0.01080 0.01080 80637.11 80637.11 887895.3 375769

B6 0.50 0.50 3.30 4.66 7.77 0.00521 0.00521 38887.5 38887.5 302000.3 181215.7

B8 0.60 0.60 3.30 4.66 2.23 0.01080 0.01080 80637.11 80637.11 179417.6 375769

B9 0.30 0.30 3.30 4.66 0.00 0.00068 0.00068 5039.82 5039.82 0 23485.56

C2 0.40 0.40 3.30 10.21 18.55 0.00213 0.00213 15928.32 15928.32 295422.5 162628.1

C4 0.50 0.50 3.30 10.21 14.63 0.00521 0.00521 38887.5 38887.5 569040.8 397041.4

C5 0.50 0.50 3.30 10.21 11.01 0.00521 0.00521 38887.5 38887.5 428190.2 397041.4

C6 0.50 0.50 3.30 10.21 7.77 0.00521 0.00521 38887.5 38887.5 302000.3 397041.4

E2 0.40 0.40 3.30 13.00 18.55 0.00213 0.00213 15928.32 15928.32 295422.5 207068.1

E4 0.40 0.40 3.30 13.00 14.63 0.00213 0.00213 15928.32 15928.32 233079.1 207068.1

E8 0.40 0.40 3.30 12.51 2.22 0.00213 0.00213 15928.32 15928.32 35424.58 199263.3

E9 0.30 0.30 3.30 12.51 0.00 0.00068 0.00068 5039.82 5039.82 0 63048.14

F2'' 0.40 0.40 3.30 17.53 17.79 0.00213 0.00213 15928.32 15928.32 283332.9 279223.4

F4 0.30 0.30 3.30 17.53 14.63 0.00068 0.00068 5039.82 5039.82 73747.68 88348.04

F5 0.50 0.50 3.30 17.53 11.01 0.00521 0.00521 38887.5 38887.5 428190.2 681697.8

F6 0.50 0.50 3.30 17.53 7.77 0.00521 0.00521 38887.5 38887.5 302000.3 681697.8

F8 0.40 0.40 3.30 17.53 2.22 0.00213 0.00213 15928.32 15928.32 35408.65 279223.4

G2'' 0.40 0.40 3.30 23.22 17.79 0.00213 0.00213 15928.32 15928.32 283332.9 369807.8

G4 0.50 0.50 3.30 23.22 14.63 0.00521 0.00521 38887.5 38887.5 569040.8 902851

G5 0.50 0.50 3.30 23.22 11.01 0.00521 0.00521 38887.5 38887.5 428190.2 902851

G6 0.50 0.50 3.30 23.22 7.77 0.00521 0.00521 38887.5 38887.5 302000.3 902851

G8 0.40 0.40 3.30 23.22 2.23 0.00213 0.00213 15928.32 15928.32 35440.51 369807.8

H2'' 0.40 0.40 3.30 28.52 17.79 0.00213 0.00213 15928.32 15928.32 283348.9 454227.9


56

H4 0.50 0.50 3.30 28.52 14.63 0.00521 0.00521 38887.5 38887.5 569040.8 1108955

H5 0.50 0.50 3.30 28.52 11.01 0.00521 0.00521 38887.5 38887.5 428190.2 1108955

H6 0.50 0.50 3.30 28.52 7.77 0.00521 0.00521 38887.5 38887.5 302000.3 1108955

H8 0.40 0.40 3.30 28.52 2.23 0.00213 0.00213 15928.32 15928.32 35440.51 454227.9

vertical 1 0.23 1.90 3.30 13.00 15.80 0.13043 0.00192 973835.2 14345.73 15390491 186494.5

vertical 2 0.23 1.97 3.30 15.20 15.77 0.14654 0.00200 1094099 14913.5 17250654 226640.5

vertical 3 0.23 1.77 3.30 17.40 15.87 0.10628 0.00179 793556.1 13399.44 12591354 233083.3

horizontal 4.63 0.23 3.30 15.20 16.87 0.00469 1.89619 35012.67 14157710 590523.7 2.15E+08

Sum

Center of Rigidity of Roof X= 15.13374 m

Y= 14.44111 m

5.9 Eccentricity of the floor of the Building

FLOOR CM CR diff (X) diff (Y)

X Y X Y

GROUND 14.537 9.818 15.19800 14.44111 0.661 4.6231

TYPICAL 14.004 9.601 14.441 15.134 0.437 5.533

ROOF TOP 13.799 9.992 15.13374 14.44111 1.33 4.4491

The eccentricity in y-direction is very high. During modeling and analysis in sap2000 we will attempt to reduce this

eccentricity as far as possible by changing the orientation and size of the columns.

EARTHQUAKE RESISTANT APARTMENT BUILDING STRUCTURAL ANALYSIS

57

STRUCTURAL ANALYSIS

6.1 ANALYSIS OF BUILDING

Earthquake resistant design of a structure is done in order to provide the structure with the

appropriate dynamic and structural characteristics so that the structure would response to an

acceptable level without failure during an earthquake. The design is aimed at achieving the

acceptable probability of the structure of performing well during its intended life period.

Designed with appropriate degree of safety, the structure should withstand all the loads and

deformation from its normal construction and during its use. They should possess adequate

durability and resistance to misuse and fire.

For the purpose of seismic analysis, we used the structure analysis program SAP2000. In

SAP2000, we modeled the structure as rigid floor diaphragm system. A floor diaphragm is

modeled as a rigid horizontal plane parallel to global X-Y plane so that all points of any floor

diaphragm cannot displace to each other in X-Y plane.

In SAP2000, we have done 3D analysis. Earthquake load is calculated as per seismic

coefficient design using code IS 1893:2002. The program automatically calculates the dead load,

wall load is applied as uniformly distributed load and live load on slab is applied as uniformly

distributed load to frame. The seismic load is applied at the center of mass.

6.2 BEAM AND COLUMN MEMBERS

BEAMS

There are two types of beams used in the structure:

i. Main beam: Initially beams of size 600*300 were used but it was found to be inadequate so

the size of beam was increased to 700*400 mm.

ii. Secondary beam: secondary beams of size 420*210 were initially used but were later

increased to 500*250.

.


58

COLUMNS

There are 34 numbers of columns in each floor of various sizes.

Materials used for construction and different loads applied are well defined to run

the program. Also, the load combinations are also entered for the program.

6.3 LOAD CASES AND COMBINATIONS

Altogether, four loads are considered here for structural analysis and they are:

i. Dead load (DL)

ii. Live load (LL)

iii. Earthquake load (EQx)

iv. Earthquake load (EQy)

Different load cases were made and combinations of different loads to obtain the most

critical element stress in structural course of analysis.

For beam elements, following load combinations were adopted:

i. 1.5DL (UDCON1)

ii. 1.5(DL + LL) (UDCON2)

iii. 1.2(DL + LL + EQx) (UDCON3)

iv. 1.2(DL + LL - EQx) (UDCON4)

v. 1.2(DL + LL + EQY) (UDCON5)

vi. 1.2(DL + LL - EQY) (UDCON6)

vii. 1.5(DL + EQx) (UDCON7)

viii. 1.5(DL - EQx) (UDCON8)

ix. 1.5(DL + EQY) (UDCON9)

x. 1.5(DL - EQY) (UDCON10)

xi. 0.9DL + 1.5EQX (UDCON11)

xii. 0.9DL - 1.5EQX (UDCON12)

xiii. 0.9DL + 1.5EQY (UDCON13)


59

xiv. 0.9DL - 1.5EQY (UDCON14)

The loads to be used to determine the size of foundation should be the service loads and not

to be factored loads. The loads to be used are:

i. Dead load + Live load

ii. Dead load + Earthquake load

iii. Dead load + Live load + Earthquake load

6.4 STOREY DRIFT

From the analysis in SAP2000, the following table was obtained:

STOREY U1

(m)

DRIFT (EQx)

(mm)

U2

(m)

DRIFT (EQy)

(mm)

7 0.002391 0.002798

6 0.00625 3.859 0.008011 5.213

5 0.010488 4.238 0.014164 6.153

4 0.014792 4.304 0.020547 6.383

3 0.018912 4.12 0.026692 6.145

2 0.022614 3.702 0.032176 5.484

1 0.025675 3.061 0.036712 4.536

The maximum displacement value of the master joint in both X and Y direction is limited

to 4.304 and 6.383 mm.

The value is within the limit as per IS code 1893(Part I):2002, Cl.11.1: i.e. 0.004 times the

storey height (13.2 mm). Hence, the building is within storey drift limitation.


60

6.5 TIME PERIOD (T)

The average time period we used for the base shear is 0.42 sec and 0.55 sec in X and Y

direction, calculated as per code IS 1893(Part I):2002. But as we perform dynamic analysis of

the structure the time period was found to be as follows:

Table: Modal Periods And Frequencies

Output Case Step Type

Step

Number

Period

(sec)

Frequency

(cyc/sec)

Circular

Frequency

(rad/sec)

Eigen

Value

(rad2/sec

2)

Modal Mode

1 0.68469 1.4605 9.1767 84.211

2 0.643054 1.5551 9.7709 95.47

3 0.482616 2.072 13.019 169.49

4 0.220297 4.5393 28.521 813.47

5 0.197642 5.0597 31.791 1010.7

6 0.144988 6.8971 43.336 1878

7 0.126096 7.9305 49.829 2482.9

8 0.103645 9.6483 60.622 3675

9 0.094042 10.634 66.812 4463.9

10 0.088113 11.349 71.308 5084.9

11 0.085536 11.691 73.456 5395.8

12 0.082536 12.116 76.126 5795.2

For the more precise results, we can adopt the new time for the base shear -recalculation

and this will give a new base shear.


61

6.6 SAMPLE OUTPUT FOR COLUMN (FROM SAP2000)

Table: Element Forces - Frames

Frame

Station

(m)

Output Case

P

(KN)

V2

(KN)

V3

(KN)

M2

(KN-m)

M3

(KN-m)

1053 0

UDCON1 -869.71 -11.015 3.631 -0.1686 -11.6937

UDCON2 -1157.171 -15.163 5.107 0.0825 -15.9422

UDCON3 -2956.343 114.013 5.305 16.7108 233.301

UDCON4 1104.869 -138.274 2.865 -16.5788 -258.8086

UDCON5 2188.507 -26.02 116.604 279.6603 -25.2272

UDCON6 -4039.981 1.759 -108.433 -279.5282 -0.2804

UDCON7 -3407.967 146.665 5.156 20.6374 295.8748

UDCON8 1668.548 -168.695 2.106 -20.9745 -319.2622

UDCON9 3023.096 -28.377 144.279 349.3242 -27.2855

UDCON10 -4762.515 6.347 -137.017 -349.6614 3.898

UDCON11 -3060.083 151.071 3.703 20.7048 300.5523

UDCON12 2016.431 -164.289 0.653 -20.9071 -314.5847

UDCON13 3370.98 -23.971 142.827 349.3917 -22.608

UDCON14 -4414.631 10.753 -138.47 -349.5939 8.5755

Envelope udcon 3370.98 151.071 144.279 349.3917 300.5523

Envelope udcon -4762.515 -168.695 -138.47 -349.6614 -319.2622


62

6.7 SAMPLE OUTPUT FOR BEAM (FROM SAP 2000)

Table: Element Forces – Frames (G6-H6) (FOR FRAME 137)

Station

(m)

Output Case

P

(KN)

V2

(KN)

V3

(KN)

M2

(KN-m)

0 UDCON1 33.592 -87.65 0.059 -70.3626

2.65 UDCON1 33.592 1.779 0.059 43.417

5.3 UDCON1 33.592 91.208 0.059 -79.791

0 UDCON2 41.601 -103.805 0.071 -81.8213

2.65 UDCON2 41.601 5.108 0.071 56.7001

5.3 UDCON2 41.601 114.022 0.071 -108.8961

0 UDCON3 -112.813 21.46 0.413 194.4337

2.65 UDCON3 -112.813 108.591 0.413 28.3158

5.3 UDCON3 -112.813 195.721 0.413 -381.0962

0 UDCON4 179.375 -187.548 -0.3 -325.3478

2.65 UDCON4 179.375 -100.417 -0.3 62.4044

5.3 UDCON4 179.375 -13.287 -0.3 206.8625

0 UDCON5 40.7 -87.313 0.134 -75.9053

2.65 UDCON5 40.7 -0.183 0.134 46.2256

5.3 UDCON5 40.7 86.948 0.134 -74.9376

0 UDCON6 25.862 -78.774 -0.021 -55.0088


63

2.65 UDCON6 25.862 8.356 -0.021 44.4946

5.3 UDCON6 25.862 95.487 -0.021 -99.2962

0 UDCON7 -149.026 42.979 0.505 254.5008

2.65 UDCON7 -149.026 132.409 0.505 22.1116

5.3 UDCON7 -149.026 221.838 0.505 -447.2652

0 UDCON8 216.21 -218.28 -0.387 -395.226

2.65 UDCON8 216.21 -128.851 -0.387 64.7224

5.3 UDCON8 216.21 -39.421 -0.387 287.6831

0 UDCON9 42.866 -92.987 0.155 -83.4228

2.65 UDCON9 42.866 -3.558 0.155 44.4989

5.3 UDCON9 42.866 85.872 0.155 -64.5669

0 UDCON10 24.318 -82.314 -0.038 -57.3023

2.65 UDCON10 24.318 7.116 -0.038 42.3351

5.3 UDCON10 24.318 96.545 -0.038 -95.0151

0 UDCON11 -162.462 78.04 0.481 282.6459

2.65 UDCON11 -162.462 131.697 0.481 4.7448

5.3 UDCON11 -162.462 185.355 0.481 -415.3488

0 UDCON12 202.773 -183.22 -0.411 -367.0809

2.65 UDCON12 202.773 -129.562 -0.411 47.3556

5.3 UDCON12 202.773 -75.905 -0.411 319.5996


64

0 UDCON13 29.429 -57.927 0.132 -55.2778

2.65 UDCON13 29.429 -4.269 0.132 27.1321

5.3 UDCON13 29.429 49.388 0.132 -32.6505

0 UDCON14 10.882 -47.254 -0.061 -29.1573

2.65 UDCON14 10.882 6.404 -0.061 24.9683

5.3 UDCON14 10.882 60.062 -0.061 -63.0987

0 Envelope UDCON 216.21 78.04 0.505 282.6459

2.65 Envelope UDCON 216.21 132.409 0.505 64.7224

5.3 Envelope UDCON 216.21 221.838 0.505 319.5996

0 Envelope UDCON -162.462 -218.28 -0.411 -395.226

2.65 Envelope UDCON -162.462 -129.562 -0.411 4.7448

5.3 Envelope UDCON -162.462 -75.905 -0.411 -447.2652


65


66


67


68


69


70

FIG: SAMPLE MOMENT DIAGRAM

EARTHQUAKE RESISTANT BUILDING DESIGN OF SLABS

71

7.1 DESIGN OF SLABS

7.1.1 INTRODUCTION

Slab is rigid plate which acts as roof or floor during the construction of building in which

all the points are equally displaced when the load is applied on a point on a slab. Slab is a

flexural element and there are mainly two types of slab based on the ratio of longer to shorter

span of room. They are as follows:

i. One way slab: It is the slab with the ratio of longer to shorter span greater than 2 and the

value of its coefficient can be used from Table 26.b (IS 456:2000).

ii. Two way slab: It is the slab with the ratio of longer to shorter span less than or equal to 2

and the value of its coefficient can be used from Table 26.a (IS 456:2000).

The span moment per unit width (which are considered as positive in sign) and the

negative moments at continuous edge for these slabs are calculated from the equation:

Mx=αxwlx2

from span lx

My=αywlx2 from span ly

Spacing of bars on slab:

i. Maximum spacing in main bar:

a) 3 times the effective depth

b) 300 mm, ; whichever is less

ii. Maximum spacing in distribution bars IS 456 Cl. 26.3.3

a) 5 times the effective depth

b) 450 mm, ; whichever is less


72

Reinforcement requirement in slab:

i. Maximum reinforcement:

Ast max =4% of area of slab

ii. Minimum reinforcement:

Ast min =0.12% of area of slab

7.1.2 DESIGN (SLAB ID S27: Interior Panel)

We have,

Lx=3.62 m and Ly=7.32 m

Overall depth (D) = 180 mm

Dia. Bar used (ɸ) = 10 mm

Clear cover = 20 mm ∴ Effective depth (d) = 180-20-10/2 = 155 mm

Since, Ly/Lx = 7.32/3.62 = 2.02 > 2 (Design as one way slab)

Design Loads

Self-weight of slab= 0.18* 25 = 4.5 KN/m2

Plaster = 0.255 KN/m2

Others = 0.367 KN/m2 ∴ Total Load = 4.5 + 0.255+ 0.367 = 5.122 KN/m

2

And, Live load = 3 KN/m2 ∴ Total Factored load = 1.5 *(DL + LL) = 1.5 *(5.122 + 3)

= 12.183KN/m2

Considering unit length of slab, wu = 12.183KN/m

Moment, Mmax = �� =

. � ∗ .�� = 19.95 KN


73

Check for depth from moment consideration

We know, IS 456:2000 Annex G.1.1

Mu= 0.138fckbd2

or, 19.95 * 106 = 0.138*25*1000*d

2 ∴ d= 76.04 mm < 155 mm OK!

Calculation of Area of Reinforcement

Ast,min = 0.12% of bD = 0.12/100 * 1000 * 180 = 216 mm2 IS 456: Cl 26.5.2.1

Also,

Mu = 0.87 * fy* Ast × d (1- Ast*fy/bd*fck) IS 456:2000 Annex G.1.1

or, 19.95*106=.87*415*Ast*155(1-Ast*415/1000*155*25) ∴ Ast = 371.44 mm

2 > 216 mm

2

Provide 10 mm Φ bars (Abar = 78.54 mm2)

Spacing of bars,

Sv = �� * 1000

= 211.45 mm < 300mm ∴ Provide 10 mm Φ bars @ 200 mm c/c spacing.

Actual Ast, provided = Abar/Sv* 1000

= 392.7 mm2 ∴ Pt = 0.253%

Provide minimum reinforcement as distribution bars.

Check for Shear

Maximum Shear Force:

V = wl/2 = 12.183*3.62/2 = 22.05 kN

Nominal Shear Stress:


74

bd

Vv =

. ∗∗ = 0.1422 N/mm2

Shear strength for M25 concrete for 0.253% steel,

Shear strength in slab:

kcc '

IS 456: Clause 40.2 Table 19

Ʈc = 0.36 N/mm2

(by interpolating)

k = 1.24 for D=180 mm ∴ 2' /44.03.1*3384.0 mmNc

Hence,

0.1422 < 0.44 OK

Check for Deflection

fs=0.58fy (area of steel required / area of steel provided)

fs=0.58*415( 371.44 / 392.7) = 227.669 N/mm2

%253.0100155*1000

7.392100 xx

bd

Ap st

t

Here, 75.1

mmmmspan

dreq 15594.8975.1*1*23

1000*62.3

OK

Check for Development Length

M1 at support

Moment of resistance offered by 10 mm ɸ bars

155*1000*25

2

7.392*415

1*155*2

7.392*415*87.0 = 8.68 * 10

6 Nmm

dbf

Af

dA

fMck

sty

styx

**

2*

1**2

**87.0,1


75

Development Length of Bar:

bd

sDL

*4

* IS 456: Cl 26.2.1

6.1*4.1*4

415*87.0*10DL

∴ mmLD 95.402

Lo = 12ɸ or d, whichever is greater. ie, 120mm or 155mm

Hence, Lo = 155 mm.

oD LV

MxL 13.1 IS 456: Cl 26.2.3.3

or, 15510*05.22

1068.8*3.195.402

3

6

x

Hence, 402.95 ≤ 666.74 mm OK

Torsion reinforcement

Since this is interior panel, no need of torsion reinforcement. IS 456: Annex D, Cl D.1.10


76

7.1.3 DESIGN (SLAB ID S33: Exterior Panel: One Edge Continuous)

We have,




Length of Slab = 1.64 m

Design load

Dead load:

Self-weight= 4.5 KN/m2

Ceiling Plaster = 0.255 KN/m2

Screed = 0.367 KN/m2

∴ Total dead load= 5.122KN/m2

Live load = 3KN/m2

∴ Total design load= 8.122KN/m2

Factored load (Wu)= 1.5*8.1225 KN/m2 = 12.183KN/m

2

∴ (Wu)= 12.183KN/m (Considering 1m width of slab)

Bending moment

KNmlW

M u 38.162

64.1*183.12

2

* 22

Check for depth

2***138.0 dbfM ck

mmbf

Md

ck

91.681000*25*138.0

10*38.16

**138.0

6

OK


77

Calculation of Area of Steel

dbf

AfdAfM

ck

sty

sty**

*1****87.0

or, 16.38*106=0.87*415*Ast*155*[1-

∗�∗ ∗ ]

On solving, we get Ast = 302.49 mm2

Check for minimum Area of Steel:

Ast, min = 216 mm2< 690.791 mm

2 OK

Main Reinforcement:

Use 10mm ɸ bars, Area of each bar = 78.54 mm2

Spacing of bars = ccmmx /,64.25954.7849.302

1000

Provide 10 mm ɸ bar @ 250 mm c/c with an area of Ast, provided = 314.16 mm2

Distribution Reinforcement:

Provide 0.12% of gross concrete area

Ast, = 0.12% of bD = 0.12*1000*180/100 = 216 mm2

Use 8mm ɸ bars, area of each bar = 50.26 mm2

Spacing of bars = ccmmx /,685.23226.50216

1000

Provide 8 mm ɸ bar @ 230 mm c/c with the steel area of Ast,provided = 218.522 mm2

Check for Deflection

fs=0.58fy(area of steel required / area of steel provided)

fs=0.58*415( 216 / 218.522) = 237.922 N/mm2

%141.0100155*1000

522.218100 xx

bd

Ap st

t

8.1


78

mmmmspan

dreq 15516.1308.1*1*7

1000*64.1

Check for shear

For the cantilever slab, shear is critical at the distance‘d’ from the support.

KNdl

WV uu 1.8155.02

64.1483.12

2

Nominal shear stress:

2/050.0155*1000

1000*1.8mmN

bd

Vv

Percentage of tensile stress= %141.0155*1000

522.218100100 x

bd

Ax st


2/29.0 mmNc

Shear strength in slab, kcc '

For D = 180 mm, k=1.24

2' /36.024.1*29.0 mmNc

2' /050.036.0. mmNeivc

Hence, safe.


M1 at support

Moment of resistance offered by 8 mm ɸ bars @ 230 mm c/c.

dbf

AfdAfM

ck

sty

styx**

*1****87.0,1

155*1000*25

52.218*4151*155*52.218*415*87.0

= 11.94*106

N-mm.


79

Development length of bar:

bd

sD

fL

*4

*

6.1*4.1*4

415*87.0*8DL

∴ mmLD 366.322


Lo = 155 mm.

oD LV

MxL 13.1

155101.8

1094.113.1366.322

3

6

x

xx

376.09 ≤ 2071.29 mm OK

Hence, it is safe in development length.


80

7.1.4 DESIGN (SLAB ID S3)

We have,

Lx=4.66 m and Ly=3.245 m




Since, Ly/Lx = 4.66/3.245 = 1.44 < 2 (Design as two way slab)

Design Loads

Self-weight of slab= 0.18* 25 = 4.5 KN/m2

Plaster = 0.255 KN/m2

Others = 0.367 KN/m2 ∴ Total Load = 4.5 + 0.255+ 0.367 = 5.122 KN/m

2

And, Live load = 2 KN/m2 ∴ Total Factored load = 1.5 *(DL + LL) = 1.5 *(5.122 + 2)

= 10.683KN/m2

Considering unit length of slab, wu = 10.683KN/m

Bending Moment

Bending moment coefficient:

αx- = 0.056 αy- = 0.037

αx+ = 0.425 αy+ = 0.028


81

We have,

2

xuxx lWM

2

xuyy lWM

Therefore,

Mux,(Continuous support) = -0.056*10.683*3.2452

= -6.3 KNm

Mux,(middle) = 0.425*10.683*3.2452 = 4.78 KNm

Mux,(Continuous support) = -0.056*10.683*3.2452

= -6.3KNm

Muy,(Discontinuous support) = 0

Muy,(Middle) = 0.028*10.683*3.2452 = 3.15 KNm

Muy,(Continuous support) = -0.037*10.683*3.2452 = -4.16 KNm

Check for effective depth for Maximum bending moment

Mmax = M1 = M3=0.138*fck*b*d2

or, 6.3*106= 0.138*20*1000*d

2 ∴ d = 47.69 mm< 155 mm Hence, safe.

Area of Steel Reinforcement

Ast, min= 0.12% of bD

= 0.12/100* 1000*180

= 216 mm2

For Short Span: Continuous support ends(X- Direction),

dbf

AfdAfM

ck

sty

styux**

*1****87.0


82

or, 6.3*106 =0.87*415*Ast*155*[1-(415*Ast)/(25*1000*155)]

By solving,

Ast = 114 mm2< Ast, min ∴ Provide Ast, min

For 10 mm dia bars, Ast, bar = 78.54 mm2

Spacing = *78.54 = 363.62 mm2

Let us provide spacing of 300 mm. ∴ Ast, provided = *78.54 = 261.8 mm2

Thus,

Provide 10 mm ɸ bars at continuous edges of short span at 300 mm c/c spacing.

For Short Span: Mid Span(X- Direction),

dbf

AfdAfM

ck

sty

styux**

*1****87.0

or, 4.78*106=0.87*415*Ast*155*[1-

∗�∗ ∗ ]

By solving,

Ast = 86.2 mm2< Ast, min

Thus,

Provide 10 mm ɸbars at continuous edges of short span at 300 mm c/c spacing.


83

For Long Span: Mid Span(Y- Direction),

dbf

AfdAfM

ck

sty

styuy**

*1****87.0

or, 3.15*106=0.87*415*Ast*155*[1-

∗�∗ ∗ ]

By Solving,

Ast = 56.63 mm2< Ast

Thus,

Provide 10 mm ɸbars at continuous edges of short span at 300 mm c/c spacing.

For Long Span: Continuous Support(Y- Direction),

dbf

AfdAfM

ck

sty

styuy**

*1****87.0

or, 4.16*106=0.87*415*Ast*155*[1-

∗�∗ ∗ ]

By Solving,

Ast = 75 mm2< Ast, min

Thus,

Provide 10 mm ɸ bars at continuous edges of short span at 300 mm c/c spacing.

Check For Deflection

fs = 0.58* fy*� , �� , �

∴ fs = 0.58* 415* 216/261.8 = 240 N/mm2

% of tension steel = � , �� *100

= 261.8/(1000*155)*100

= 0.168 %


84

8.1

mmmmspan

dreq 15538.788.1*1*23

1000*245.3

Hence it is safe in deflection.

Check for Shear

Maximum shear force:

x

xxu

lx

dlx

lWV

2

100022

*

KNxxV 67.15245.3

2

1000

155

2

245.3

2

245/3*683.10

Nominal shear stress:

2/101.0155*1000

1000*67.15mmN

bd

Vv

Percentage of tensile stress= %168.0155*1000

8.261100100 x

bd

Ax st


2/303.0 mmNc ( By Interpolation) IS 456: Table 19

Shear strength in slab, kcc '

For D = 180 mm, k=1.24 (By Interpolation)

2' /375.024.1*303.0 mmNc

2' /101.0375.0. mmNeivc Hence, safe.


85

Check for Development length

M1 at support

Moment of resistance offered by 10 mm ɸ bars @ 300 mm c/c.

dbf

Af

dA

fMck

sty

styx

**

2*

1**2

**87.0,1

155*1000*25

2

8.261*415

1*155*2

8.261*415*87.0

= 7.2*106

N-mm.

Development length of bar:

bd

sDL

*4

*

6.1*4.1*4

415*87.0*10DL

mmLD 9.402


Lo = 155 mm.

oD LV

MxL 13.1 155

1067.15

102.73.19.402

3

6

x

xx

376.09 ≤ 752.32 mm (OK)

Hence, safe in development length.


86

Calculation of Torsion Reinforcement

Length, lx = 3245 mm

Length of torsion reinforcement in both direction = 0.375 lx = 0.2*3245 = 1216.87 mm

Maximum Positive Steel Area, Ast = 261.8 mm2

In the corner, Steel area required = 0.75*Ast = 0.75*261.8 = 162.6 mm2

Use 8 mm ɸ bar,

Area of each bar = 3.1416*82/4 = 50.24 mm

2

Provide 8 mm ɸ bar @ spacing = 1216.87*50.24/162.6 = 375.99 mm c/c

Adopt spacing as 300 mm c/c < 3d or 300, whichever is smaller.

Provide 8 mm ɸ bar at 300 mm c/c

EARTHQUAKE RESISTANT BUILDING DESIGN OF COLUMN

87

7.2 DESIGN OF COLUMN

7.2.1 INTRODUCTION

The column section shall be designed just above and just below the beam column joints and

larger of the two reinforcements shall be adopted. The end moments and end shear are available

from computer analysis. The design moment should include the following:

a. The additional moment if any, due to long column effect as per Cl.39.7 of IS 456:2000

b. The moments due to minimum eccentricity as per Cl.25.4 of IS 456:2000

All columns are subjected to biaxial moments and biaxial shears. The longitudinal

reinforcements are designed for axial force and biaxial moment as per IS 456:2000. Since

analysis is carried out considering center line dimension, it is necessary to calculate moments at

the top or at the bottom face of the beam intersecting the column for economy. The critical load

combination may be obtained by inspection of analysis result.

The columns in our building are of various sizes and 34 in number. The procedure used for

exact design of members subjected to axial load and biaxial bending is extremely laborious.

Therefore, IS 456:2000 permits the design of such members by the following equations:

(�� ⁄ )α

+ (�� ⁄ )α ≤1

Puz =0.45*fck *Ac + 0.75*fy*Ast

where,

Mux= moment about X axis

Muy= moment about Y axis

Muxl= maximum uniaxial moment capacity in X axis


88

Muyl= maximum uniaxial moment capacity in Y axis

fck= characteristic strength of concrete

fy= characteristic strength of steel

Ac= gross X-section area of column

Ast =area of reinforcement bars

7.2.2 DESIGN: Ground floor (F4 column)

Here,

Clear height (h) = 3.3 m

Unsupported length (l) = 3.3 – 0.7 = 2.6 m

Effective length (le) = 0.65l = 0.65 × 2.6 = 1.69 m

So,

� = �� = 9 = . < Hence, the column is short.

From SAP2000,

Axial force (Pu) = -4762.515 KN

Moment along X-direction (Mux) = 349.661 KNm

Moment along Y-direction (Muy) = 319.262 KNm

Minimum reinforcement = 0.8% of BD = 0.008 × 600 × 600 = 2880 mm2

Maximum reinforcement = 4% of BD = 0.04 × 600 × 600 = 14400 mm2

Maximum reinforcement in extreme case = 6% of BD = 0.06 × 600 × 600 = 21600 mm2

Minimum eccentricity, ex,min = ey,min = + � = + = 25.2 mm > 20 mm

Moment due to minimum eccentricity = Pu × ex,min = 4762.515 × 25.2 = 120.02 KNm <

Mux and Muy


89

So, take Mux = 349.661 KNm, Muy = 319.262 KNm

Here, �� = . ∗ ∗ ∗ = .

Assume, d’ = 40 + 32/2 = 56 mm (Assume 40 mm clear cover and 32 mm Φ bar), ∴ d’/D = 0.1

p = 2%, �� = = . ,

Assume equal reinforcement on all four sides.

From SP16 Chart 44, �� 2 = .

∴ Mux,lim = Muy,lim = 0.07 × 25 × 600 × 6002

= 378 KNm

Pz = 0.45fckAc + 0.75fyAsc = 0.45 × 25 × 600 × 600 + 0.75 × 415 × 0.02 × 6002 = 6291

KN

For �� = . , αn = 1.928 (IS 456 Cl. 39.6)

We know, �� ,�� + �� ,

�� = . . + . . = . ≫

Hence for another trial, adopt p = 3%

∴ �� = .

From SP16 Chart 44, �� 2 = .


90

∴ Mux,lim = Muy,lim = 594 KNm

Pz = 0.45fckAc + 0.75fyAsc = 7411.5 KN

For �� = . , αn = 1.738 (IS 456 Cl. 39.6) �� ,

�� + �� ,�� = . . + . . = . <

The above value is closer to the required value i.e. 1.

So, provide 3% reinforcement.

Ast = 3% of 6002 = 10800 mm

2

Provide 8-32mm dia and 8-28 mm dia bars. ∴ Ast,prov = 11360 mm2

And, pact = 3.156 %

Check for Shear

For p=3.156%, τc = 0.92 N/mm2

But, this needs to be modified according to clause 40.2.2: ∴ δ = + �� = . > . So, take δ = 1.5

∴ τc (modified) = 1.5 × 0.92 = 1.38 N/mm2

Now,

Shear capacity of section,

Vc = 1.38 × 2 = . ��


91

From SAP2000, V2 = 168.695 KN and V3 = 144.279 KN

Here, Vc > V2 and V3. So, shear reinforcement is not required.

Design of Lateral Ties

According to IS 456 Cl 26.5.3.2,

Φties ≥ 6 mm

≥ 0.25 × Φlong = 0.25 × 32 = 8 mm ∴ Adopt 10 mm Φ lateral ties.

We have, according to IS 13920:

Spacing ≤ half of the least lateral dimension of compression member = 600/2 =

300 mm

Thus, provide 10 mm Φ @ 275 mm c/c at the central part of column.

Now, for spacing in other parts of column,

Ash = . � � �� − IS 13290 Clause 7.4.8

where,

Ak = (600-2×40+2×10)2 = 291600 mm

2

h = (600-2×40)/2 = 260 mm < 300 mm (OK)

Ash = Area of 10 mm Φ bar = 78.5 mm2

Hence,

78.5 = 0.18 × s × 260 × 29 −

So, s = 118.7 mm

According to IS 13290 Clause 7.4.6,

Spacing = ¼ × 600 = 150 mm


92

Must lie between 75 mm and 100 mm

Hence, provide 10 mm Φ ties @ 100 mm for L0 distance

According to Clause 7.4.1,

L0 is not less than larger lateral dimension = 600 mm

1/6 of clear span = 2.6/6 = 433.33 mm

450 mm

∴ Provide 10 mm Φ ties @ 100 mm for 650 mm distance.

EARTHQUAKE RESISTANT BUILDING DESIGN OF BEAM

93

7.3 BEAM DESIGN

7.3.1 INTRODUCTION

The beam is flexural member which distributes the vertical load to the column and resists

the bending moment. The design of the beam deals with the determination of the beam section

and the steel required.

For convenience, we have considered all the sections as under-reinforced ones and

rectangular sections. The singly reinforced and doubly reinforced sections are designed as per the

requirement, i.e. comparison with the limiting moment, Mu, lim.

IS 456:2000 (Annex G, Cl.38.1) can be referred for the calculation of the required steel in

the beam. For the singly reinforced section, steel is calculated by using the formula from G.1.1.b.

Mu =0.87×fy×Ast×d×[1- Ast × fy/(b×D×fck)]

Limiting moment of the resistance is given by the equation:

Mu, lim =0.36xu,max/d ×(1-0.42 xu,max /d)bd2 fck

For the section with the compression reinforcement, where the ultimate moment of

resistance of the section exceeds the limiting value Mu, lim, the compression reinforcement may

be obtained by:

Mu - Mu, lim =fsc ×Asc (d-d’)

where,

Mu= ultimate moment of resistance of the section

Mu, lim =limiting moment of resistance

xu=neutral axis depth


94

xu,max=limiting value of xu

D= effective depth

d= width of the compression face

d’= effective cover

fy= characteristic strength of the reinforcement

fck= characteristic strength of concrete

fsc=design stress in compression reinforcement corresponding to strain of 0.0035×( xu,max-

d’)/ xu,max

Ast=area of the tension reinforcement

Asc= area of compression reinforcement

Total area of tension reinforcement in the doubly reinforced beam sections shall be

obtained by

Ast=Ast1 - Ast2

where,

Ast=total tension reinforcement

Ast1=area of tensile reinforcement for singly reinforced section for Mu, lim

Ast2= Asc× fsc/0.87fy

Similarly, IS 13920:1993 is also referred for the calculation of minimum and maximum

reinforcement and shear force for the formation of plastic hinge.

SP 16 is also used as a design aid for calculations of limiting moments and area of

reinforcement.


95

7.3.2 DESIGN OF BEAM (ID = G6-H6 or 137)

Here,

D=700mm B=400mm > 250mm OK IS13920:1993 cl 6.1.3

Provide Nominal cover=25 mm

Hence, d = 700-25-28/2=661 (Assuming 28 mm dia bars)

Also, B/D=0.57 >0.3 IS13920:1993 cl 6.1.2

L=5.3m

And, L/D=7.57 >4 OK IS13920:1993 cl 6.1.4

Minimum reinforcement:

Ast,min = 0.24×fck1/2

/fy = 0.289% = 764.116 mm2

IS13920:1993 cl 6.2.1.b

Maximum reinforcement:

Ast,max = 0.025Bd = 6610mm2 IS13920:1993 cl 6.2.2

FLEXURE DESIGN:

We have,

Mu,lim = 3.46bd2=604.24 KN-m

A) At left end:

Hogging:

From SAP2000, Mu=395.226KN-m Mt=5.948 KN-m ∴ Mu>Mt So, design Mu = Mu+Mt = 401.174 KN-m

Also, Mu<Mu,lim. Hence, it should be designed as a singly reinforced section.


96

Here, Mu/bd2=2.295

From Table 3 of SP16, pt=0.7412% (top) (-ve steel)

Sagging:



Here, Mu/bd2=1.65

From Table 3 of SP16, pb=0.499% (bottom)

Here, pb=0.499% > (-ve steel/2) OK IS13920:1993 cl. 6.2.3

B) At middle:

Hogging:

From SAP2000, Mu=0KN-m Mt=5.948 KN-m

Hence, -ve steel is not required.

But, provide Ast,min ie 0.289% i.e. pt= 0.289% (top)(-ve steel)

Sagging:



Here, Mu/bd2=0.466

From Table 3 of SP16, pb=0.1318%

Adopt Ast,min ie 0.289% i.e. pb= 0.289%


97


C) At right end:

Hogging:

From SAP2000, Mu=447.26 KN-m Mt=5.948 KN-m ∴ Mu>Mt So, design Mu = Mu+Mt = 453.208 KN-m


Here, Mu/bd2=2.593


Sagging:



Here, Mu/bd2=1.863



Adopt 22 mm dia bars with Ast = 374.94 mm2


98

Table: Calculation of reinforcement

Position % steel

Area

required

(mm2)

No. of

bars

required

No. of

bars

provided

Area

provide

d (mm2)

Actual

% steel

Mu/b

d2

(KN/

m2)

Mu,lim

(KNm)

Left

Top 0.7412 1959.733 5.158 6 2279.64 0.86 2.657 464.36

Bottom 0.499 1319.356 3.47 4 1519.76 0.575 1.876 327.87

Middle

Top 0.289 764.116 2.01 3 1139.82 0.43 1.44 251.67

Bottom 0.289 764.116 2.01 3 1139.82 0.43 1.44 251.67

Right

Top 0.834 2205.096 5.804 6 2279.64 0.86 2.657 464.36

Bottom 0.587 1552.028 4.08 5 1899.7 0.72 2.58 450.90

SHEAR DESIGN:

Section A (Left)

From SAP2000, Mh

A = 464.36 KN-m MsA = 327.87 KN-m

Section B (Right)

From SAP2000, Mh

B = 464.36 KN-m MsB = 450.9 KN-m

Also, Va(D+L)=6.531KN

According to IS13290,

For sway to right:

Vu,a= Va (D+L)-1.4[M

sA+M

hB]/L = -202.92 KN

and, Vu,b=Va(D+L)+1.4[MsA+M

hB]/L = 215.619 KN

For sway to left:

Vu,a=Va(D+L)-1.4[Mh

A+MsB]/L = -235.416 KN

and, Vu,b=Va(D+L)+1.4[Mh

A+MsB]/L = 248.118 KN

Then, Factored shear force at left, Vu = 218.28 KN, Ve = 230.012 KN


99

Factored shear force at right, Vu=221.838 KN, Ve=233.57 KN

Determination of shear reinforcement:

a. Left:

We have, Vu= 235.416 KN

pt=0.86%

τ=0.601 N/mm2 From Table 19, IS456

τ c,max=3.1N/mm2

We know, τ,v=Vu/bd = 0.928 N/mm2

Also, Vus = Vu-τcbd = 76.512 KN

Taking 8 mm two legged stirrups,

Spacing = 313.57 mm IS456 cl 40.4

We know,

Spacing must be < d/4 = 661/4 = 165.25mm

< 8 × minimum dia = 8 × 22 = 176mm

< 100 mm

So, adopt 100 mm spacing.

b. Right:

We have, Vu = 248.118 KN

pt = 0.86%

τ = 0.601 N/mm2 From Table 19, IS456

τ c,max = 3.1N/mm2

τ c,max=3.1N/mm2



100



Spacing = 268.93 mm IS456 cl 40.4

We know,


< 8 × minimum dia = 8 × 22 = 176mm

< 100 mm


Beyond 2d from support, provide minimum reinforcement of d/2 = 330 mm (Say 300 mm)

DEVELOPMENT LENGTH:

τbd = 1.4 × 1.6 = 2.24 N/mm2 (tension)

τbd = 2.24 × 1.25 = 2.8 N/mm2 (compression)

According to IS 456 cl 26.2.1:

Development length (Ld)= dia × 0.87 fy / (4× τbd)

For tension, Ld= 886.5 mm

For compression, Ld = 709.2 mm

For bending, Ld+ 10 db = 1106.5 mm.

DESIGN OF SIDEFACE REINFORCEMENT:

Since D>450, provide 0.1% of bD steel along vertical sides. ∴ Asv = 0.001 × 400 × 700 = 280 mm2

Hence provide 2-16mm dia bars.

Actual Area = 402.12 mm2


101

7.3.3 DESIGN OF BEAM (ID = G6-G8 or 141)

Here,

D=700mm B=400mm > 250mm OK IS13920:1993 cl 6.1.3

Provide Nominal cover=25 mm

Hence, d = 700-25-28/2=661 (Assuming 28 mm dia bars)

Also, B/D=0.57>0.3 IS13920:1993 cl 6.1.2

L=5.54m

And, L/D=7.91 > 4 OK IS13920:1993 cl 6.1.4


Ast,min = 0.24×fck1/2

/fy = 0.289% = 764.116 mm2

IS13920:1993 cl 6.2.1.b

Maximum reinforcement:

Ast,max = 0.025Bd = 6610mm2 IS13920:1993 cl 6.2.2

FLEXURE DESIGN:

We have,

Mu,lim = 3.46bd2=604.24 KN-m

A) At left end:

Hogging:

From SAP2000, Mu=502.347 KN-m Mt = 19.876 KN-m ∴ Mu>Mt So, design Mu = Mu+Mt = 522.223 KN-m



102

Here, Mu/bd2=2.99


Sagging:

From SAP2000, Mu = 331.651 KN-m Mt = 19.876 KN-m ∴ Mu>Mt So, design Mu = Mu+Mt = 355.527 KN-m


Here, Mu/bd2=2.03



B) At middle:

Hogging:

From SAP2000, Mu=0KN-m Mt=5.948 KN-m

Hence, -ve steel is not required.

But, provide Ast,min ie 0.289% i.e. pt= 0.289% (top)(-ve steel)

Sagging:

From SAP2000, Mu = 52.9811KN-m Mt=19.876 KN-m ∴ Mu>Mt So, design Mu = Mu+Mt = 72.857 KN-m


Here, Mu/bd2=0.417

From Table 3 of SP16, pb=0.118%

Adopt Ast,min ie 0.289% i.e. pb= 0.289%


103


C) At right end:

Hogging:



Here, Mu/bd2=2.52


Sagging:

From SAP2000, Mu= 365.52 KN-m Mt=19.876 KN-m ∴ Mu>Mt So, design Mu = Mu+Mt = 385.396 KN-m


Here, Mu/bd2=2.205




104

Table: Calculation of reinforcement

Position % steel

Area

required

(mm2)

No. of

bars

required

No. of

bars

provided

Area

provide

d (mm2)

Actual

% steel

Mu/b

d2

(KN/

m2)

Mu,lim

(KNm)

Left

Top 0.992 2622.848 6.903 7 2659.58 1.01 3.03 529.55

Bottom 0.629 1663.076 4.38 5 1899.7 0.718 2.581 451.08

Middle

Top 0.289 764.116 2.01 3 1139.82 0.43 1.646 287.67

Bottom 0.289 764.116 2.01 3 1139.82 0.43 1.44 251.67

Right

Top 0.807 2133.708 5.616 6 2279.64 0.86 2.658 464.53

Bottom 0.691 1827.004 4.81 5 1899.7 0.72 2.581 451.08

SHEAR DESIGN:

Section A (Left)

From SAP2000, Mh

A = 529.55 KN-m MsA = 451.08 KN-m

Section B (Right)

From SAP2000, Mh

B = 464.53 KN-m MsB = 451.08 KN-m

Also, Va(D+L)= 7.535 KN

According to IS13290,

For sway to right:

Vu,a= Va (D+L)-1.4[M

sA+M

hB]/L = -223.846 KN

and, Vu,b=Va(D+L)+1.4[MsA+M

hB]/L = 238.917 KN

For sway to left:

Vu,a=Va(D+L)-1.4[Mh

A+MsB]/L = -240.278 KN

and, Vu,b=Va(D+L)+1.4[Mh

A+MsB]/L = 255.348 KN

Then, Factored shear force at left, Vu = 230.308 KN,


105

Tu=12.287KN

Ve=230.308+1.6×12.287/0.4=279.456 KN

And, Factored shear force at right, Vu=205.191KN

Tu=12.287 KN

Ve=205.191+1.6×12.287/0.4=254.339 KN

Design for Vu=279.456 KN for left

Vu=255.348 KN for right

Determination of shear reinforcement:

a. Left:

We have, Vu= 279.456 KN

pt=1.01%

τ=0.641 N/mm2 From Table 19, IS456

τ c,max=3.1N/mm2




Spacing = 218.16 mm IS456 cl 40.4

We know,


< 8 × minimum dia = 8 × 22 = 176mm

< 100 mm



106

a. Right:

We have, Vu = 255.348 KN

pt = 0.86%

τ = 0.601 N/mm2 From Table 19, IS456

τ c,max = 3.1N/mm2




Spacing = 248.77 mm IS456 cl 40.4

We know,


< 8 × minimum dia = 8 × 22 = 176mm

< 100 mm


Beyond 2d from support, provide minimum reinforcement of d/2 = 330 mm (Say 300 mm)

DEVELOPMENT LENGTH:

τbd = 1.4 × 1.6 = 2.24 N/mm2 (tension)

τbd = 2.24 × 1.25 = 2.8 N/mm2 (compression)

According to IS 456 cl 26.2.1:

Development length (Ld)= dia × 0.87 fy / (4× τbd)

For tension, Ld= 886.5 mm

For compression, Ld = 709.2 mm

For bending, Ld+ 10 db = 1106.5 mm.


107

DESIGN OF SIDEFACE REINFORCEMENT:

Since D>450, provide 0.1% of bD steel along vertical sides. ∴ Asv = 0.001 × 400 × 700 = 280 mm2

Hence provide 2-16mm dia bars.

Actual Area = 402.12 mm2

Table: Comparison between reinforcement obtained by manual design and design by SAP2000 for beam:

Beam ID Station

(m)

Manually (mm2) From SAP2000 (mm

2)

Top Bottom Top Bottom

137

0 1959.733 1319.356 1869 1292

2.65 764.116 764.116 812 812

5.3 2205.096 1552.028 2155 1476

141

0 2622.848 1663.076 2557 1629

2.77 764.116 764.116 812 812

5.54 2133.708 1827.004 2086 1785

EARTHQUAKE RESISTANT BUILDING DESIGN OF STAIRCASE

108

7.4 DESIGN OF STAIRCASE

7.4.1 INTRODUCTION

A staircase is a construction designed to bridge a large vertical distance by dividing it

into smaller vertical distances, called steps. The geometrical forms of staircase may be different

depending upon the requirement.

In our case, there are two types of staircases: dog-legged and open well staircase.

In the dog-legged case, the stair is spanning transversely in which, supports to the stairs are

provided parallel to the riser at the top and bottom of the stairs. However, in the open well case,

effective length and loading is taken as per Clause 33.2 of IS 456:2000.

Stair slabs are generally designed to resist dead load, live load. Design of stair

case can be carried out according to IS:456:2000 by considering effective length, distribution of

loading and depth of section.

STAIRCASE 1 (Dog Legged Staircase)

Number of Tread = 9

Number of Riser = 9+1 = 10

Floor to Floor height = 3.3 m

Height of one flight = .

= 1.65 m

Steps of riser = = 165 mm

Total span = 3.85 m =3850 mm

Width of stairs = = 1195 mm

Taking, Tread (T) = 210 mm, ∴ Landing Width = (3850-9*210)/2 = 980 mm

http://en.wikipedia.org/wiki/Vertical_direction


109

Effective Span

The stairs slab span transversely.

Hence, according to IS 456:2000 Cl. 33.1 c,

Effective Span = Centre –to-centre distance of supporting beams and walls

= 3850 mm

Loads

Thickness of waist slab is to be th to th span. i.e. 3850 mm.

Let us take D =220 mm

Assume 20 mm clear cover and 12mm dia bars.

Hence, d = 220-20-12/2 = 194 mm.

Let us find load per metre horizontal width of stairs.

Weight of waist slab = 0.22 * √ +

*25

=6.99 KN/m

Weight of steps = *. ∗ .. * 25

= 2.06 KN /m

Dead load = 6.99 + 2.06 = 9.05 KN/m

In the going portion with finishing load, let us take

DL = 10 KN/m

In landing portion,

DL = 0.22 * 1 * 25 = 5.5 KN/m

With finishing material, it may be taken as = 6.5 KN/m


110

Live load = 3 KN/m2

Factored load on going per meter horizontal width = 1.5 * (10 + 3)

= 19.5 KN/m

And, on landing slab per meter width, total load = 1.5 * (6.5 + 3)

= 14.25 KN/m

Loading on the projected slab is as shown in fig below:

19.5 KN/m

14.25 KN/m 14.25 KN/m

0.98 1.89 0.98

Design Moment

Due to symmetry,

RA = RA = * total load

= * (14.25 * 0.98 * 2 + 19.5 * 1.89)

=32.39 KN

Maximum moment occurs at mid span and its value is

MU = 32.39 * (0.98 + 1.89/2) – 14.25 * 0.98 * (1.89+0.98)/2 – 19.5* 1.892 /8

= 33.603 KN/m

MU, lim = 0.36 fck b xu lim (d – 0.42 xu lim )

= 0.138 fck b d2

=0.138 * 25 * 1000 * 1942


111

=129.84 * 106 N-mm > MU OK!

Hence, the section can be designed as singly reinforced.

Reinforcement

Let Ast be the area of reinforcement required.

Then, = . �� − � �

or, 33.603*106 = 0.87 * 415 * Ast *194 * − A ∗∗ ∗

Solving above equation, we get,

Ast = 501.19 mm2 > 264 mm

2 (More than minimum Ast ie. 0.12%)

OK!

Using 12mm dia bars, spacing required � = �⁄ ∗ . ∗ = 225.66 mm

Provide 12mm φ bars at 220 mm c/c.

Distribution Steel

Ast =0.12 percent of gross sectional area

=. ∗ ∗

= 264 mm2

Using 10 mm bars, Spacing required � = �⁄ ∗ ∗ = 297 mm



112

Check for Shear

Factored shear, Vu = 32.39 KN

Nominal shear stress, τv = . ∗∗ = 0.167 MPa

Here, Ast provided = 514.08 mm2 ∴ pt =

.∗ = 0.265 %

τ uv = 0.368 N/mm2 (Table 19, IS456:2000) for M25

Permissible shear stress = ks τ uv (Cl.40.2, IS456:2000)

Here, ks=1.16

τ uc = ks τ uv = 1.16* 0.368 = 0.427 N/mm2 > τv ie. 0.167 N/mm

2 OK!


Development Length, = . �� = . ∗ ∗ ∗ . ∗ . = 483.55 mm (Cl.26.2.1.1, IS456:2000)

At the simply supported end, the following condition shall be satisfied:

≤ . � ,� +

And, , = . �� − . � Where, � = . ∗ ∗ .. ∗ ∗ = 20.62 mm

∴ , = . ∗ ∗ . ∗ − . ∗ . = 34.416 * 106 N-mm

� = .

= � ��

= ��

Take greater. i.e. 194 mm.

≤ . ∗ . ∗ 6. ∗ + �� = 1575.1 mm

Hence, 483.55 mm < 1575.1 mm. OK!


113

Check for deflection

From the deflection criteria of serviceability requirements:

� = . �� (� , �� , � ) = 0.58 * 415 * .. = 234.66 MPa

According to Fig4, Cl.23.2.1, IS456:2000

Modification factor for � , � = . % and � = . MPa is 1.56.

Thus,

� = ∗ � � � = ∗ . = . < OK!


114

STAIRCASE 2 (Open Well Staircase)

Number of risers = 22

Let us take,

Tread= 280 mm

Riser= 150 mm

A D

1.68

3.245

1.56

1.62 1.96 1.62

5.2

Effective span

Flight AB and CD:

l=0.115+1.68+1.56+0.115

=3.47 m

B C


115

Flight BC:

l=0.115+1.62*2+1.96+0.115 = 5.43 m

Thickness of waist slab is to be th to th of the effective span. i.e. 271.5 mm to 217.2 mm.

(taking greater among the spans. i.e. 5.43 m)

Let us take D=240 mm and d=240-20-10/2 =215 mm. (10 mm dia bars)

Loads

Let us find load per meter horizontal width of stairs.

Load on going:

Weight of waist slab = 0.24 * √ +

*25

=6.807 KN/m

Weight of steps = *. ∗ .. * 25

= 1.875 KN /m

Dead load = 6.807 + 1.875 = 8.682 KN/m

In going portion with Finishing load, let us take

DL = 9.5 KN/m

Live load = 3 KN/m2

Factored load = 1.5 * (9.5 + 3)

= 18.75 KN/m

Load on landing:

Weight of landing slab = 0.24 * 1 * 25 = 6 KN/m

Live load = 3 KN/m

Weight of finishing = 1 KN/m

Total dead load =10 KN/m


116

Factored load = 1.5 * 10

= 15 KN/m

Design of flight AB

18.75 KN/m 7.5 KN/m

1.68 m 1.56 m

RA RB

Taking moment about A,

18.75 * .

+ 7.5 *1.56*(1.68+.

) = RB * 3.245

RB=17.02 KN

RA+ RB =18.75*1.68+7.5*1.56 =43.2 KN

RA=26.18 KN

Shear force is zero when,

. = � ∗ .

� = . � from A.

Maximum moment occurs when shear is zero.

Design moment,

= . ∗ . − . ∗ . = . �


117

Reinforcement


Then, = . �� − � �

18.28*106 = 0.87 * 415 * Ast *215 * − A ∗∗ ∗

Solving above equation, Ast = 239.93 mm2 < 288 mm

2 (Minimum Ast ie. 0.12% of

bD)

Hence use Ast =288 mm2

Using 10mm dia bars, spacing required,

� = �⁄ ∗ ∗ = 272 mm


Ast provided = 290.9 mm2

Distribution Steel


=. ∗ ∗

= 288 mm2

Using 8 mm bars, Spacing required,

� = �⁄ ∗ ∗ = 174.53 mm

Provide 8 mm φ bars at 170 mm c/c.


Design of flight BC

Landing is as shown in figure below:


118

18.75 KN/m

7.5 KN/m 7.5 KN/m

1.62m 1.96m 1.62m

RB RC

RB = RC = (7.5*1.62*2+18.75*1.96)

=30.525 KN

Maximum moment occurs at centre,

MU = 30.525 * (1.62 + .

) - 7.5 * 1.62 * (. + .

) – 18.75 * . ∗

=48.61 KN m

Reinforcement


Then, = . �� − � �

48.61*106 = 0.87 * 415 * Ast *215 * − A ∗∗ ∗

Solving above equation,

Ast = 659.82 mm2 > 288 mm

2 (More than minimum Ast ie. 0.12% of bD) OK!

Using 10mm bars, spacing required,

� = �⁄ ∗ . ∗ = 119.03 mm


Ast provided = 714 mm2


119

Distribution Steel


=. ∗ ∗

= 288 mm2

Using 8 mm bars, Spacing required,

� = �⁄ ∗ ∗ = 174.53 mm

Provide 8 mm φ bars at 170 mm c/c.


Check for Shear (Flight AB and CD)




Pt =. ∗ = 0.135 %

Τuv = 0.29 N/mm2 (TABLE 19, IS456:2000) for M25

Permissible shear stress = ks Τuv (Cl.40.2, IS456:2000)

ks=1.17

Τuc = ks Τuv = 1.17* 0.29 = 0.339 N/mm2 > τv ie. 0.122 N/mm

2 OK!

Check for Development Length (Flight AB and CD)



≤ . � ,� +


120

And, , = . �� − . � Where, � = . ∗ ∗ .. ∗ ∗ = 11.67

, = . ∗ ∗ . ∗ − . ∗ . = 22.07 * 106 N-mm

� = .

= � ��

= ��

Take greater. Ie. 215 mm.

≤ . ∗ . ∗ 6. ∗ + �� = 1310.91 mm

Hence, 409.96 mm < 1310.91 mm. OK!

Adopt Ld=420 mm.

Check for deflection (Flight AB and CD)


� = . �� (� , �� , � ) = 0.58 * 415 * . = 238.3 MPa


(Fig4, Cl.23.2.1, IS456:2000)

Thus,

� = ∗ � � � = ∗ . = . �� < �� OK!

Check for Shear (Flight BC)




121

Ast provided = 714 mm2

Pt = ∗ = 0.332 %

Τuv = 0.403 N/mm2 (TABLE 19, IS456:2000) for M25

Permissible shear stress = ks Τuv (Cl.40.2, IS456:2000)

ks=1.17

Τuc = ks Τuv = 1.17* 0.403 = 0.472 N/mm2 > τv ie. 0.142 N/mm

2 OK!

Check for Development Length (Flight BC)



≤ . � ,� +

And, , = . �� − . � Where, � = . ∗ ∗. ∗ ∗ = 28.64

, = . ∗ ∗ ∗ − . ∗ . = 52.35 * 106 N-mm

� = .

= � ��

= ��

Take greater. Ie. 215 mm.

≤ . ∗ . ∗ 6. ∗ + �� = 2444.48 mm

Hence, 402.96 mm < 2444.48 mm. OK!

Adopt Ld=420 mm.


122

Check for deflection (Flight BC)


� = . �� (� , �� , � ) = 0.58 * 415 * .

= 222.435 MPa


(Fig4, Cl.23.2.1, IS456:2000)

Thus,

� = ∗ � � � = ∗ . = . �� < �� OK!

EARTHQUAKE RESISTANT BUILDING DESIGN OF FOUNDATION

123

7.5 DESIGN OF FOUNDATION

INTRODUCTION

Foundation is a structural element that transfers loads from the building or individual to

the earth. If the loads are to be properly transmitted, foundation must be designed to prevent

excessive settlement or rotation, to minimized differential settlement and to provide adequate

sliding and overturning.

SELECTION OF FOUNDATION TYPE

The project site is assumed to be located at a site having soil bearing capacity medium.

The foundation has been designed for critical members or column carrying maximum axial

load. If the load transmitted by the column in the structure is too heavy or the allowable soil

pressure is too less or individual footings would cover more than 50% of the whole area, it

may be better to provide continuous footing under all the columns and walls. Such a footing is

called a Raft or Mat foundation.

Considering the above facts we have preferred Mat foundation for our project.

The choice of footing type must be done with comparative study of different design to

identify the most economical foundation. Following few factors can be considered:

1) Type of structure

2) Type of loads

3) Bearing capacity

4) Economy


124

DESIGN OF MAT FOUNDATION

If the loads transmitted by the columns in a structure are so heavy or the allowable soil

bearing pressure so small that individual footing would cover more than about one half of the

area, it may be better to provide a continuous footing under all the columns and walls. Such a

footing is called a raft or mat foundation. The raft foundation is divided into series of

continuous strip. The shear and bending moment diagrams may be drawn using continuous

beam analysis or coefficients for each strip. The depth is selected to satisfy shear

requirements. The steel requirements will vary from strips. This method generally gives a

conservative design since the interaction of adjacent strips is neglected.

DESIGN CALCULATION FOR MAT FOUNDATION:

1. Required Data:

Case considered = 1.5(DL+LL) i.e. combination 2

Total factored vertical load = 100908.4 KN

Soil bearing capacity = 120 KN/m2

Area required =100908.4/1.5×120 = 560.602 m2

Provide mat of area = 32×20 = 640 m2

2. Calculation of Centre of Gravity of plan area:

Centre of mass = (13.78, 9.09)

Centre of geometry = (14.26, 9.275) from grid F1

Eccentricity along X-direction:

ex = 9.275-10 = -0.725 m

Eccentricity along Y-direction:

ey = 14.26-16 = -1.74 m


125

Calculation of Moment of inertia:

About X-X axis:

Ixx =bd3/12 = 32×20

3/12 = 21333.33 m

4

About Y-Y axis:

Iyy = db3/12 = 20×32

3/12 = 54613.33 m

4

From SAP2000, the following table was obtained:

Table: Forces in foundation

Joint F3 (KN) Joint F3 (KN) Joint F3 (KN)

143 4067.09 538 3131.64 560 1951.666

527 2422.479 539 3983.237 571 2610.736

528 2442.902 540 3503.32 572 3178.245

529 3029.228 541 3407.953 573 3041.769

530 3716.837 542 2785.371 574 2580.709

531 4287.087 543 4390.378 575 2753.807

532 3355.939 549 1671.658 576 2023.344

533 1057.069 550 1769.872 577 1511.696

534 2522.771 556 1872.007 578 4444.147

535 4407.441 557 949.207 579 4685.921

536 5323.999 558 1200.93 Total 100908.4

537 4586.133 559 2241.838

3. Area coverage of mat:

A = 640 m2

Mxx = ∑ � ∗ = 100908.4×(-0.725) = -73158.59 KNm

Myy = ∑ � ∗ = 100908.4 × (-1.74) = -175580.616 KNm.

∑ �/A = 100908.4/640 = 157.67 KN/m2

�� = − .. = − .

�� = − . . = − .


126

Soil pressures at different points can be found as follows: � �� = ∑�� ± � ∗ ± � ∗

Table: Maximum intensity and Moment along different strips

Strip Maximum Intensity

(KN/m2) Moment (KNm/m)

R1 171.87 555.472

R2 185.076 1929.308

R3 197.49 1058.212

R4 208.622 117.852

R5 227.625 1402.683

R6 235.25 1449.717

C1 235.25 722.64

C2 220.29 1250.71

C3 175.848 539.70

C4 143.34 218.61

C5 195.09 94.4

C6 171.35 525.912

C7 153.1 469.9

C8 136.69 417.688

4. Thickness of footing

Two way shear:

The depth of the raft will be governed by two way shear at one of the exterior columns.

In case location of critical shear is not obvious, it may be necessary to check all possible

locations. When shear reinforcement is not provided, the calculated shear stress at critical

section shall not exceed �� i.e. ��≤��


127

where,

� = 0.5+�c≤1, �c = 0.4

Hence, � = 0.9

Shear strength of concrete,

� = 0.25√ � = 0.25x√ = 1.25 N/mm2

For corner Column H8(532):

Column Load = 3355.939 KN

Perimeter ( ) = 2×(3150+d/2) =d+6300

� =�� =

. ∗+ = 1.125

On solving, d = 442.43 mm

For edge Column A3:

Axial load on column = 4287.087 KN

Perimeter, = 2(d/2+3150)+(d+400)

� = �� =

. . ∗d/ + + d+ = 1.125


For middle Column C6:

Axial load on column=5323.999 KN

Perimeter ( ) = 4×(d+600)

� = �� =. ∗+ = 1.125



128

Adopt effective depth = 1500 mm (Since moment calculated is large, slightly larger effective

depth is adopted)

Diameter of steel used = 25mm dia. Bar

Clear cover adopted = 50 mm

Overall depth =1500 + clear cover + ∅ = 1563 mm

CALCULATION OF REQUIRED REINFORCEMENT (AST)

Minimum Reinforcement:

Ast,min= 0.12% of b×D = 0.0012×1563×1000 = 1864.8 mm2

We have,

dbf

AfdAfM

ck

sty

styu**

*1****87.0

or,

1500*1000*25

*4151*1563**415*87.0308.1929 6 st

st

AA

On solving, we get: ∴ Ast= 3714.143mm

2> Ast,min (1864.8 mm

2)

Provide 25 mm bar @130 mm spacing having area 3776 mm2 (actual area)

Check for development Length:

Bond stress � = . N/�� for M25 mix. It can be increased by 60% in case of TOR bars.

Therefore,

= ∅��. × ×�� = 2 ×. ×. × × .

∴ = 1007.39 mm


129

We know,

≤ . ×�V +

where,

L0 = effective depth or 12ɸ, whichever greater

∴ ≤ . ∗ . × 6. ∗ +

Hence, ≤ 9 9 mm (Since 1969mm > 1007.39 mm, OK!)

Load transfer from column to footing:

Nominal bearing stress in the column concrete (� = Pu/Ac

Or, � = 5323.999 x 1000/(600×600)

∴ � = 14.789 N/mm2

Allowable bearing stress = 0.45 fck = 11.25 N/mm2

Excess load = (14.789–11.25)×600×600 = 1274040 N

To arry excess load, required area of steel = 1274040 / (.67x415) = 4582.05 mm2

Minimum As= 0.5% of column area = 1800 mm2

<4582.05 mm2

(OK!)

Provide 16-20Ø mm bars as dowel

Allowable bearing stress is smaller than nominal bearing stress. So, there is need of dowel bar,

We have, As = 5026.56 mm2

The stress in 20 mm dowel must be developed above and below the junction of the

column and footing.

For compression= =∅��×�� = 805.915 mm

The available vertical length L1 for anchorage is

L1 = 1563-50-2×28-20+1000= 2438 mm> 805.915 mm

Hence provide 16-20 mm dia bars of As= 5026.56mm2

EARTHQUAKE RESISTANT BUILDING DESIGN OF SHEAR WALL

130

7.6 DESIGN OF SHEAR WALL

INTRODUCTION

The shear wall has been designed as the reinforced wall monolithic to the other structural

members which is subjected to the direct compression. They are designed as per the empirical

procedure given in the IS: 456-2000, Clause 32.2. The minimum thickness of the wall should be

100 mm. The design of a wall shall account of the actual eccentricity of the vertical force

subjected to the minimum value of 0.05t. The vertical load transmitted to a wall by a

discontinuous concrete floor or roof shall be assumed to act at one-third the depth of the bearing

area measured from the span face of the wall. Where there is an in-situ continuous concrete floor

over the wall, the load shall be assumed to act the center of the wall. The resultant eccentricity of

the total vertical load on a braced wall at any level between horizontal lateral supports shall be

calculated on the assumption that the resultant eccentricity of all the vertical loads above the

upper support is zero.

CALCULATION OF BASE SHEAR

Here, Zone factor (Z) = 0.36 (Zone V) IS1893: Table 2

Importance factor (I) = 1.5 IS1893: Table 6

Response Reduction factor (R) = 4 IS1893: Table 7

Calculation of g

Sa :

Approximate fundamental natural period,

∴ T = 0.075h0.75

= 0.075*29.70.75

= 0.954 sec


131

From graph, 5.1g

Sa

We know,

g

S

R

IZA a

h **2

or, 10125.05.1*4

5.1*

2

36.0

hA

∴ Base shear (VB) = Ah.W = 0.10125*2427.013 = 245.735 KN

We have,

Floor Height = 3.3 m, Length of shear wall = 13.53 m

Thickness of shear wall = 0.23 m

Table: Calcutaion of Base Shear and Moment

Floor DL

(KN)

LL

(KN)

Total

(KN)

Height

from

Ground

(m)

Wi*hi2

Qi

(KN)

Mu

(KNm)

Ground 256.7318 0 256.7318 3.3 2795.809 0.763785 2.52049

1st floor 256.7318 0 256.7318 6.6 11183.24 3.05514 20.16392

2nd 256.7318 0 256.7318 9.9 25162.28 6.874065 68.05324

3rd 256.7318 0 256.7318 13.2 44732.94 12.22056 161.3114

4th 256.7318 0 256.7318 16.5 69895.22 19.09462 315.0613

5th 256.7318 0 256.7318 19.8 100649.1 27.49626 544.4259

6th 256.7318 0 256.7318 23.1 136994.6 37.42546 864.5282

7th 256.7318 0 256.7318 26.4 178931.8 48.88224 1290.491

Roof 256.7318 116.427 373.1588 29.7 329159.6 89.92287 2670.709

Total

2427.013

899504.6 245.735 5937.265


132

DESIGN

Known data:

Length of shear Wall, L = 4.41m

Breadth of shear wall, B = 2.2 m

Floor Height, H = 3.3 m

Check for Slenderness Ratio:

Effective Height of the wall, he = 0.75H = 0.75*3.3 = 2.475 m or 0.75Lt=0.75*2200=1650mm

Slenderness Ratio, he/t = 1.65/0.23 = 7.17 < 30 ok

Minimum eccentricity:

Emin = 0.05t = 0.05*230 = 11.5 mm

Additional eccentricity:

mmt

he e

a 73.4230*2500

1650

2500

22

Ultimate Load Carrying Capacity:

Ultimate load carrying capacity per unit length of the wall is,

= cka feet *)22.1(*3.0 min

= mmN /55.155025*)73.4*25.11*2.1230(*3.0


133

A) Calculation for Main Vertical Reinforcement:

Assume, clear cover = 15 mm

Using 16 mm ɸ bar, Effective cover, d’ = 23 mm

i) When lateral load is acting along X - direction

KNmM u 6325.29682

5937.265

KNVu 8675.1222

245.735

KNpu 5065.12132

2427.013

005215.04410

23'

D

d

From Pu – Mu interaction curve (SP16)

02.04410*230*25

10*6325.29682

6

2

bdf

M

ck

u

047.04410*230*25

1000*77.956

bdf

P

ck

u

We get, 001.0ckf

p

Therefore, p = 0.001*25 = 0.025 % < Minimum reinforcement

So, provide minimum reinforcement.


%12.0min, stA of bD

2

min, 16.12174410*230*%12.0 mmAst


134

Use 16 mm - ɸ bar

Number of bars = 705.6

4

16

16.12172

Therefore, Spacing of Bars, mmSv 67.72517

16404410

Check for Spacing:

Spacing of vertical steel reinforcement should be ≤ 3t or 450mm whichever is less

To take account of the reversal effect, Provide 16 mm ɸ bars @ 300 mm c/c on both faces of

the wall.

ii) When lateral load is acting along Y - direction

KNmM u 088.19793

265.5937

KNVu 912.813

735.245

KNpu 004.8093

013.2427

0105.02200

23'

D

d

From Pu – Mu interaction curve

07.02200*230*25

10*088.19792

6

2

bdf

M

ck

u

06.02200*230*25

1000*004.809

bdf

P

ck

u

We get, 02.0ckf

p


135

Therefore, p = 0.02*25 = 0.5 %


%12.0min, stA of bD < 0.5% (OK!)

225302200*230*%5.0 mmAst

Using 16 mm - ɸ bar

Number of bars = 13583.12

416

25302

Therefore, Spacing of Bars, mmSv 67.178113

16402200

Check for Spacing:

Spacing of vertical steel reinforcement should be ≤ 3t or 450mm whichever is less


the wall.

B) Calculation of Horizontal Steel Reinforcement:

Area of horizontal steel reinforcement

= 0.25% of bH

= 0.0025*230*3300

= 1897.5 mm2

Providing 16 mm ɸ bar

Number of Bars = .5� 64 = 9.44, adopt 10

Spacing of Bars, mmSv 67.366110

3300


136


the wall.

CHECK FOR SHEAR

i) When lateral load is acting along X – direction

Nominal Shear Stress, 2/15.04410*8.0*230

1000*8675.122

*8.0*mmN

Lt

V

td

V

w

uu

v

Allowable Shear Stress,

vckallowable mmNf 2/25.425*17.017.0

Also, 75.04410

3300

w

w

L

H (short wall)

cw Should be lesser of

2

1 /25.225*2.0*75.033 mmNfKL

Hck

w

w

cw

But not less than , 2/75.02515.015.0 mmNfck

vcw mmN 2/25.2

Hence, it is safe in shear when the load acts along X direction.

ii) When lateral load is acting along Y – direction

Nominal Shear Stress, 2/202.02200*8.0*230

1000*912.81

*8.0*mmN

Lt

V

td

V

w

uu

v

Allowable Shear Stress,

vckallowable mmNf 2/25.425*17.017.0


137

Also, 5.12200

3300

w

w

L

H (long wall)

cw Should be lesser of

2

1 /5.125*2.0*5.133 mmNfKL

Hck

w

w

cw

2

2 /125.115.1

15.1*25*045.0

)1/(

)1/(mmN

LH

LHfK

ww

ww

ckcw

But not less than 2/75.02515.015.0 mmNfck

vcw mmN 2/125.1

Hence, it is safe in shear when the load acts along Y direction.

EARTHQUAKE RESISTANT BUILDING DESIGN OF BASEMENT WALL

138

7.7 DESIGN OF BASEMENT WALL

7.7.1 INTRODUCTION

Basement wall is constructed to retain the earth and to prevent moisture from seeping into

the building. Since the basement wall is supported by the mat foundation, the stability is ensured

and the design of the basement wall is limited to the safe design of vertical stem.

Basement walls are exterior walls of underground structures (tunnels and other earth

sheltered buildings), or retaining walls must resist lateral earth pressure as well as additional

pressure due to other type of loading. Basement walls carry lateral earth pressure generally as

vertical slabs supported by floor framing at the basement level and upper floor level. The axial

forces in the floor structures are , in turn, either resisted by shear walls or balanced by the lateral

earth pressure coming from the opposite side of the building.

Although basement walls act as vertical slabs supported by the horizontal floor framing ,

keep in mind that during the early construction stage when the upper floor has not yet been built

the wall may have to be designed as a cantilever.

7.7.2 DESIGN OF VERTICAL STEM

The basement wall is designed as the cantilever wall with the fixity provided by the

mat foundation.


139

DESIGN STEPS

STEP 1: DESIGN CONSTANTS

Clear height between the floor (h) = 3.3 – 0.18 = 3.12 m

Unit weight of soil = 17 KN/m3

Angle of internal friction of soil = 30°

Surcharge produced due to vehicular movement = 5 KN/m2

Safe bearing capacity of soil (qu)= 61.6 KN/m2

STEP 2: MOMENT CALCULATION

Here, Coefficient of Earth Pressure, Ka= (1-Sin30°)/(1+Sin30°) = 0.333

Lateral load due to soil pressure, Pa = Ka × γ × h2/2 = 0.333 × 17 × 3.12

2/2 = 27.55 KN/m

Due to Surcharge

(Rear Face)

Soil

Pressure

Basement Wall

(Front Face)

Mat Footing

Fig: Basement Wall


140

Lateral load due to surcharge load, Ps = Ka × Ws × h = 0.333 × 5 × 3.12 = 5.1948 KN/m

Characteristic bending moment at the base of wall, since weight of wall gives insignificant

moment, this can be neglected.

Mc = Pa × h/3 + Ps × h/2 = 36.756 KNm

Design moment = 1.5 × Mc = 55.134 KNm

STEP 3: APPROXIMATE DESIGN OF SECTION

According to IS 456 Cl 32.3.4, approximate design of section can be done.

Let effective depth of wall = d

We know,

BM = 0.136fck bd2 = 55.134

or, 55.134 × 106 = 0.136 × 25 × 1000 × d

2 ∴ d = 127.34 mm

Let the clear cover be 25 mm.

Provide 20 mm dia bars. ∴ Overall depth of wall, D = 127.34 + 50 + 10 = 187.34 mm

Adopt, D = 200 mm

So, d = 200-50-10 = 140 mm

STEP 4: CALCULATION OF MAIN STEEL REINFORCEMENT

Ast == 0.002Dh = 0.002 × 200 × 3120 = 1248 mm2


141

We have,

Minimum Ast = 0.0012 ×bd = 240 mm2 IS 456 Cl 32.5a

Maximum diameter of bar = D/8 = 25 mm IS 456 Cl 26.5.2.2

Provide 20 mm dia bar.

Here, spacing of bar, S is given by:

S = 3.14 ×20×20×1000 / (4×1287.025) = 244.097 mm ∴ S= 200 mm

Provide 20 mm bar at 200 mm c/c ∴ Provided Ast = 314.16×1000/200 = 1570.79 mm2 ∴ pt = 1570.79 ×100 / (1000×200) = 0.785%

But,

Maximum spacing = 3d = 420 mm or 450mm ie 420 mm IS 456 Cl 32.5b

Provide nominal vertical reinforcement 8mm @ 300mm c/c

STEP 5: CHECK FOR SHEAR

According to IS 456 Cl 31.6.2.2, the critical section for shear strength is taken at a

distance d from the face of the support. Thus, critical section is at d= 0.14m from the top of the

mat foundation i.e at 3.12 – 0.14 = 2.98m below the top edge of the wall.

Shear force at critical section, Vu is given by:

Vu = 1.5 × (Ka × Ws × Z + Ka × γ × Z2 /2 )

= 1.5 × (0.33 × 5 × 2.98 + 0.33 × 17 ×2.98 × 2.98/2) = 45.14 KN

Nominal shear stress τu = Vu/bd = 0.322 N/mm2


142

Permissible shear stress, τc = 0.5798 N/mm2 IS 456: Table 19

Since τc>τu, the designed section is safe in shear.

STEP 6: CHECK FOR DEFLECTION

Deflection criteria was followed according to IS 456 Cl 23.2a.

We have,

Leff= 3.12 + 0.14 = 3.26m

Allowable deflection = Leff/250 = 13.04mm

Actual deflection = Ps ∗leff

4

8EI+

Ps ∗leff4

30EI = 10.62 mm

Since actual deflection < allowable deflection, the design is safe according to deflection criteria.

STEP 7: CALCULATION OF HORIZONTAL REINFORCEMENT STEEL BAR

Area of horizontal reinforcement = 0.002Dh = 0.002 × 200 × 3120 = 1248 mm2

As the temperature changes occurs at the front face of the basement wall, 2/3 of

horizontal reinforcement is provided at the front face and 1.3 of horizontal reinforcement is

provided at the inner face.

a) Front face horizontal reinforcement steel = 2/3 × 1248 = 832 mm2

Providing 10 mm dia bar, number of bars required (N) = 832/ (3.14 × 102/ 4 ) = 11 nos

Spacing = (h – clear cover at both sides – dia) / ( N-1 ) IS 456: Cl 32.5d

or, � =3120−50−10

10= 306 ��

∴ Provide 10 mm dia bar at 300 mm c/c


143

b) Inner face horizontal reinforcement steel = 1/3 × 1248 = 416 mm2

Provide 8 mm dia bars. ∴ No of bar required ( N) = 416 / ( 3.14 /4 × 82) = 9

Spacing = (h – clear cover at both sides – dia) / ( N-1 ) IS 456: Cl 32.5d

or, � =3120−50−8

10= 382 ��

∴ Provide 8 mm dia bar at 350 mm c/c

But, maximum spacing = 3d = 3 × 140 = 420 mm or 450 mm

Hence, spacing provided for horizontal steel is OK.

EARTHQUAKE RESISTANT BUILDING DETAILING OF STRUCTURAL ELEMENT

143

DETAILING OF STRUCTURAL ELEMENT

8.1 INTRODUCTION

Detailing refers primarily to the determination of the number, size, layout and

location of reinforcement, given the element dimensions and areas of steel required. While

certain details such as lap and development lengths, hook requirements, cut- off points etc. are

covered by the code, the logic in many situations has to be developed individually by the

designer on the basis of sound engineering judgments. It is useless if the design calculations are

represented by a set of poorly detailed drawing.

8.2 REQUIREMENTS OF A GOOD DETAILING

The following are the requirements of a good detailing:

1. Special attention is given at knee joints of corners joints under opening and closing loads.

2. The ductile detailing is the major part to improve for improving seismic resistance.

3. To improve the seismic performance of the joint:

Provide full anchorage to beam bars in column.

Provide confinements at the joint also.

Put beam bars inside the column bar.

Make extra care during concreting to project from honeycomb.

4. Reinforcement detailing should be simple for fabrication and placing.

5. Cracks widths must be within acceptable limits under service conditions. This is achieved

by limiting the spacing of reinforcement and minimum amount of reinforcement.

6. There should be sufficient space for concrete to be properly poured and compacted that is

achieved by minimum spacing between bars and thus avoiding congestion of

reinforcement.

7. The detailing should be such that internal forces are safely transferred from one member

to another and from reinforcement to concrete.

EARTHQUAKE RESISTANT BUILDING DETAILING OF STRUCTURAL ELEMENT

144

8. Detailing of member as per code IS 13920-1993 considering the earthquake load and

concentrated loads uniformly distribute loads, uniformly varying loads, random loads,

internal load and dynamic force.

EARTHQUAKE RESISTANT BUILDING RECOMMENDATIONS

145

RECOMMENDATIONS

Design and analysis are two important tasks for the successfulness of the project. Each

part should be done with great care and wisely to minimize the error.

Manual calculation is the initial job and it is with the reference to basic design

principle and various codes. But it is difficult for multi-storied building hence the use of

computer aided design and analysis is to be used. SAP 2000 version 15 and AutoCAD provide

almost accuracy and time saving in the analysis of the structure.

During our project, there were certain limitations and constraints which are

enumerated here in along with appropriate recommendations:

1. Manual calculation should be done and compared with the results obtained from

the SAP 2000 version 15 results to check the accuracy of the analysis.

2. All the work should be done under the constant supervision of qualified

engineers.

3. All the size and standards should be adopted as prescribed in the design.

EARTHQUAKE RESISTANT BUILDING BIBLIOGRAPHY

146

BIBLIOGRAPHY

REFERENCE BOOKS:

Reinforced Concrete Limit State Design - Jain, A. K.

Reinforced Concrete Design - Sinha, S. N.

Limit State Design of Reinforced Concrete- Varghese, P.C.

Reinforced Concrete Design- Pillai, S. Unnikrishna & Menon, Devdas

Earthquake Resistant Design of Structures- Agarwal, Pankaj & Shrikhande,

Manish

Dynamics Of Structures- Anil K. Chopra

REFERENCE CODES:

IS 456 : 2000 Code of Practice for Plain and Reinforced Concrete

IS 875 : 1987 Code of Practice for Design Load for Building and

o Structures (Part I – Dead Loads; Part II – Imposed

Loads)

IS 1893(Part I):2002 Criteria for Earthquake Resistant Design of Structures

IS 4326 : 1993 Earthquake Resistant Design and Construction of Buildings

o Code of Practice

IS 13920 : 1993 Ductile Detailing of Reinforced Concrete Structures

o Subjected to Seismic Forces – Code of Practice

SP 16 Design Aids for Reinforced Concrete to IS 456:1978

SP 34 Handbook of Concrete Reinforcement And Detailing

Earthquake resistant design of apartment building

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