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A presentation

on

Estimation of moment force in tall building

Sequential Analysis

by Praveen Kumar BhannarwarM.Tech. ( structure) IVsem.

2008ST09

Under Guidance of : Prof. S.K. Duggal

Dr. Rama Shanker


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OVER VIEW INTRODUCTION

LITERATURE REVIEW

SEQUENTIAL AND SIMULTANEOUS ANALYSIS

PROBABLE STRUCTURAL PARAMETER

NUMERICAL STUDY

NEURAL NETWORK TRAINING AND VALIDATION

APPLICATION

CONCLUSION


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INTRODUCTION

Invariably the buildings are subjected to two type of vertical

load: Live load and dead load. This mode of application of two

type of load are quite different, while the live load comes after

the construction and is resisted by whole structure. The dead

load builds up sequentially stage. The difference in the mode of

application of load affects the distribution of the stresses in beam

and column, therefore it is common to carry out analysis for the

dead load also. The appropriate procedure, is the sequential

analysis procedure, which incorporates the construction

sequence as an additional variable, and takes into account the

sequential application of dead loads.


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Constructions of tall buildings after invention of high strength

materials.

Analysis are based upon Finite Element Software like

STAAD,SAP etc.

There are several assumptions in analysis, If there are

deviation in assumptions, It gives error in results.

Structures will fail, if designs are based on incorrect result like

axial force and moment.


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OBJECTIVE

Identify the significant structural parameters of bending

moment in the beams, with influence the behavior under

vertical loads.

Carry out comprehensive studies on the errors resulting from

the use of simultaneous analysis procedure for dead load for

the identified structural parameters.

Identify the dominant structural parameters from the studied

carried out in (ii)


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Develop a neural network which simulate the results of

sequential analysis procedure by feeding the results of

simultaneous analysis procedure together with dominant

structural parameters at the input layer, and

Validate the proposed neural network.


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LITERATURE REVIEW

Chakraborti et. Al. 1978, studied behavior under sequential load,

using sequential analysis procedure where the members forces

are found to be quite different from those obtained using the

simultaneous analysis procedure. There is reduction in the end

moments of the beams and the difference between the two

results is a function of relative stiffness of adjacent beams.

Choi et al. (1992) have proposed a correction factor method for

considering the sequential effects the simultaneous analysisprocedure. Normalized correction factors curves have been

produced based on simultaneous and sequential analysis of a few

practical building.


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Mukherjee and Deshpande (1995) studied the application of neural

net in the preliminary design of structure. The application of ANNs

in the design of a single span Reinforced Concrete (RC) beam wasexplored. The inputs to the consisted of the beam, the type of steel

chosen, the grade of the concrete and the applied load. The outputs

were in the form of the area of tensile steel, width of beam, cost ofbeam per meter and the moment capacity of beam.

Anderson et. al (1993) investigated the prediction of minor axis steel

connections using Back-Propagation networks. The study considered

the minor axis beam to column connections which restrain the

columns from buckling.


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ANALYSIS OF STRUCTURES

SEQUENTIAL

Loads are applied sequentially

one by one

Final forces can be determined

after superposition

Example-dead load of

structure

SIMULTANEOUS

Loads are applied

simultaneous at one time

Final force can be determined

in one time

Example-live load of

structure


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PROBABALE STRUCTURAL PARAMETER

Sf (Stiffness factor) = Shear stiffness of beams to

column axial stiffness

Number of stories

Normalized height of the floor, x/H

Position of column; Exterior or Interior

Stiffness Ratio = Kc/Kb


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SIMULTANEOUS ANALYSIS PROCEDURE

N- Multistory Building Frame


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SEQUENTIAL ANALYSIS PROCEDURE

N - Multistory Building Frame

Nth Structure1st Structure

N- Story building

2nd Structure


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BASIC PARAMETER OF ANALYSIS

= Ratio of moment force in beam by

sequential analysis and moment force in beam

by simultaneous analysis


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NUMERICAL STUDY

A 6-bay, 100 storey uniform building frame was considered

Span bay was 5 meter,3 meter high and column size 1m x 1m

Load was consider uniform distributed with intensity 30 kN/m

and modulus of elasticity=1.5 x 107 kN/m2

Poisons ratio = 0.15 and density was taken 25 kN/m3

Software package STAAD was used for analysis


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Variation of on Exterior Base Beam

0.50

0.70

0.90

1.10

1.30

1.50

0.00 0.02 0.04 0.06

Left Side

Center

Right Side

Stiffness Factor Sf

No. of Floor =100

No. of Bays = 6


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Variation of on Exterior Beam of 40th Floor

-6.00

-4.00

-2.00

0.00

2.00

4.00

0.00 0.02 0.04 0.06

Left Side

Center

Right Side

Stiffness Factor Sf

No. of Floor =100

No. of Bays = 6


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Variation of on Exterior Beam of 80th Floor

-0.50

0.50

1.50

2.50

3.50

0.00 0.02 0.04 0.06

Left Side

Right Side

Center

Stiffness Factor Sf

No. of Floor =100

No. of Bays = 6


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Variation of on Interior Base Beam

Stiffness Factor Sf

0.60

0.80

1.00

1.20

1.40

1.60

1.80

2.00

0.00 0.02 0.04 0.06

Left Side

Center

Right Side

No. of Floor =100

No. of Bays = 6


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Variation of on Interior Beam of 40th Floor

Stiffness Factor Sf

-0.50

0.50

1.50

2.50

3.50

4.50

0.00 0.02 0.04 0.06

Left Side

Center

Right Side

No. of Floor =100

No. of Bays = 6


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Variation of on Interior Beam of 80th Floor

-0.50

0.50

1.50

2.50

3.50

0.00 0.02 0.04 0.06

Left Side

Center

Right Side

Stiffness Factor Sf

No. of Floor =100

No. of Bays = 6


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No. of Floor

Sf = 0.048

No. of Bays = 6


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Sf = 0.024

No. of Bays = 6

No. of Floor


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Sf = 0.0024

No. of Bays = 6

No. of Floor


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Sf = 0.00024

No. of Bays = 6

No. of Floor


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Normalized height of the building x/H

No. of floor = 100

No. of Bays = 6

Sf

= 0.048


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No. of floor = 100

No. of Bays = 6

Sf

= 0.048

No. of floor = 100

No. of Bays = 6

Sf = 0.024


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No. of floor = 100

No. of Bays = 6

Sf

= 0.048

No. of floor = 100

No. of Bays = 6

Sf = 0.0024


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No. of floor = 100

No. of Bays = 6

Sf

= 0.048

No. of floor = 100

No. of Bays = 6

Sf = 0.0024

No. of floor = 100

No. of Bays = 6

Sf = 0.00024


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No. of floor = 100

No. of Bays = 6

Sf

= 0.048

No. of floor = 100

No. of Bays = 6

Sf = 0.0024

No. of floor = 100

No. of Bays = 6

Sf = 0.00024

No. of floor = 100

No. of Bays = 6

Sf = 0.048


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No. of floor = 100

No. of Bays = 6

Sf

= 0.048

No. of floor = 100

No. of Bays = 6

Sf = 0.024


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No. of floor = 100

No. of Bays = 6

Sf

= 0.048

No. of floor = 100

No. of Bays = 6

Sf = 0.0024


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No. of floor = 100

No. of Bays = 6

Sf

= 0.048

No. of floor = 100

No. of Bays = 6

Sf = 0.00024


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Variation of on Base Beam

Position of the Beam

No. of floor = 100

No. of Bays = 6

Sf

= 0.048

No. of floor = 100

No. of Bays = 6

Sf = 0.048


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No. of floor = 100

No. of Bays = 6

Sf

= 0.048

No. of floor = 100

No. of Bays = 6

Sf = 0.024


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No. of floor = 100

No. of Bays = 6

Sf

= 0.048

No. of floor = 100

No. of Bays = 6

Sf = 0.0024


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No. of floor = 100

No. of Bays = 6

Sf = 0.048

No. of floor = 100

No. of Bays = 6

Sf = 0.00024


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Variation of on 50th Floor


No. of floor = 100

No. of Bays = 6

Sf = 0.048

No. of floor = 100

No. of Bays = 6

Sf = 0.048


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No. of floor = 100

No. of Bays = 6

Sf = 0.048

No. of floor = 100

No. of Bays = 6

Sf = 0.024


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No. of floor = 100

No. of Bays = 6

Sf = 0.048

No. of floor = 100

No. of Bays = 6

Sf = 0.0024


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No. of floor = 100

No. of Bays = 6

Sf = 0.048

No. of floor = 100

No. of Bays = 6

Sf = 0.00024


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Variation of on Exterior base Beam

Stiffness Ratio

No. of floor = 100

No. of Bays = 6

Sf = 0.048

No. of floor = 100

Sf = 0.024


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Variation of on Interior base Beam

Stiffness Ratio

No. of floor = 100

No. of Bays = 6

Sf = 0.048

No. of floor = 100

Sf = 0.024

No. of floor = 100

Sf = 0.024


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GOVERNING STRUCTURAL PARAMETERS

Sf(Stiffness factor) = Shear stiffness of beams

to column axial stiffness

Number of stories

Normalized height of the floor, x/H

Position of beam; Exterior or Interior


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BASIC ELEMENT OF ARTIFICIAL NEURAL

NETWORK

PROCESSING ELEMENTS

INPUTS AND OUTPUT

WEIGHTING FACTORS

INPUT FUNCTION AND ACTIVATION

FUNCTION

LEARNING FUNCTION


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INPUT AND OUTPUT OF THE ANN

Only one output -

Four input

Stiffness ratio(Sf)

Normalized height of floor(x/H)

Total number of floor present in building

Position of the beam; exterior or interior


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Training graph for Exterior beam

number of hidden layer = 2

number of neurons = 9

Er

ror

(M

S

E)

Iteration


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Training graph for Interior beam



IterationIteration

Er

ror

(M

S

E)

VALIDATION


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VALIDATION

Neural network has been tested for the data for which

it was not trained and it has been observed from Fig.

that there is close agreement between the value

obtained from the analysis and that obtained from the

Neural Network.


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Comparison of on Left Side of The Exterior

Beam

0.70

0.80

0.90

1.00

1.10

1.20

1.30Analysis Value

ANN Value




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Comparison of on Center of the Exterior beam



0.60

0.70

0.80

0.90

1.00

1.10

1.20

1.30Analysis Value

ANN Value


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Comparison of on Right Side of The Exterior

Beam



0.40

0.60

0.80

1.00

1.20

1.40

1.60Analysis Value

ANN Value

i f f id f h i


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Comparison of on Left Side of The Interior

Beam



0.6

0.8

1

1.2

1.4

1.6

Analysis Value

ANN Value


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Comparison of on Center of the Interior beam



0.4

0.6

0.8

1

1.2Analysis Value

ANN Value

C i f Ri h Sid f Th I i


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Comparison of on Right Side of The Interior

Beam



0.6

0.8

1

1.2

1.4

1.6

1.8

Analysis Value

ANN Value

CONCLUSIONS


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CONCLUSIONS

Number of structural parameters which influence the

moment force by simultaneous and sequential

analysis have been identified.

Most influential parameter is the stiffness factor.

Values of actual moment in structure can be

determined, if result of simultaneous analysis are

known.

Developed Neural Network yields good results for

large and minimum height building.

REFERENCECES


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REFERENCECES

Chakraborti, S.C., Nayak, G.C., and Agarwala, S.K (1978).

Effect of construction sequence in the analysis of multistoriedbuilding frames. Building and Environment,(13),1-6

Choi, C.K., Chung, D.G., and Wilson (1992). Building analysis

with sequential dead loads J.Struct.Engg.,ASCE,118(4),944-954

Mukherjee and J.M. Deshpande,(1995) Application of Artificial

Networks in Structural Design Expert System, Computers and

Structure, Vol. 54

D.Anderson ,(1993). Appliation of Artificial Neural Network to

prediction of Minor axis Steel Connections.


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