Design and Analysis of Transmission Tower at Allahabad

1

STRUCTURAL ANALYSIS & DESIGN OF STEEL

TRANSMISSION TOWER

A PROJECT REPORT SUBMITTED IN

PARTIAL FULFILLMENT FOR THE AWARD OF THE DEGREE OF

BACHELOR OF TECHNOLOGY (CIVIL ENGINEERING)

SUBMITTED TO

DR. A.P.J. ABDUL KALAM TECHNICAL UNIVERSITY

SUBMITTED BY

ABHIJIT KUMAR (1301000001)

ADIT YADAV (1301000005)

AMIT TIWARI (1301000011)

ASHUTOSH YADAV (1301000022)

DEEPESH PANDEY (1301000031)

UNDER THE SUPERVISION OF

MR. BRAJESH KUMAR SUMAN

ASSISTANT PROFESSOR

DEPT. OF CIVIL ENGINEERING

(MAY, 2017)

UNITED COLLEGE OFENGINEERING AND RESEARCH

A-31 UPSIDC INDUSTRIAL AREA, NAINI ALLAHABAD-211010

2

CERTIFICATE

This is to certify that Mr. Abhijit Kumar, Mr. Adit Yadav, Mr. Amit Tiwari, Mr. Ashutosh

Yadav and Mr. Deepesh Pandey of final year B.Tech, Civil Engineering(2013-2017) completed

their project work on “Analysis and Design of Steel Transmission Tower” assisted under my

supervision and guidance earnestly and diligence. They took keen interest in all the activities

regarding the project. I appreciate their sincerity and efforts.

Dr. Shikha saxena (Mr. B.K. Suman)

Head of Department Assistant Professor

Dept. of Civil Engg. Dept. of Civil Engg.

UCER, Allahabad UCER, Allahabad

3

ACKNOWLEDGEMENT

Every work accomplishment is a pleasure – a sense of satisfaction. However a number of people

always motivate, criticize and appreciated a work with their objective ideas and opinions hence

we would like to use this opportunity to thank all, who have directly or indirectly helped us to

accomplish this project.

Firstly,We would like to thank Dr. Shikha ma’am without whose support, this project

could not be completed, next we would like to thank Mr. B.K. Suman for his great guidance.

Next we would like to thank all the people, who gave their valuable time and feedback to this

project. We would like to thank our college for supporting us.

ABHIJIT KUMAR (1301000001)

ADIT YADAV (1301000005)

AMIT TIWARI (1301000011)

ASHUTOSH YADAV (1301000022)

DEEPESH PANDEY (1301000031)

4

CONTENTS

Chapter No. Title Page No.

Certificate 2

Acknowledgement 3

Content 4

Abstract 5

1 1.1 Introduction 6

1.2 Objective 11

1.3 Scope of project 12

2 Literature Review 13

3 Methodology 15

3.1 Section Property 16

3.2 Support 17

3.3 Types of load 18

3.4 Wind load calculations 21

4 Result and Discussion 23

4.1 post processing mode 23

4.2 End member force 24

4.3 Beam graph 26

4.4 Failure members 29

4.5 Steel take off 34

4.6 Design Result 36

5 Conclusion 48

Reference 50

5

ABSTRACT

In this project, the design of steel lattice tower prescribed for transmission of electricity by the

categorized gravity and lateral loads has been studied and analyzed for the employment of the

project. The analysis has been done by taking different combination of loads and then the design

has been come into picture using the code module IS 800:2007. The present work describes the

analysis and design of transmission line tower of 30 meter height viz. various parameters. In

design of tower for weight optimization some parameters are considered such as; base width,

height of tower, outline of tower. Using STAAD Pro. , analysis of transmission towers has been

carried out as a 3-D structure. The tower members are designed as angle section .Transmission

line tower constitute about 28 to 42 percent of the cost of the transmission power line project.

The increasing demand for electricity can be made more economical by developing different

light weight configuration of transmission line tower. In this study an attempt is made to model,

analyse and design a 220KV transmission line tower using manual calculations. The tower is

designed in wind zone – II with base width 1/6thof total height of the tower. This objective is

made by choosing a 220 KV single circuit transmission line carried by square base self

supporting tower with a view to optimize the existing geometry .Structure is made determinate

by excluding the horizontal members and axial forces are calculated using method of joints and

design is carried out as per IS CODE 800:2007. The desired safety factors have been actuated

contemplating the selected location i.e Allahabad. The various factors including environmental

and materials used for the structure is also considered. The software tool used in the process is

STAAD.Pro 2008. The load calculations were performed manually but the analysis and design

results were obtained through STAAD.Pro 2008. At all stages, the effort is to provide optimally

safe design along with keeping the economic considerations.

6

CHAPTER 1

1.1 INTRODUCTION

India has a large population residing all over the country and the electricity supply need of this

population creates requirement of a large transmission and distribution system. Also, the

disposition of the primary resources for electrical power generation viz., coal, hydro potential is

quite uneven, thus again adding to the transmission requirements. Transmission line is an

integrated system consisting of conductor subsystem, ground wire subsystem and one subsystem

for each category of support structure. Mechanical supports of transmission line represent a

significant portion of the cost of the line and they play an important role in the reliable power

transmission. They are designed and constructed in wide variety of shapes, types, sizes,

Configurations and materials.

The supporting structure types used in transmission lines generally fall into one of the three

categories: lattice, pole and guyed. The supports of EHV transmission lines are normally steel

lattice towers. The cost of towers constitutes about quarter to half of the cost of transmission line

and hence optimum tower design will bring in substantial savings. The selection of an optimum

outline together with right type of bracing system contributes to a large extent in developing an

economical design of transmission line tower. The height of tower is fixed by the user and the

structural designer has the task of designing the general configuration and member and joint

details.

The goal of every designer is to design the best (optimum) systems. But, because of the practical

restrictions this has been achieved through intuition, experience and repeated trials, a process

that has worked well.

7

A steel transmission tower is a tall structure, usually a steel lattice tower, used to support an

overhead power line. They are used in high voltage AC and DC system, and come in a wide

variety of shape and sizes. Typical height ranges from 15 to 55 m (49 to 180 ft) though the tallest

are the 370 m (1214 ft).

In addition to steel other materials may be used, including concrete and wood. The transmission

tower is an important tower accessory and the performance of the transmission line very much

on the design of the transmission tower. The electric transmission tower can be classified several

ways. Here we will try to classify it broadly.

The most obvious and visible owe type tower are-

1. Lattice structure

2. Tubular pole structure

Lattice structure

Lattice steel towers are made up of many different steel structural components connected

together with bolts or welded. Many different types of lattice steel towers exist. These towers

are also called self-supporting transmission towers or free-standing towers, due to their

ability to support themselves. These towers are not always made of steel; they can also be

made of aluminum or galvanized steel. Self- supporting lattice structure are used for

electricity transmission line tower. The lattice structure can be erected easily in very

inaccessible location as the tower member can be easily transported. Lattice structure are

light and cost effective.

Tubular steel poles: Tubular steel poles are another of the major types of transmission

towers. They are made up of hollow steel poles. Tubular steel poles can be manufactured as

one large piece, or as several small pieces which fit together

8

Fig-1.1: Transmission Tower

.

Components of transmission tower

Transmission tower consists of following parts

1- Boom of transmission tower

2- Cage of transmission tower

3- Cross arm of transmission tower

9

4- Peak of transmission tower

5- Transmission tower body

Peak of transmission tower

The Peak of transmission tower is mainly used for lay ground wire in suspension clamp and

tension clamp in suspension and angle tower locations. Peak is a portion of the above vertical

configuration of top cross arm. We can simply say that Peak is the section above the boom in

case of the horizontal section of tower. The peak height depend on the specific angle of shield

and clearance of mid span.

Fig-1. 2: Peak of Transmission Tower

Cross arm of transmission tower

Cross Arm is one of the key components of transmission line and it holds the power conductor.

Cross arm can vary due to the location and power carried by the transmission line. Number of

cross arms depend on the number of circuits consist in Transmission Line

10

Fig- 1.3: Cross Arm of Steel Transmission Tower

The Cage

The area between tower body and peak is known as the cage of the Transmission Tower. The

main vertical section of any transmission tower is named as cage. Normally cross section of cage

takes square shape and the shape is also depending on the height of the transmission line.

Fig-1.4: Cage Of Transmission Tower

Body of Tower

Tower body is the main part of the tower which connects the boom and the cage to tower

foundation on body extension or the leg extension. The shape of the body is square type and

tower body consist two columns which connected ate the end of the foundations.

11

Fig1.5- Tower Body

1.2 OBJECTIVE

The objective of this project is to analyse and design a steel transmission tower using STAAD

Pro.The tower is situated at Allahabad, which comes into wind zone II

1.3 SCOPE OF PRESENT WORK:

Continuous demand due to increasing population in all sectors viz. residential, commercial and

industrial leads to requirement of efficient, consistent and adequate amount of electric power

supply which can only be fulfilled by using the Conventional Transmission Towers.It can be

substituted between the transmission line of wide based tower where narrow width is required for

certain specified distance.

12

Effective static loading on transmission line structure, conductor and ground wire can be

replaced with the actual dynamic loading and the results can be compared. Attempt in changing

the shape of cross arm can lead to wonderful results. Rapid urbanization and increasing demand

for electric, availability of land leads to involve use of tubular shape pole structure. also

restricted area (due to non-availability of land), more supply of electric energy with available

resources and for continuous supply without any interruption in the transmission line, will

demand the use of high altitude narrow based steel lattice transmission.

13

CHAPTER 2

LITERATURE REVIEW

GENERAL

Research work done in the last twenty years in the area of transmission line tower failures, X-

braced panels, K-braced panels, single angle compression members, behavior of bolted

connections, dynamic behavior of towers, local buckling in angle sections have been reviewed in

this chapter and is broadly classified into two phases namely, analytical studies on cross bracing

systems, analytical studies on the failure of transmission line towers in the field and experimental

investigations on cross bracing systems and on the transmission line towers in the laboratory.

(Y. M. Ghugal, U. S. Salunkhe ,2011) Analysis and Design of Three and Four Legged

400KV Steel Transmission Line Towers: The four legged lattice towers are most commonly

used as transmission line towers. Three legged towers only used as telecommunication,

microwaves, radio and guyed towers but not used in power sectors as transmission line towers.

In this study an attempt is made that the three legged towers are designed as 400 KV double

circuit transmission line tower. The present work describes the analysis and design of two self-

supporting 400 KV steel transmission line towers viz three legged and four legged models using

common parameters such as constant height, bracing system, with an angle sections system are

carried out. In this study constant loading parameters including wind forces as per IS: 802 (1995)

are taken into account. After analysis, the comparative study is presented with respective to

slenderness effect, critical sections, forces and deflections of both three legged and four legged

towers. A saving in steel weight up to 21.2% resulted when a three legged tower is compared

with a four legged type.

(V. Lakshmi1, A. Rajagopala Rao,2003) Effect of medium wind intensity on 21m 132kv

transmission tower: The Recommendations of IS 875-1987, Basic wind speeds, Influence of

height above ground and terrain, Design wind speed, Design wind pressure, Design wind force is

explained in detailed. An analysis is carried out for the tower and the performance of the tower

and the member forces in all the vertical, horizontal and diagonal members are evaluated. The

critical elements among each of three groups are identified. In subsequent chapters the

14

performance of tower under abnormal conditions such as localized failures are evaluated. The

details of load calculation, modeling and analysis are discussed. The wind intensity converted

into point loads and loads are applied at panel joints.

(G.Visweswara Rao,1995) Optimum designs for transmission line towers: A method for the

development of optimized tower designs for extra high-voltage transmission lines is presented in

the paper. The optimization is with reference to both tower weight and geometry. It is achieved

by the control of a chosen set of key design parameters. Fuzziness in the definition of these

control variables is also included in the design process. A derivative free method of nonlinear

optimization is incorporated in the program, specially developed for the configuration, analysis

and design of transmission line towers. A few interesting result of both crisp and fuzzy

optimization, relevant to the design of a typical double circuit transmission line tower under

multiple loading condition, are presented.

(S.Christian Johnson 1 G.S.Thirugnanam 2010) Experimental study on corrosion of

transmission line tower foundation and its rehabilitation: In transmission line towers, the

tower legs are usually set in concrete which generally provides good protection to the steel.

However defects and cracks in the concrete can allow water and salts to penetrate with

subsequent corrosion and weakening of the leg. When ferrous materials oxidized to ferrous oxide

(corrosion) its volume is obviously more than original ferrous material hence the chimney

concrete will undergo strain resulting in formation of cracks. The cracks open, draining the water

in to chimney concrete enhancing the corrosion process resulting finally in spelling of chimney

concrete. This form of corrosion of stub angle just above the muffing or within the muffing is

very common in saline areas. If this is not attended at proper time, the tower may collapse under

abnormal climatic conditions. Maintenance and refurbishment of in-service electric power

transmission lines require accurate knowledge of components condition in order to develop cost

effective programs to extend their useful life. Degradation of foundation concrete can be best

assessed by excavation. This is the most rigorous method since it allows determination of the

extent and type of corrosion attack, including possible involvement of microbial induced

corrosion. In this paper, Physical, Chemical and electro chemical parameters, studied on

transmission line tower stubs excavated from inland and coastal areas have been presented. A

methodology for rehabilitation of transmission tower stubs has been discussed.

15

CHAPTER -3

METHODOLOGY

The principle objective of this project is to analyze and design Steel Transmission Tower using

STAAD Pro. The design involves load calculations manually and analyzing the whole structure

by STAAD Pro. The design methods used in STAAD Pro analysis are Limit State Design

confirming to Indian standard code of practice. STAAD Pro features a state of the art user

interface, visualization tools, powerful analysis and design engines with advanced finite elements

and dynamic analysis capabilities. From model generation, analysis and design to visualization

and result verification, STAAD Pro is the professional choice. Initially we started with the

analysis of simple to dimensional frames and manually checked the accuracy of the software

with our results. The results proved to be very accurate. We analyzed & design a Steel

Transmission Tower initially for all possible load combinations (dead, live, wind, and seismic

loads).

STAAD Pro has a very interactive user interface which allows the users to draw the frame and

input the load values and dimensions. Then according to the specified criteria assigned it analysis

the structure and designs the members.

We continued with our work with some more 2D & 3D frames under various loads

combinations. Our final work was the proper analysis & design of Steel Transmission Tower

under various load combinations. The total height of Steel Transmission Tower is 30m and

structure is subjected to self weight, dead load, live load, & wind load under the load case details

of STAAD Pro.

The wind load values are generated by STAAD Pro considering the given wind intensities with

the specifications of IS 875 Part 3.

The materials were specified & cross sections of beams in members were assigned. The supports

at the base of the structure were specified as fixed. Then STAAD Pro was used to analyze the

structure and design the members. In the post processing mode after the completion of design we

can work on structure and study bending moment and shear force values with generated

16

diagrams. We may also check the Deflections of various members under the given loading

combinations.

The design of the Steel Transmission Tower is depend upon the minimum requirements as

prescribed in the Indian Standard codes. Strict conformity loading standards recommended in

this code, it is hoped that it will ensure the structural safety of the tower which are being

designed. Structure and structural elements were normally designed by limit state methods.

3.1 SECTION PROPERTY

There are four types of angle are used in this tower.

1- ISA 200*200*25 (For main legs)

2- ISA 100*100*8 (For diagonal bracing)

3- ISA 130*130*10 (for horizontal bracing)

4- ISA 90*90*12 (For cross arm)

Fig 3.1 Section Properties

3.2 SUPPORT SYSTEM FOR THE TOWER

Supports are arguably one of the most important aspects of a structure, as it specifies how the

forces within the structure are transferred to the ground. This knowledge is required before

solving the model, as it tells us what the boundary conditions are.

17

The support used for this project tower is fixed support.

FIXED SUPPORT

A fixed support is the most rigid type of support or connection. They are also known as rigid

support.

It can resist vertical and horizontal forces as well as moment since they restrain both rotation and

translation.

Fig 3.2 Fix Support

3.3 TYPES OF LOADS FOR ANALYSIS AND DESIGN

For the Transmission tower, analysis was performed and the design done for the following loads:

18

Self Weight

Wind load

Cable load

Self Weight

The self weight is precisely considered as the dead load of the structure as these loads neither

change their position nor do they vary their magnitude. Actually, according to IS 1911:1967, the

density of steel is 7850 kg/m3 but we have assumed the self weight of both super and

substructure of the tower as 1 kN/m2 in downward direction

CABLE LOAD

The weight of the cable wire constitute cable load.

Fig:3.1 Cable Load

The forces at the support ends of the cable can be estimated as

T = (H2 + (w L / 2)

2)0.5

where T = forces at supports

and, H = mid span force in the cable and can be calculated as:

H = w L2 / (8 d)

http://www.engineeringtoolbox.com/force-d_990.html

19

Where w = unit weight of the cable

L = cable span

d = cable sag

Since the wires are in sag position, therefore the load is inclined at some angle .

Hence this load is resolved into two components namely horizontal and vertical.

Horizontal components are canceled due to equal and opposite forces acting on tower.

Vertical component adds up to the self weight of the tower.

Fig – 3.2 Cable Load on Tower

WIND LOAD

The term wind denotes almost exclusively to horizontal wind. Wind pressure, therefore, acts

horizontally on the exposed surfaces of towers. Here, we have followed Design wind speed as

per IS: 875-1987.

The design wind speed (Vz) is obtained by multiplying the basic wind speed (Vb) by the factors

k1,k2 and k3.

Vz =Vb×k1×k2 ×k3

Where, Vb= the basic wind speed in m/s at 10 m height

20

K1= probability factor (or risk coefficient)

K2 = terrain, height and structure size factor

K3 = topography factor. The basic wind speed of Allahabad is taken as 47 m/s as per IS-

875:1987 Part-III.

Probability factor (or risk coefficient), k1

The factor k1is based on statistical concept which take account of degree of reliability required a

period of time in years during which there will be exposure to wind. In actual practice the factor

k1 depends on type and importance of structure, design life of structure and basic wind speed in

the region

Terrain, height and structure size factor, k2

This factor takes into account terrain roughness, height and size of structure for determining k2 .

Terrains are classified in to four categories and structures according to their heights into three

classes.

Categories of structure

There are mainly four categories of structure for terrain, height and structure size which are as

follows:

Category 1:

This represents exposed open terrain with few or no obstructions i.e. open sea coasts and flat

treeless plains.

Category 2:

This represents open terrain with well scattered obstructions having height between 1.5 to 10 m.,

i.e. air fields, under developed built-up outskirts of towns and suburbs.

Category 3:

This represents terrain with numerous closely spaced obstructions. This category includes well

wooded areas, shrubs, towns and industrial areas fully or partially developed.

Category 4:

This represents terrain with numerous large high closely spaced obstructions above 25m., i.e.

large city centres.

21

Classes of structure

There are mainly three Classes of structure are as follows:

Class A:

Structures having maximum dimension less than 20m.

Class B:

Structures having maximum dimension between 20m to 50 m

Class C:

Structures having maximum dimension greater than 50m

Fig 3.3 – Wind Load On Tower

.3.2 WIND LOAD CALCULATION

The design wind pressure Pz is calculated by the following equation

Pz = 0.6 xVz2

Where, Pz = design wind pressure in N/m2

Vz = design wind speed in m/s .

To calculate design wind pressure, Vz= VR×K1×K2

VR = reduced wind speed

VR = Vb/k0

22

Vb = basic wind speed

K0 =1.375 [conversion factor]

K1 = risk coefficient

K2 = terrain roughness coefficient.

Wind Pressure Details:

Basic wind speed Vb = 47 m/s

Wind zone –II

Reliability level –2

Terrain category –2

Reference wind speed VR = Vb/Ko

= 47/1.375

= 34.1818 m/s

Design wind speed Vz = VR x k1 x k2

K1=risk coefficient for wind zone II and return period 50 years =1

K2=Terrain roughness coefficient for open terrain category 2 =1

Therefore, Vz = 34.1818 x 1 x 1

= 34.1818 m/s.

Now, Design wind pressure Pz = 0.6 x Vz2

= 0.6 x 34.18182

= 701.03 N/m2

23

CHAPTER –4

RESULTS AND DISCUSSION

4.1 POST PROCESSING MODE

Fig-4.1

24

Table – Summery Of Displacement

4.2 ANALYSIS

4.3 END MEMBER FORCE

Table End Member Force

25

4.4 SUMMERY OF END MEMBER FORCES

Table Summery Of End Members Forces

4.5 ENVELOP OF END MEMBER FORCE

Table Envelop Of End Member Force

26

4.6 BEAM GRAPH

Fig-4.2

Fig – 4.3

27

Fig 4.4

Fig 4.5

28

Fig – 4.6

Fig – 4.7

29

4.6 LIST OF FAILURE MEMBER

Bea

m

Analysi

s

Propert

y

Design

Property

Actu

al

Rati

o

Allo

wabl

e

Rati

o (

Ratio

Act./

Allo

w.)

Clause L/

C

Ax

(cm2)

Iz

(cm4)

Iy

(cm4)

Ix

(cm4) 5 ISA200X

200

ISA200x2

00

09E

+3

1.00

0

409E

+3

IS-

7.1.1(A)

4 94.100 1.44E+3 5.51E

+3

196.042 110 ISA130X

130

ISA200x2

00

4.57

6

1.00

0

4.57

6

IS-

7.1.1(A)

4 94.100 1.44E+3 5.51E

+3

196.042 116 ISA130X

130

ISA200x2

00

3.69

5

1.00

0

3.69

5

IS-7.1.2 4 94.100 1.44E+3 5.51E

+3

196.042 6 ISA200X

200

ISA200x2

00

3.60

9

1.00

0

3.60

9

IS-

7.1.1(A)

4 94.100 1.44E+3 5.51E

+3

196.042 211 ISA130X

130

ISA200x2

00

3.19

0

1.00

0

3.19

0

IS-7.1.2 4 94.100 1.44E+3 5.51E

+3

196.042 207 ISA130X

130

ISA200x2

00

2.91

5

1.00

0

2.91

5

IS-7.1.2 4 94.100 1.44E+3 5.51E

+3

196.042 114 ISA130X

130

ISA200x2

00

2.91

3

1.00

0

2.91

3

IS-

7.1.1(B)

4 94.100 1.44E+3 5.51E

+3

196.042 209 ISA130X

130

ISA200x2

00

2.86

3

1.00

0

2.86

3

7.1.2

BENDC

4 94.100 1.44E+3 5.51E

+3

196.042 208 ISA130X

130

ISA200x2

00

2.84

5

1.00

0

2.84

5

IS-7.1.2 4 94.100 1.44E+3 5.51E

+3

196.042 112 ISA130X

130

ISA200x2

00

2.76

0

1.00

0

2.76

0

7.1.2

BENDC

4 94.100 1.44E+3 5.51E

+3

196.042 90 ISA200X

200

ISA200x2

00

2.69

0

1.00

0

2.69

0

IS-

7.1.1(A)

4 94.100 1.44E+3 5.51E

+3

196.042 113 ISA130X

130

ISA200x2

00

2.46

3

1.00

0

2.46

3

IS-

7.1.1(B)

4 94.100 1.44E+3 5.51E

+3

196.042 210 ISA130X

130

ISA200x2

00

2.31

8

1.00

0

2.31

8

IS-

7.1.1(B)

4 94.100 1.44E+3 5.51E

+3

196.042 212 ISA130X

130

ISA200x2

00

2.25

0

1.00

0

2.25

0

7.1.2

BENDC

4 94.100 1.44E+3 5.51E

+3

196.042 89 ISA200X

200

ISA200x2

00

2.23

6

1.00

0

2.23

6

IS-

7.1.1(A)

4 94.100 1.44E+3 5.51E

+3

196.042 7 ISA200X

200

ISA200x2

00

2.20

1

1.00

0

2.20

1

IS-

7.1.1(A)

4 94.100 1.44E+3 5.51E

+3

196.042 115 ISA130X

130

ISA200x2

00

2.19

5

1.00

0

2.19

5

7.1.2

BENDC

4 94.100 1.44E+3 5.51E

+3

196.042 8 ISA200X

200

ISA200x2

00

2.18

4

1.00

0

2.18

4

IS-

7.1.1(A)

4 94.100 1.44E+3 5.51E

+3

196.042 109 ISA130X

130

ISA200x2

00

1.93

7

1.00

0

1.93

7

IS-

7.1.1(B)

4 94.100 1.44E+3 5.51E

+3

196.042 206 ISA130X

130

ISA200x2

00

1.93

1

1.00

0

1.93

1

IS-

7.1.1(A)

4 94.100 1.44E+3 5.51E

+3

196.042 123 ISA90X9

0X1

ISA200x2

00

1.81

8

1.00

0

1.81

8

IS-

7.1.1(A)

4 94.100 1.44E+3 5.51E

+3

196.042 3 ISA200X

200

ISA200x2

00

1.80

2

1.00

0

1.80

2

IS-

7.1.1(B)

4 94.100 1.44E+3 5.51E

+3

196.042 2 ISA200X

200

ISA200x2

00

1.73

2

1.00

0

1.73

2

IS-

7.1.1(A)

4 94.100 1.44E+3 5.51E

+3

196.042 92 ISA200X

200

ISA200x2

00

1.65

1

1.00

0

1.65

1

IS-

7.1.1(B)

4 94.100 1.44E+3 5.51E

+3

196.042 91 ISA200X

200

ISA200x2

00

1.63

3

1.00

0

1.63

3

IS-

7.1.1(A)

4 94.100 1.44E+3 5.51E

+3

196.042 119 ISA100X

100

ISA200x2

00

1.47

4

1.00

0

1.47

4

IS-7.1.2 4 94.100 1.44E+3 5.51E

+3

196.042 205 ISA130X

130

ISA200x2

00

1.44

9

1.00

0

1.44

9

IS-

7.1.1(A)

4 94.100 1.44E+3 5.51E

+3

196.042 121 ISA90X9

0X1

ISA200x2

00

1.35

5

1.00

0

1.35

5

IS-7.1.2 4 94.100 1.44E+3 5.51E

+3

196.042

STAAD SPACE -

LOADING 1 LOADTYPE DEAD TITLE LOAD CASE 1-----------

SELFWEIGHT Y -1.000

ACTUAL WEIGHT OF THE STRUCTURE = 129.549 KN

STRUCTURAL ELEMENTS IN LOAD CASE 1 ALONG Y.

THIS COULD BE DUE TO SELFWEIGHT APPLIED TO SPECIFIC

LIST OF MEMBERS/PLATES/SOLIDS/SURFACES.

TOTAL UNFACTORED WEIGHT OF THE STRUCTURE = 137.889 KN

TOTAL UNFACTORED WEIGHT OF THE STRUCTURE APPLIED = 129.549 KN

30

LOADING 2 LOADTYPE LIVE REDUCIBLE TITLE LOAD CASE 2 -----------

JOINT LOAD - UNIT KN METE

JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z

13 0.00 -500.00 0.00 0.00 0.00 0.00

80 0.00 -500.00 0.00 0.00 0.00 0.00

81 0.00 -500.00 0.00 0.00 0.00 0.00

LOADING 3 LOADTYPE WIND TITLE LOAD CASE 3 -----------

JOINT LOAD - UNIT KN METE

JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z

5 0.53 0.00 0.00 0.00 0.00 0.00

8 0.53 0.00 0.00 0.00 0.00 0.00

9 0.96 0.00 0.00 0.00 0.00 0.00

12 0.96 0.00 0.00 0.00 0.00 0.00

13 0.32 0.00 0.00 0.00 0.00 0.00

14 1.09 0.00 0.00 0.00 0.00 0.00

15 1.24 0.00 0.00 0.00 0.00 0.00

16 1.27 0.00 0.00 0.00 0.00 0.00

17 1.41 0.00 0.00 0.00 0.00 0.00

18 0.46 0.00 0.00 0.00 0.00 0.00

19 1.09 0.00 0.00 0.00 0.00 0.00

20 1.24 0.00 0.00 0.00 0.00 0.00

21 1.27 0.00 0.00 0.00 0.00 0.00

22 1.41 0.00 0.00 0.00 0.00 0.00

23 0.46 0.00 0.00 0.00 0.00 0.00

34 0.64 0.00 0.00 0.00 0.00 0.00

37 0.64 0.00 0.00 0.00 0.00 0.00

42 0.64 0.00 0.00 0.00 0.00 0.00

43 0.64 0.00 0.00 0.00 0.00 0.00

44 0.64 0.00 0.00 0.00 0.00 0.00

45 0.64 0.00 0.00 0.00 0.00 0.00

47 1.37 0.00 0.00 0.00 0.00 0.00

31

48 1.58 0.00 0.00 0.00 0.00 0.00

49 1.67 0.00 0.00 0.00 0.00 0.00

50 1.66 0.00 0.00 0.00 0.00 0.00

CENTER OF FORCE BASED ON Y FORCES ONLY (METE).

(FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS)

X = 0.202424988E+01

Y = 0.151283733E+02

Z = 0.202909972E+01

***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 1 )

SUMMATION FORCE-X = -0.00

SUMMATION FORCE-Y = -129.55

SUMMATION FORCE-Z = -0.00

SUMMATION OF MOMENTS AROUND THE ORIGINMX=

262.87 MY= 0.00 MZ= -262.24

***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 1 )

SUMMATION FORCE-X = 0.00

SUMMATION FORCE-Y = 129.55

SUMMATION FORCE-Z = 0.00

SUMMATION OF MOMENTS AROUND THE ORIGINMX=

-262.87 MY= -0.00 MZ= 262.24

MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 1)

MAXIMUMS AT NODE

32

X = -1.05377E-01 78

Y = -2.13147E-01 39

Z = 1.90213E-01 40

RX= 9.16579E-04 81

RY= -8.92220E-04 84

RZ= -8.50960E-04 85

EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KN METE )-

JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/

INT FX INT FY INT FZ INT MX INT MY INT MZ

SUPPORT=1

1 -0.00 -0.51 -0.00 0.06 0.00 -0.06

-2.03 -23.06 -2.03 -0.06 0.00 0.06

111000

2 0.00 -1.52 -0.00 0.09 0.00 0.09

3.18 -38.74 -2.43 -0.09 0.00 -0.09

111000

3 0.00 -1.52 0.00 -0.09 0.00 0.09

1.29 -23.78 1.28 0.09 -0.00 -0.09

111000

4 -0.00 -1.52 0.00 -0.09 0.00 -0.09

-2.45 -38.90 3.19 0.09 0.00 0.09

111000

STAAD.Pro CODE CHECKING - (IS-800:1984) v1.1

***********************

ALL UNITS ARE - KN METE (UNLESS OTHERWISE Noted)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/

FX MY MZ LOCATION

33

====================================================================

===

1 ST ISA200X200X25 (INDIAN SECTIONS)

PASS IS-7.1.1(A) 0.824 4

523.21 C -10.69 -9.75 0.00


FAIL IS-7.1.1(A) 1.732 4

688.54 C 50.08 -28.78 0.00


FAIL IS-7.1.1(B) 1.802 4

525.16 C -54.80 -35.10 0.00


FAIL IS-7.1.1(A) 1.071 4

676.35 C 33.31 -10.94 0.00

EQN. 7.1.1(A) CANNOT BE CHECKED PROPERLY.


FAIL IS-7.1.1(A) ******* 4

1199.25 C 4.59 -24.83 0.00


FAIL IS-7.1.1(A) 3.609 4

902.66 C -4.79 -24.72 4.00


FAIL IS-7.1.1(A) 2.201 4

581.29 C -2.13 -39.55 0.00


FAIL IS-7.1.1(A) 2.184 4

580.67 C -12.61 -39.15 4.00

34

4.7 STEEL TAKE-OFF

PROFILE LENGTH(METE) WEIGHT(KN )

ST ISA200X200X25 110.86 80.136

ST ISA100X100X8 366.46 43.353

ST ISA130X130X10 32.00 6.170

ST ISA90X90X12 53.03 8.230

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

TOTAL = 137.889

MEMBER PROFILE LENGTH WEIGHT

METE) (KN )

1 ST ISA200X200X25 3.34 2.416

2 ST ISA200X200X25 3.34 2.416

3 ST ISA200X200X25 3.34 2.416

4 ST ISA200X200X25 3.34 2.416

5 ST ISA200X200X25 4.00 2.891

6 ST ISA200X200X25 4.00 2.891

7 ST ISA200X200X25 4.00 2.891

8 ST ISA200X200X25 4.00 2.891

9 ST ISA100X100X8 2.45 0.290

10 ST ISA100X100X8 2.45 0.290

11 ST ISA100X100X8 2.45 0.290

12 ST ISA100X100X8 2.45 0.290

13 ST ISA130X130X10 2.00 0.386

14 ST ISA130X130X10 2.00 0.386

15 ST ISA130X130X10 2.00 0.386

16 ST ISA130X130X10 2.00 0.386

17 ST ISA100X100X8 2.00 0.237

18 ST ISA100X100X8 2.00 0.237

19 ST ISA200X200X25 2.00 1.446

20 ST ISA100X100X8 2.00 0.237

21 ST ISA200X200X25 3.34 2.416

35

22 ST ISA200X200X25 3.34 2.416

23 ST ISA200X200X25 3.34 2.416

24 ST ISA200X200X25 3.34 2.416

25 ST ISA100X100X8 3.34 0.395

26 ST ISA200X200X25 3.34 2.416

27 ST ISA200X200X25 3.34 2.416

28 ST ISA200X200X25 3.34 2.416

29 ST ISA200X200X25 3.34 2.416

30 ST ISA200X200X25 3.34 2.416

31 ST ISA200X200X25 3.34 2.416

32 ST ISA200X200X25 3.34 2.416

33 ST ISA200X200X25 3.34 2.416

34 ST ISA200X200X25 3.34 2.416

35 ST ISA200X200X25 3.34 2.416

36 ST ISA200X200X25 3.34 2.416

37 ST ISA200X200X25 3.34 2.416

38 ST ISA200X200X25 3.34 2.416

39 ST ISA200X200X25 3.34 2.416

40 ST ISA200X200X25 3.34 2.416

41 ST ISA100X100X8 2.65 0.314

42 ST ISA100X100X8 2.53 0.300

43 ST ISA100X100X8 2.42 0.286

44 ST ISA100X100X8 2.32 0.274

45 ST ISA100X100X8 2.22 0.263

46 ST ISA100X100X8 2.14 0.253

47 ST ISA100X100X8 2.65 0.314

48 ST ISA100X100X8 2.53 0.300

49 ST ISA100X100X8 2.42 0.286

50 ST ISA100X100X8 2.32 0.274

51 ST ISA100X100X8 2.22 0.263

52 ST ISA100X100X8 2.14 0.253

36

53 ST ISA100X100X8 2.65 0.314

54 ST ISA100X100X8 2.53 0.300

55 ST ISA100X100X8 2.42 0.286

56 ST ISA100X100X8 2.32 0.274

57 ST ISA100X100X8 2.22 0.263

58 ST ISA100X100X8 2.14 0.253

59 ST ISA100X100X8 1.84 0.217

60 ST ISA100X100X8 1.95 0.230

61 ST ISA100X100X8 2.06 0.244

62 ST ISA100X100X8 2.18 0.258

63 ST ISA100X100X8 2.30 0.272

64 ST ISA100X100X8 2.43 0.288

65 ST ISA100X100X8 2.65 0.314

66 ST ISA100X100X8 2.53 0.300

67 ST ISA100X100X8 2.42 0.286

68 ST ISA100X100X8 2.32 0.274

69 ST ISA100X100X8 2.22 0.263

70 ST ISA100X100X8 2.14 0.253

71 ST ISA100X100X8 1.84 0.217

DESIGN RESULTS

Beam Analysis Design Actual Allowable Ratio Clause L/C Ax Iz Iy Ix

2

4

4

4

Property

Property

Ratio

Ratio

(Act./Allow.)

(cm ) (cm )

(cm )

(cm )

1 ISA200X200

ISA200x200

x 0.864 1.000 0.864 IS-7.1.1(A) 4 90.600 1.38E+3 5.34E+3 173.952

2 ISA200X200

ISA200x200

x 1.732 1.000 1.732 IS-7.1.1(A) 4 94.100 1.44E+3 5.51E+3 196.042

3 ISA200X200

ISA200x200

x 1.802 1.000 1.802 IS-7.1.1(B) 4 94.100 1.44E+3 5.51E+3 196.042

37

4 ISA200X200

ISA200x200

x 1.071 1.000 1.071 IS-7.1.1(A) 4 94.100 1.44E+3 5.51E+3 196.042

5 ISA200X200

ISA200x200

x 09E+3 1.000 409E+3 IS-7.1.1(A) 4 94.100 1.44E+3 5.51E+3 196.042

6 ISA200X200

ISA200x200

x 3.609 1.000 3.609 IS-7.1.1(A) 4 94.100 1.44E+3 5.51E+3 196.042

7 ISA200X200

ISA200x200

x 2.201 1.000 2.201 IS-7.1.1(A) 4 94.100 1.44E+3 5.51E+3 196.042

8 ISA200X200

ISA200x200

x 2.184 1.000 2.184 IS-7.1.1(A) 4 94.100 1.44E+3 5.51E+3 196.042

9 ISA100X100

ISA200x150

x 0.910 1.000 0.910 IS-7.1.1(A) 4 34.300 369.013 1.74E+3 11.433

10 ISA100X100

ISA150x150

x 1.000 1.000 1.000 IS-7.1.1(A) 4 29.200 259.308 1.02E+3 9.733

11 ISA100X100

ISA200x150

x 0.884 1.000 0.884 IS-7.1.1(A) 4 34.300 369.013 1.74E+3 11.433

12 ISA100X100

ISA150x150

x 0.991 1.000 0.991 IS-7.1.1(A) 4 29.200 259.308 1.02E+3 9.733

13 ISA130X130

ISA200x200

x 1.263 1.000 1.263 IS-7.1.1(B) 4 94.100 1.44E+3 5.51E+3 196.042

14 ISA130X130

ISA200x200

x 0.969 1.000 0.969 IS-7.1.1(B) 4 94.100 1.44E+3 5.51E+3 196.042

15 ISA130X130

ISA150x150

x 0.969 1.000 0.969 IS-7.1.1(A) 4 34.800 304.904 1.2E+3 16.704

16 ISA130X130

ISA130x130

x 0.949 1.000 0.949 7.1.2 BEND C 4 25.100 165.783 651.674 8.367

17 ISA100X100

ISA135x65x

1 0.985 1.000 0.985 IS-7.1.1(B) 4 22.700 41.986 442.645 10.896

38

18 ISA100X100

ISA200x150

x 0.920 1.000 0.920 IS-7.1.1(A) 4 34.300 369.013 1.74E+3 11.433

19 ISA200X200

ISA200x150

x 0.977 1.000 0.977 IS-7.1.2 4 34.300 369.013 1.74E+3 11.433

20 ISA100X100

ISA125x95x

8 0.936 1.000 0.936 IS-7.1.2 4 17.000 71.442 336.605 3.627

21 ISA200X200

ISA200x200

x 0.871 1.000 0.871 IS-7.1.1(A) 4 90.600 1.38E+3 5.34E+3 173.952

22 ISA200X200

ISA200x200

x 0.939 1.000 0.939 IS-7.1.1(A) 4 76.400 1.18E+3 4.58E+3 101.867

23 ISA200X200

ISA200x200

x 0.898 1.000 0.898 IS-7.1.1(A) 4 76.400 1.18E+3 4.58E+3 101.867

24 ISA200X200

ISA200x200

x 0.946 1.000 0.946 IS-7.1.1(A) 4 76.400 1.18E+3 4.58E+3 101.867

25 ISA100X100

ISA200x200

x 0.855 1.000 0.855 IS-7.1.1(A) 4 61.800 969.123 3.77E+3 52.736

26 ISA200X200

ISA200x200

x 1.175 1.000 1.175 IS-7.1.1(A) 4 94.100 1.44E+3 5.51E+3 196.042

27 ISA200X200

ISA200x200

x 1.013 1.000 1.013 IS-7.1.1(A) 4 94.100 1.44E+3 5.51E+3 196.042

28 ISA200X200

ISA200x200

x 1.018 1.000 1.018 IS-7.1.1(A) 4 94.100 1.44E+3 5.51E+3 196.042

Beam Analysis Design Actual Allowable Ratio Clause L/C Ax Iz Iy Ix

29 ISA200X200 ISA200x200x 1.088 1.000 1.088 IS-7.1.1(A) 4 94.100 1.44E+3 5.51E+3 196.042

30 ISA200X200 ISA200x200x 1.135 1.000 1.135 IS-7.1.1(A) 4 94.100 1.44E+3 5.51E+3 196.042

31 ISA200X200 ISA200x200x 0.978 1.000 0.978 IS-7.1.1(A) 4 94.100 1.44E+3 5.51E+3 196.042

39

32 ISA200X200 ISA200x200x 0.891 1.000 0.891 IS-7.1.1(A) 4 76.400 1.18E+3 4.58E+3 101.867

33 ISA200X200 ISA200x200x 0.830 1.000 0.830 IS-7.1.1(A) 4 76.400 1.18E+3 4.58E+3 101.867

34 ISA200X200 ISA200x200x 0.995 1.000 0.995 IS-7.1.1(A) 4 61.800 969.123 3.77E+3 52.736

35 ISA200X200 ISA200x200x 0.809 1.000 0.809 IS-7.1.1(A) 4 76.400 1.18E+3 4.58E+3 101.867

36 ISA200X200 ISA200x200x 1.122 1.000 1.122 IS-7.1.1(A) 4 94.100 1.44E+3 5.51E+3 196.042

37 ISA200X200 ISA200x200x 1.015 1.000 1.015 IS-7.1.1(A) 4 94.100 1.44E+3 5.51E+3 196.042

38 ISA200X200 ISA200x200x 1.046 1.000 1.046 IS-7.1.1(A) 4 94.100 1.44E+3 5.51E+3 196.042

39 ISA200X200 ISA200x200x 1.085 1.000 1.085 IS-7.1.1(A) 4 94.100 1.44E+3 5.51E+3 196.042

40 ISA200X200 ISA200x200x 1.141 1.000 1.141 IS-7.1.1(A) 4 94.100 1.44E+3 5.51E+3 196.042

41 ISA100X100 ISA80x80x6 0.925 1.000 0.925 IS-7.1.1(A) 4 9.290 22.899 91.722 1.115

42 ISA100X100 ISA75x75x5 0.811 1.000 0.811 7.1.2 BEND C 10 7.270 15.924 63.732 0.606

43 ISA100X100 ISA75x75x5 0.896 1.000 0.896 IS-7.1.1(B) 10 7.270 15.924 63.732 0.606

44 ISA100X100 ISA75x75x5 0.957 1.000 0.957 IS-7.1.1(B) 10 7.270 15.924 63.732 0.606

45 ISA100X100 ISA65x65x5 0.945 1.000 0.945 7.1.2 BEND C 10 6.250 10.081 41.010 0.521

46 ISA100X100 ISA65x65x5 0.890 1.000 0.890 IS-7.1.1(A) 10 6.250 10.081 41.010 0.521

47 ISA100X100 ISA90x90x6 0.818 1.000 0.818 IS-7.1.1(A) 4 10.500 33.268 131.910 1.260

48 ISA100X100 ISA75x75x5 0.698 1.000 0.698 IS-7.1.2 10 7.270 15.924 63.732 0.606

49 ISA100X100 ISA75x75x5 0.872 1.000 0.872 IS-7.1.1(A) 4 7.270 15.924 63.732 0.606

50 ISA100X100 ISA75x75x6 0.892 1.000 0.892 7.1.2 BEND C 4 8.660 18.713 75.052 1.039

51 ISA100X100 ISA65x65x5 0.911 1.000 0.911 IS-7.1.1(A) 8 6.250 10.081 41.010 0.521

40

52 ISA100X100 ISA100x100x 0.841 1.000 0.841 IS-7.1.1(A) 4 11.700 45.869 182.915 1.404

53 ISA100X100 ISA75x75x5 0.925 1.000 0.925 IS-7.1.1(A) 10 7.270 15.924 63.732 0.606

54 ISA100X100 ISA75x75x5 0.720 1.000 0.720 IS-7.1.1(A) 7 7.270 15.924 63.732 0.606

55 ISA100X100 ISA75x75x6 0.891 1.000 0.891 IS-7.1.1(A) 10 8.660 18.713 75.052 1.039

56 ISA100X100 ISA70x70x5 0.724 1.000 0.724 7.1.2 BEND C 4 6.770 12.893 51.426 0.564

89 ISA200X200 ISA200x200x 2.236 1.000 2.236 IS-7.1.1(A) 4 94.100 1.44E+3 5.51E+3 196.042

90 ISA200X200 ISA200x200x 2.690 1.000 2.690 IS-7.1.1(A) 4 94.100 1.44E+3 5.51E+3 196.042

91 ISA200X200 ISA200x200x 1.633 1.000 1.633 IS-7.1.1(A) 4 94.100 1.44E+3 5.51E+3 196.042

92 ISA200X200 ISA200x200x 1.651 1.000 1.651 IS-7.1.1(B) 4 94.100 1.44E+3 5.51E+3 196.042

93 ISA100X100 ISA125x75x6 0.992 1.000 0.992 7.1.2 BEND C 4 11.600 30.820 215.563 1.392

94 ISA100X100 ISA200x150x 0.925 1.000 0.925 IS-7.1.1(A) 4 40.900 434.669 2.05E+3 19.632

95 ISA100X100 ISA200x150x 0.893 1.000 0.893 IS-7.1.2 4 34.300 369.013 1.74E+3 11.433

96 ISA100X100 ISA200x150x 0.941 1.000 0.941 IS-7.1.2 4 40.900 434.669 2.05E+3 19.632

97 ISA100X100 ISA200x150x 0.983 1.000 0.983 7.1.2 BEND C 4 40.900 434.669 2.05E+3 19.632

98 ISA100X100 ISA120x120x 0.974 1.000 0.974 IS-7.1.2 4 34.000 186.170 714.832 25.500

99 ISA100X100 ISA150x90x1 0.960 1.000 0.960 IS-7.1.2 4 27.500 103.499 702.636 13.200

100 ISA100X100 ISA130x130x 0.874 1.000 0.874 IS-7.1.1(B) 4 20.300 135.125 533.572 4.331

101 ISA100X100 ISA150x75x9 0.996 1.000 0.996 7.1.2 BEND C 4 19.600 50.805 488.265 5.292

41

102 ISA100X100 ISA200x150x 0.933 1.000 0.933 IS-7.1.1(A) 4 66.300 683.162 3.2E+3 88.400

103 ISA100X100 ISA200x150x 0.843 1.000 0.843 IS-7.1.1(B) 4 40.900 434.669 2.05E+3 19.632

104 ISA100X100 ISA200x200x 0.831 1.000 0.831 IS-7.1.2 4 76.400 1.18E+3 4.58E+3 101.867

105 ISA100X100 ISA200x200x 0.998 1.000 0.998 IS-7.1.2 4 61.800 969.123 3.77E+3 52.736

106 ISA100X100 ISA180x180x 0.975 1.000 0.975 IS-7.1.2 4 68.300 841.463 3.29E+3 91.067

107 ISA100X100 ISA200x150x 0.963 1.000 0.963 IS-7.1.2 4 60.000 618.246 2.93E+3 64.800

108 ISA100X100 ISA200x150x 0.975 1.000 0.975 IS-7.1.2 4 66.300 683.162 3.2E+3 88.400

109 ISA130X130 ISA200x200x 1.937 1.000 1.937 IS-7.1.1(B) 4 94.100 1.44E+3 5.51E+3 196.042

110 ISA130X130 ISA200x200x 4.576 1.000 4.576 IS-7.1.1(A) 4 94.100 1.44E+3 5.51E+3 196.042

11

1 ISA130X130 ISA200x200x 1.258 1.000 1.258 7.1.2 BEND C 4 94.100 1.44E+3 5.51E+3 196.042

113 ISA130X130 ISA200x200x 2.463 1.000 2.463 IS-7.1.1(B) 4 94.100 1.44E+3 5.51E+3 196.042

114 ISA130X130 ISA200x200x 2.913 1.000 2.913 IS-7.1.1(B) 4 94.100 1.44E+3 5.51E+3 196.042

115 ISA130X130 ISA200x200x 2.195 1.000 2.195 7.1.2 BEND C 4 94.100 1.44E+3 5.51E+3 196.042

116 ISA130X130 ISA200x200x 3.695 1.000 3.695 IS-7.1.2 4 94.100 1.44E+3 5.51E+3 196.042

117 ISA90X90X1 ISA200x200x 0.834 1.000 0.834 IS-7.1.1(A) 4 76.400 1.18E+3 4.58E+3 101.867

118 ISA100X100 ISA150x150x 0.945 1.000 0.945 IS-7.1.2 4 34.800 304.904 1.2E+3 16.704

119 ISA100X100 ISA200x200x 1.474 1.000 1.474 IS-7.1.2 4 94.100 1.44E+3 5.51E+3 196.042

120 ISA90X90X1 ISA180x180x 0.998 1.000 0.998 IS-7.1.1(B) 4 68.300 841.463 3.29E+3 91.067

121 ISA90X90X1 ISA200x200x 1.355 1.000 1.355 IS-7.1.2 4 94.100 1.44E+3 5.51E+3 196.042

42

122 ISA90X90X1 ISA200x200x 0.968 1.000 0.968 7.1.2 BEND C 4 61.800 969.123 3.77E+3 52.736

123 ISA90X90X1 ISA200x200x 1.818 1.000 1.818 IS-7.1.1(A) 4 94.100 1.44E+3 5.51E+3 196.042

124 ISA90X90X1 ISA150x115x 0.835 1.000 0.835 7.1.2 BEND C 4 25.700 158.065 728.681 8.567

125 ISA90X90X1 ISA200x200x 1.085 1.000 1.085 IS-7.1.2 4 94.100 1.44E+3 5.51E+3 196.042

126 ISA90X90X1 ISA180x180x 0.919 1.000 0.919 IS-7.1.1(A) 4 52.100 652.896 2.57E+3 39.075

127 ISA90X90X1 ISA200x200x 0.863 1.000 0.863 IS-7.1.2 4 90.600 1.38E+3 5.34E+3 173.952

128 ISA90X90X1 ISA200x150x 0.959 1.000 0.959 IS-7.1.1(B) 4 60.000 618.246 2.93E+3 64.800

129 ISA100X100 ISA80x80x6 0.889 1.000 0.889 IS-7.1.1(A) 4 9.290 22.899 91.722 1.115

130 ISA100X100 ISA70x70x5 0.674 1.000 0.674 IS-7.1.1(A) 7 6.770 12.893 51.426 0.564

131 ISA100X100 ISA75x75x6 0.990 1.000 0.990 IS-7.1.1(A) 10 8.660 18.713 75.052 1.039

132 ISA100X100 ISA60x60x5 0.988 1.000 0.988 IS-7.1.1(A) 8 5.750 7.871 31.944 0.479

133 ISA100X100 ISA75x75x6 0.953 1.000 0.953 7.1.2 BEND C 10 8.660 18.713 75.052 1.039

134 ISA100X100 ISA125x95x6 0.911 1.000 0.911 IS-7.1.1(A) 4 12.900 54.742 259.355 1.548

135 ISA100X100 ISA90x90x6 0.906 1.000 0.906 IS-7.1.1(A) 4 10.500 33.268 131.910 1.260

137 ISA100X100 ISA70x70x6 0.925 1.000 0.925 IS-7.1.1(B) 9 8.060 15.128 60.485 0.967

138 ISA100X100 ISA70x70x5 0.918 1.000 0.918 7.1.2 BEND C 10 6.770 12.893 51.426 0.564

139 ISA100X100 ISA90x65x6 0.966 1.000 0.966 IS-7.1.2 4 9.010 17.913 89.384 1.081

140 ISA100X100 ISA130x130x 0.991 1.000 0.991 IS-7.1.1(A) 4 20.300 135.125 533.572 4.331

141 ISA100X100 ISA70x70x5 0.860 1.000 0.860 IS-7.1.1(A) 10 6.770 12.893 51.426 0.564

43

142 ISA100X100 ISA70x70x5 0.876 1.000 0.876 IS-7.1.1(A) 7 6.770 12.893 51.426 0.564

143 ISA100X100 ISA70x70x5 0.879 1.000 0.879 IS-7.1.1(A) 10 6.770 12.893 51.426 0.564

144 ISA100X100 ISA70x70x5 0.884 1.000 0.884 IS-7.1.2 10 6.770 12.893 51.426 0.564

145 ISA100X100 ISA90x90x6 0.942 1.000 0.942 IS-7.1.1(A) 4 10.500 33.268 131.910 1.260

146 ISA100X100 ISA110x110x 0.940 1.000 0.940 IS-7.1.1(B) 4 25.100 116.025 451.661 12.048

147 ISA100X100 ISA125x95x6 0.915 1.000 0.915 IS-7.1.1(A) 4 12.900 54.742 259.355 1.548

148 ISA100X100 ISA65x65x5 0.857 1.000 0.857 7.1.2 BEND C 4 6.250 10.081 41.010 0.521

149 ISA100X100 ISA70x70x5 0.757 1.000 0.757 IS-7.1.1(A) 8 6.770 12.893 51.426 0.564

150 ISA100X100 ISA70x70x5 0.817 1.000 0.817 IS-7.1.1(A) 7 6.770 12.893 51.426 0.564

151 ISA100X100 ISA75x75x5 0.717 1.000 0.717 IS-7.1.1(A) 8 7.270 15.924 63.732 0.606

152 ISA100X100 ISA75x75x5 0.787 1.000 0.787 IS-7.1.1(A) 7 7.270 15.924 63.732 0.606

153 ISA100X100 ISA70x70x5 0.662 1.000 0.662 IS-7.1.1(A) 4 6.770 12.893 51.426 0.564

154 ISA100X100 ISA60x60x4 0.778 1.000 0.778 7.1.2 BEND C 4 4.710 6.558 26.074 0.251

155 ISA100X100 ISA65x65x5 0.750 1.000 0.750 IS-7.1.1(A) 4 6.250 10.081 41.010 0.521

156 ISA100X100 ISA60x60x5 0.978 1.000 0.978 IS-7.1.1(B) 4 5.750 7.871 31.944 0.479

157 ISA100X100 ISA70x70x6 0.959 1.000 0.959 IS-7.1.2 4 8.060 15.128 60.485 0.967

158 ISA100X100 ISA125x95x8 0.960 1.000 0.960 IS-7.1.1(A) 4 17.000 71.442 336.605 3.627

159 ISA100X100 ISA75x75x5 0.998 1.000 0.998 IS-7.1.1(B) 4 7.270 15.924 63.732 0.606

160 ISA100X100 ISA65x65x5 0.720 1.000 0.720 7.1.2 BEND C 4 6.250 10.081 41.010 0.521

161 ISA100X100 ISA75x75x5 0.837 1.000 0.837 IS-7.1.1(A) 4 7.270 15.924 63.732 0.606

44

162 ISA100X100 ISA70x70x5 0.421 1.000 0.421 7.1.2 BEND C 4 6.770 12.893 51.426 0.564

163 ISA100X100 ISA75x75x5 0.518 1.000 0.518 IS-7.1.1(A) 4 7.270 15.924 63.732 0.606

164 ISA100X100 ISA75x75x5 0.288 1.000 0.288 IS-7.1.1(A) 7 7.270 15.924 63.732 0.606

165 ISA100X100 ISA80x80x6 0.956 1.000 0.956 IS-7.1.1(A) 10 9.290 22.899 91.722 1.115

166 ISA100X100 ISA70x70x5 0.892 1.000 0.892 IS-7.1.1(A) 7 6.770 12.893 51.426 0.564

167 ISA100X100 ISA75x75x5 0.938 1.000 0.938 IS-7.1.1(A) 4 7.270 15.924 63.732 0.606

168 ISA100X100 ISA70x70x5 0.972 1.000 0.972 IS-7.1.1(A) 9 6.770 12.893 51.426 0.564

169 ISA100X100 ISA90x90x6 0.823 1.000 0.823 IS-7.1.2 4 10.500 33.268 131.910 1.260

170 ISA100X100 ISA100x100x 0.916 1.000 0.916 IS-7.1.1(A) 4 13.700 53.709 209.396 2.238

171 ISA100X100 ISA100x100x 0.889 1.000 0.889 IS-7.1.1(A) 4 13.700 53.709 209.396 2.238

172 ISA100X100 ISA65x65x5 0.795 1.000 0.795 7.1.2 BEND C 4 6.250 10.081 41.010 0.521

173 ISA100X100 ISA75x75x6 0.895 1.000 0.895 7.1.2 BEND C 4 8.660 18.713 75.052 1.039

174 ISA100X100 ISA75x75x5 0.802 1.000 0.802 IS-7.1.1(A) 9 7.270 15.924 63.732 0.606

175 ISA100X100 ISA75x75x5 0.517 1.000 0.517 7.1.2 BEND C 4 7.270 15.924 63.732 0.606

176 ISA100X100 ISA90x90x6 0.802 1.000 0.802 IS-7.1.1(A) 4 10.500 33.268 131.910 1.260


178 ISA100X100 ISA125x75x8 0.967 1.000 0.967 IS-7.1.1(B) 4 15.400 40.416 279.159 3.285


45

180 ISA100X100 ISA200x150x 0.864 1.000 0.864 IS-7.1.2 4 40.900 434.669 2.05E+3 19.632

181 ISA100X100 ISA150x90x1 0.973 1.000 0.973 7.1.2 BEND C 4 23.200 88.218 598.971 7.733

182 ISA100X100 ISA200x150x 0.985 1.000 0.985 IS-7.1.2 4 40.900 434.669 2.05E+3 19.632

183 ISA100X100 ISA125x75x6 0.988 1.000 0.988 IS-7.1.2 4 11.600 30.820 215.563 1.392

184 ISA100X100 ISA110x110x 0.877 1.000 0.877 IS-7.1.1(A) 4 17.100 80.522 318.087 3.648


186 ISA100X100 ISA130x130x 0.957 1.000 0.957 IS-7.1.1(A) 4 22.900 152.432 591.589 6.183

187 ISA100X100 ISA150x150x 0.924 1.000 0.924 IS-7.1.1(A) 4 29.200 259.308 1.02E+3 9.733

188 ISA100X100 ISA150x90x1 0.985 1.000 0.985 IS-7.1.2 4 27.500 103.499 702.636 13.200

189 ISA100X100 ISA200x200x 0.894 1.000 0.894 IS-7.1.2 4 76.400 1.18E+3 4.58E+3 101.867

190 ISA100X100 ISA200x200x 0.993 1.000 0.993 IS-7.1.2 4 61.800 969.123 3.77E+3 52.736

191 ISA100X100 ISA200x150x 0.948 1.000 0.948 IS-7.1.2 4 60.000 618.246 2.93E+3 64.800

192 ISA100X100 ISA200x200x 1.129 1.000 1.129 IS-7.1.2 4 94.100 1.44E+3 5.51E+3 196.042

193 ISA90X90X1 ISA150x150x 0.837 1.000 0.837 IS-7.1.1(A) 4 29.200 259.308 1.02E+3 9.733

194 ISA90X90X1 ISA200x150x 0.916 1.000 0.916 IS-7.1.1(B) 4 60.000 618.246 2.93E+3 64.800

195 ISA90X90X1 ISA200x200x 0.964 1.000 0.964 IS-7.1.2 4 76.400 1.18E+3 4.58E+3 101.867

196 ISA90X90X1 ISA200x200x 1.177 1.000 1.177 IS-7.1.1(B) 4 94.100 1.44E+3 5.51E+3 196.042

197 ISA90X90X1

ISA200x150

x 0.871 1.000 0.871 IS-7.1.2 4 40.900 434.669 2.05E+3 19.632

198 ISA90X90X1 ISA200x200

0.909 1.000 0.909 IS-7.1.1(B) 4 61.800 969.123 3.77E+3 52.736

46

x

199 ISA90X90X1

ISA150x150

x 0.959 1.000 0.959 IS-7.1.1(A) 4 43.000 369.151 1.45E+3 32.250

200 ISA90X90X1

ISA200x200

x 0.869 1.000 0.869 7.1.2 BEND C 4 61.800 969.123 3.77E+3 52.736

201 ISA90X90X1

ISA150x150

x 0.934 1.000 0.934 7.1.2 BEND C 4 43.000 369.151 1.45E+3 32.250

202 ISA100X100

ISA110x110

x 0.937 1.000 0.937 IS-7.1.1(B) 4 17.100 80.522 318.087 3.648

203 ISA90X90X1

ISA200x200

x 0.939 1.000 0.939 IS-7.1.1(A) 4 61.800 969.123 3.77E+3 52.736

204 ISA90X90X1

ISA200x200

x 0.956 1.000 0.956 IS-7.1.2 4 61.800 969.123 3.77E+3 52.736

205 ISA130X130

ISA200x200

x 1.449 1.000 1.449 IS-7.1.1(A) 4 94.100 1.44E+3 5.51E+3 196.042

206 ISA130X130

ISA200x200

x 1.931 1.000 1.931 IS-7.1.1(A) 4 94.100 1.44E+3 5.51E+3 196.042

207 ISA130X130

ISA200x200

x 2.915 1.000 2.915 IS-7.1.2 4 94.100 1.44E+3 5.51E+3 196.042

208 ISA130X130

ISA200x200

x 2.845 1.000 2.845 IS-7.1.2 4 94.100 1.44E+3 5.51E+3 196.042

209 ISA130X130

ISA200x200

x 2.863 1.000 2.863 7.1.2 BEND C 4 94.100 1.44E+3 5.51E+3 196.042

210 ISA130X130

ISA200x200

x 2.318 1.000 2.318 IS-7.1.1(B) 4 94.100 1.44E+3 5.51E+3 196.042

211 ISA130X130

ISA200x200

x 3.190 1.000 3.190 IS-7.1.2 4 94.100 1.44E+3 5.51E+3 196.042

47

212 ISA130X130

ISA200x200

x 2.250 1.000 2.250 7.1.2 BEND C 4 94.100 1.44E+3 5.51E+3 196.042

214 ISA100X100

ISA200x200

x 1.317 1.000 1.317 IS-7.1.1(A) 4 94.100 1.44E+3 5.51E+3 196.042

216 ISA100X100

ISA200x200

x 1.067 1.000 1.067 7.1.2 BEND C 4 94.100 1.44E+3 5.51E+3 196.042

217 ISA100X100

ISA200x200

x 1.054 1.000 1.054 IS-7.1.1(A) 4 94.100 1.44E+3 5.51E+3 196.042

218 ISA100X100

ISA200x200

x 0.819 1.000 0.819 IS-7.1.2 4 61.800 969.123 3.77E+3 52.736

219 ISA100X100

ISA200x150

x 0.871 1.000 0.871 7.1.2 BEND C 4 40.900 434.669 2.05E+3 19.632

220 ISA100X100

ISA200x200

x 0.858 1.000 0.858 IS-7.1.1(A) 4 76.400 1.18E+3 4.58E+3 101.867

221 ISA100X100

ISA200x150

x 0.985 1.000 0.985 IS-7.1.2 4 60.000 618.246 2.93E+3 64.800

222 ISA100X100

ISA200x200

x 0.963 1.000 0.963 IS-7.1.1(A) 4 90.600 1.38E+3 5.34E+3 173.952

223 ISA100X100

ISA200x200

x 1.175 1.000 1.175 7.1.2 BEND C 4 94.100 1.44E+3 5.51E+3 196.042

225 ISA100X100

ISA200x200

x 0.941 1.000 0.941 IS-7.1.1(A) 4 46.900 746.653 2.91E+3 22.512

226 ISA100X100

ISA200x200

x 0.851 1.000 0.851 IS-7.1.1(B) 4 61.800 969.123 3.77E+3 52.736

227 ISA100X100

ISA200x150

x 0.957 1.000 0.957 IS-7.1.2 4 53.700 560.247 2.65E+3 45.824

48

CHAPTER 5 CONCLUSION

It has been revealed that the load combinations involving wind-forces were critical amongst all

combinations. Hence the design was carried out for those combinations.The design given by

STAAD.Pro has been found to be complying with IS-800: 1984 and all the members were safe.

Steel lattice transmission tower considered in this paper can safely withstand the design wind

load and actually load acting on tower. The bottom tier members have more role in performance

of the tower in taking axial forces. The vertical members are more prominent in taking the loads

of the tower than the horizontal and diagonal members, the members supporting the cables at

higher elevations are likely to have larger influence on the behavior of the tower structure. The

effect of twisting moment of the intact structure is not significant.

Maximum displacements ( cm /radians)

Maximums at node

X = -1.05377E-01 78

Y = -2.13147E-01 39

Z = 1.90213E-01 40

Summation of moments around the origin Mx=

MX=262.87 MY= 0.00 MZ = -262.24

Forces on supports

RX= 9.16579E-04 81

RY= -8.92220E-04 84

RZ= -8.50960E-04

Total length required for the section ISA200X200X25 =110.86 mt

The total length required for the section ISA130X130X10 = 32 mt

The total length required for the section ISA100X100X8 = 366.46 mt

The total length required for the section ISA90X90X12 = 53.03 mt

49

List of critical beam

110,116,6,211,5,207,114,209,208,112,90,113,210,212,89,7,115,8,109,206,123,32,

92,91,119,205 and 121

50

REFERENCES

1- Ch. Sudheer; K. Rajashekar; P. Padmanabha Reddy; Y. Bhargava Gopi Krishna, (2013)

Analysis And Design Of 220kv. Transmission line tower in different zones I & V with different

base widths- A comparative study, ISSN 2347-4289.

2- Gopi Sudam Punse, (2014) Analysis and Design of Transmission Tower

3- C. Preeti; K. Jagan Mohan, (2013) Analysis of Transmission Towers with different

configurations, Jordan Journal of Civil Engineering, Volume 7, No. 4

4-IS 800:1984

5-IS 875:1987

6- Y. M. Ghugal, U. S. Salunkhe “Analysis and Design of Three and Four Legged 400KV Steel

Transmission Line Tower

7-V. Lakshmi1, A. Rajagopala Rao “ Effect Of Medium Wind Intensity On 21M 132kV

Transmission Tower”

ISSN: 2250

8- M.Selvaraj, S.M.Kulkarni, R.Ramesh Babu “Behavioral Analysis of built up transmission line

tower 2012

9-S.Christian Johnson 1 G.S.Thirugnanam “Experimental study on corrosion of transmission line

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Engineering ISSN 0976

.