Question:

You will undertake to answer the following:

- Identify a beam (e.g. from a bridge underpass or building, or supports a semi-trailer) that supports a significant load.
- Take a photo(s) of the beam element and ensure you ascertain reasonably accurate dimensions of the beam element
- Estimate the external loads and hence support conditions on the beam element (Refer to Australian Standard for load calculations)
- Draw an accurate Shear Force Diagram (SFD) and Bending Moment Diagram (BMD) for the whole beam.

- Using the constructed SFD and BMD diagrams,
- Calculate and draw the elastic bending stress distribution across the critical section.
- Calculate and draw the shear stress distribution across the critical section.

- For your chosen beam calculate the maximum deflection using either,
- The Elastic curve method
__or__b) The Macaulay method.

- The Elastic curve method

__In a bound report__ you need to show all your calculations, including explanation of how you worked out external loads on the member. You should have headings and subheadings and include an introduction and discussion of the selected structures.

__Report Structure and Marking guide:__

- Title Page 4%
- Executive Summary/Abstract 10%
- Contents Page 4%
- Introduction 10%
- Body (Middle Section) 55%
*Identify beam, Estimate Beam dimensions (5%)**Estimate Dead and live loads, (6%)**Calculate Support reactions forces, (4%)**Draw Shear Force and Bending Moment Diagram (10%)**Bending stress distribution across a critical section (10%)**Shear Stress distribution across a critical section (10%)*

*Calculate maximum deflection from the elastic curve equation (10%) *

Answer:

# Introduction

As the time proceeds, Science and technology both developing simultaneously with adding knowledge and experience in the entire engineering related stream. Analysis of structure is also one of them. This field becomes more accurate and structural behaviour becomes more predictable. In the same ways the development of organised society also developed and same way knowledge of their construction also emerged as important field. This results more communication and complex traffic system which include small and large bridges, roads and minimum distance approach phenomena. The gain in knowledge and experience also enhanced the support in safety and loads of traffic passing through theses bridges.

Once again I will analyse one the old but famous bridge with my structural analysis point of view. The motivation and objective behind this work is directly comes from O’Connor 2017 statement, and it is “The steps leading to the introduction of new design loads and other major changes in codes of practice must include a comparison with older codes and some study of the performance and strength of existing structures” (O Connor, 2017).”

Figure 1 Harbour Bridge, Sydney |

As stated earlier I have selected a bridge for our analysis purposes, and the bridge I have is nothing but Harbour Bridge of Sydney.

The main reason behind selecting this bridge is it has high level of structural engineering at that time, when structure analysis is not as easy as present days; certainly this design was implement on the basis of hand calculation and not with the help of computer and software. Before going into calculation we have to discuss some fact and figure about this bridge. This bridge is previously three hinged arch bridge; later the upper hinge was welded and joined. The bridge is made in such way that the deck is hanging from five steel trusses. The other two hinges are located at the end of the bridge. To complete this bridge about 50000 tonnes (Calculated later) of steel consumed. Only for maintenance purposes this structure cost about 19 million AUD every year. The height of the arch is around 135 m and its length is about 500 m long. The height from the water level to lower ceiling of bridge is about 50 m. The pylon made in both side is about 90 m height. In order to maintain the bridge and its surface, it is being replaced after every ten years. The whole bridge consists of about 6 million rivets; the weight of the rivets alone is around 3200 tonnes of mild steel. The present standard for load calculation which is available in as Australian code AS 5100 is more complicated that the standard used in 1920. The specified wind load for harbour bridge is 1.44 K Pa which is slightly higher than present standard, the other data will be discussed later (BD-090, 2017).

This bridge is made solely for the purpose of connecting two town and these towns are Sydney central district and north shore of Sydney. The trial was started about ten year before the actual erection by Francis greenway but the person who successfully implement the idea is Chief engineer John Bradfield, but due to world was this was postponed till 1922, after 1922 the law was created and voted by parliament of New South Wales and budget was issued. The bridge was constructed to hold six lanes of traffic, two numbers of tram and double track for railway, including two separate pathways also. This bridge is noted under widest bridge of long span and till 50 years back it was the tallest structure in Sydney. The whole world is accepting it as beautiful engineering design and looks fascinating for thousands of visitors all around the world. In tender competition the tender was won by Dorman long and company limited. Initial testing and destruction for small model were testes several times. Since the design software or any machine like to today is not available as compared to present days, therefore, the calculation part for bridge were done continuously until the arch is not completed. The material used to make the pylon is granite and its quantity is about 18000 M^{3}. The length of the four pin used for joining the end is about 4 meter and about 350 mm in diameter (university, 2014).

Now I have to move to calculation part as given in assignment, as discussed earlier the length of the beam is about 500 m long silicon steel material and the rivets used in this is mild steel of UTS about 450 MPa. The Cross section of the beam is rectangular shape of on measuring it was found that its length is around 920 mm and width is 610 mm. the thickness of the beam steel is 12 mm. from given information board it was found that the factor of safety at that time is 2.5 at that time. The same material is being used for hanger of different length. By counting it was found that there are 48 hanger used for support all over the bridge, 24 from each side. The minimum height of each truss is 18 m and maximum height is about 60 meter at the centre. The width of each truss is about 18 m (university, 2014).

As per Australian standard the overall weight of the structure within only 2% of contingency, so our calculation for dead load will proceed accordingly. To calculate the dead load first we have to figure-out material used in making this bridge, total load in distributed on four different bearing from each corners at the sides, the rated capacity for thrust bearing is given as 20 kN.

## Dead Load

The main material used in bridge are Asphalt, Concrete, stone, coke, including floating, Granite, Steel rolled, Steel cast, Wrought-iron, Cast-iron, Timber, Ironbark or Grey Gum, Rails and fastenings, Guard rails and fastenings, we the specific density of each material, If we calculate the total length. From specification given on bridge it was found that on each meter 105 tons of steel is used

Therefore,

Total load capacity of bearing = 200,000 kN x 4 = 800,000 = 800000 kN.

The total steel weight = 105 x 500 = 52500 tons

As per Australian standard for load the factor of safety for ultimate limit state γ_{f3} = 1.1 and γ_{fl} = 1.05 then total force will be calculated as

52500 x 1.1 x 1.05 = 60637 KN.

The bridge is completely balance therefore 60637 / 4 = 15160 KN on each of the bearing, In spite of this steel structure the other materials are not used as huge as steel, and bearing capacity is much greater than steel load, minor load are not assumed in this calculation.

## Live loads

The live load consists of load due traffic on the bridge, Impact due to deck system, load due to wind and load due to temperature.

As per standard limit the specified limit is 9kN / meter, we have estimated the length and width of bridge is about 50 x 500 m. Then total uniform distributed load for the traffic. The notional length width is 3.8 meter specified, in this condition there are thirteen notional lanes is available.

The rail lane is considered as full load lane and rest eleven lane is supposed to be carrying 1/3 of UDL.

Full load lane = 9 * 500 * 2 = 9000 KN

Rest eleven lane = 3 * 11* 500 = 16500 KN

Total Load = 9000 + 16500 = 25500 KN

After multiplying factor of safety = 25500 x 1.1×1.5 = 29452 KN

After adding the dead load = 29452 + 60637 = 900900 KN

This is still less than 800000 KN

Now I have to consider temperature and wind

It is clear that there no hindrance in thermal expansion upward, we also know that the coefficient for thermal expansion for steel is α = 12 * 10^{-6} / ^{O}C. It assumed that maximum temperature difference is 25 ^{o}C in Sydney.

On calculation, the arch of the bridge can expand vertically up to 40.5 mm.

The horizontal expansion can be calculated as given below

= 150 mm

From specification, it was found that the deck can be expanded by 400 mm; the calculated expansion is quit less than the allowed expansion.

As per Australian standard load the allowable air pressure is calculated with the formula

V_{d} = S_{g} x V_{s}

For specific place Sydney, the wind load V_{d} is specified as = 55 kN/cubic meter.

## Support and reaction forces

Near the pylon we can see that each support is hinged at an angle of around 45^{o}. In such condition all the loads trying to make the arch in horizontal straight, but it is supported on hinged approach so all load comes to this four hinges, we can calculate the total load on each hinge

Figure 2 Hinge support |

The total concentrated load is considered about 90090 KN,

The height from hinge to the top arch is about 110 m (Total height assumes 135 m, 25 m from ground to hinge)

Noe we can calculate the load as per figure given below

900900 KN |

From figure,

V_{A} + V_{B} – 900900 KN = 0 (i)

V_{A} + V_{B} = 900900 KN

H_{A} – H_{B} = 0

H_{A} = H_{B}

250 x 90090 – 500 V_{B} = 0

KN

The thrust reaction is inclined at 45^{o}. In the condition horizontal and vertical both component are equal.

H_{A} = H_{B} = V_{B} = 450450 KN

V_{A} = 90090 – 450450 = 450450 KN

Therefore total reaction

R_{A} = R_{B} = = = 637032.5 KN

It is clear that bridge is balance; therefore, load is equally share between two bearings at each shore

637032 /2 = 318516 KN

## Calculating shear force

For the purposes of simplicity, if we assume the uniform distributed load in place of concentrated load at point C. we will proceed as follows

Dividing total load on length = 900900/500 = 1802 KN /m

In order to proceed further, we will calculate the shear force and bending moment from parabolic arch concept, which will be as given in figure.

1802 KN /m |

The force on vertical direction = R_{AV} = R_{BV}= 1802 *500/2 = 450450 KN

And if the horizontal is absent then R_{AH} = R_{BH}

Now I have to calculate moment forces abut C from left side

R_{AH} *h – R_{AV} x L/2 + wL^{2}/8 = 0

Or R_{AH} = wL^{2}/8h = 1802 x 500 x 500/(8x 110) = 511932 KN

When A is assumed as axis, the equation for parabola cane be written as

Bending moment can be given by at any point P (x,y) for parabolic arch

Putting the value of R_{AV} and R_{AH} for x in place of y

After simplification

At nay section of arch the shear force should always be zero for design.

## Calculating bending moment diagram

1802 KN /m |

It is clear that the load of the arch carries load at point C

In this condition the bending moment at any point between A and C may be calculated as follows

……… (i)

And for bending moment at any point between C and B is

….. (ii)

And bending moment for the point in the middle = R_{AH*}h = 900900 x 110 = 99099000 KNM

The shape of bending moment diagram will be as given above.

## Bending stress distribution across critical section

As we know that trusses used in bridge is used to transmit the loads of the bridge to the support, it is basically used to load the dead and live loads of the bridges, and transfer the load to the hinges and finally to the ground. We already know that their shape depends upon the requirement of transferring loads. For Harbour Bridge, the shape used is triangular base with varying shape and cross section of the beams; its trusses are name as Warrnen truss. The joint of the truss is fixed with pin and finally with hydraulics which adjust the thermal movement of the whole bridge. The material used for warren truss is not silicon steel rather it is mild steel, which more capable of carrying the load as compared to silicon steel which is more stringer than mild steel.

For load distribution, it is difficult to calculate the bending moment of all the trusses used in Harbour Bridge but it can be simplified and formulated in smaller section and finally integrated to whole span. The figure given below is similar to the trusses used in Harbour Bridge but it is of one section. The span consist of 56 trusses including both side

**Figure ****3****– Truss in Harbour Bridge**

As we see that in the figure, this just for illustration, we have to calculate reaction at the support.

If we tale moment about a. The reaction force A is not known for the present condition, we have to calculate it first for 145 KN force. As we know that the all the system is in equilibrium

Then,

The bending moment will be

0=(180 x 0.5)+(110 x 1.5)+(145sin75^{o} x 2.5) – (145Cos75^{o} x 0.866) – 3R_{B}

_{ }3R_{B} = 90 + 165 +140.05 –32.4975 = 362.55 KNM

_{ }R_{B} = 362.55/3 = 120.85 KN

Now I have to find vertical force

0 = 180 – 110 – 145Sin75 + 120.85 + R_{AV}

_{ }Or, ^{, }R_{AV} = 50.78

The horizontal force will be calculated as

R_{AH} = 145Cos75 = 145 *0.2588 = 37.526 KN

Now the reaction force R_{A} can be calculated as follows

## Shear stress distribution across critical section

Now I have to calculate distribution of forces in member of truss such as X and Y

Total vertical forces upon X can be calculated as

= 120.85 –Fx.Sin 60^{o}

Therefore

The forces acting on the X direction will be 139.55 KN and it is compressive force

Total vertical forces upon Y can be calculated as

= 50.78 –139.55cos 60^{o}

_{ }

The forces acting on the Y direction will be -18.99 KN and it is in tension

Similarly we can that calculate the forces and direction of the entire truss, which is in 52 numbers. To calculate the all the beams tension of compression takes too long, but the process is as similar as given above. The main point behind this calculation is that we can see the direction and magnitude of all the forces transferring towards base of the bridge.

As we can see that distribution of shear stress is also used in above calculation

## Maximum deflection using elastic curve method

Since Macaulay method is only suitable for cantilever beam, therefore we to use elastic curve method.

Again we have to consider the whole bridge as force of uniform distributed load of about 1800 KN/m. We have studied earlier that, at point P, the curvature of a plane curve can be represented as the formula

Figure 4 – Deflection calculation for Harbour Bridge |

As given in equation is well know that dy/dx is first order derivative and its second order derivative will be d^{2}y/dx^{2} , the function y(x) that is equation of a curve, but one thing we have to note in this equation that the slope dy/dx as small as negligible, and further its square is more negligible, there the equation ma becomes as follows

From mechanics and strength of material it is clear that = M(x)/EI

This is the equation of the second order linear differential equation and also known as elastic curve. The denominator term EI is known as flexural rigidity and it variation is according to the beam. The beam we have selected also known as prismatic beam and for this kind of beam the EI is considered as constant (Gere, 2014).

The final deflection can be achieved by double integrating the equation as follows

We know that C_{1} is first constant and C_{2 }^{ }is second constant, these constant can be determined according to the boundary condition given for particular situation. The bridge is supposed to as given in figure with uniform distributed load. As per above figure the moment of the AD part about D will be given as

If we place the moment equation is above integral part the we can see that

If we integrate the twice the above equation we will get as follows

And in second integration

…….(i)

Now I have to calculate the constant C_{1} and C_{2, }for this we have to analyse the given condition,

If y = 0, the beam end from both side, y =0, if we put x =0 and y =0 in equation (i) we get C_{2} = 0, we than analyse it as x = L and y = 0 in the equation (i) then

Now after putting the value of C_{1} and C_{2} in the equation we obtain it as

If we place the value of first integration then we can see that the slope of the beam becomes zero at the point L/2, the second thing we obtain from equation is that elastic curve has minimal value at the midpoint that is C. Putting the value x = L/2, we have

Therefore, the maximum defections can be obtained from the Harbour bridge =

Now in order to find the deflection we have to find I of the bridge about D

From the construction of the bridge it was found that beam is considered from bottom surface to surface of road about 4.2 meter and width of the beam is 50 m. The elastic constant for steel is for ASTM –A36 = 200 GPa

First we will calculate the

_{ 266.67 }kg.m^{2}

Elastic constant = 200 GPa = 200 * 10^{9} Pa

W = 50 m

L = 500 m

Now we can calculate deflection from the formula =

Putting the value in above equation

mm

Therefore, as per calculation, the deflection in beam will be 1406 mm. It means that when the bridge is fully loaded, it can deflection downward about 1406 mm. in order to avoid the downward in every bridge we are providing sag value by giving the tension in the rope and lifting it upward direction, the shape of bridge is little crown shape i.e. middle portion is upward.

## Miscellaneous Issue

It is clear from the calculation also that the capacity of the bridge is quite more than what vehicle is the loaded on it, During the construction time the standard was even simpler and lower, In today’s scenario we can make 1.5 similar bridge with same span. The use of new kind of steel in this bridge also opened the way to use it other places of bridge. But one thing is not taken care and that is corrosion. This is the reason that this bridge was painted on every five years, actually time elapsing to complete the painting is five years, and therefore we can say that after completion of painting each time, they start painting for next time. After start of operation, this bridge were studied several time till date, for further reinforcement, but this bridge is so stable that there is not suggestion accepted for any further reinforcement. One of the main problems with this bridge is that it cannot be further expanded, but harbour tunnel made near this bridge helping it to reduce the traffic jam on this bridge.

## Conclusion,

From above analysis, and calculation one thing is clear that making a bridge like Harbour Bridge or even shorter bridge require enormous amount of calculation and analytical skill. Certainly there may be a gap between my calculation by assuming the different parameters and actual calculation, during making of this bridge. From my stress analysis it was found that the reaction at each of the pylon containing bearing is about 318516 KN which quite less than 20, 000 ton or 196000000 KN, the bending moment also calculated at central load and uniform distributed load 9909900 KNM which also seems it has better stability than it is designed for the purpose. Stress distribution in each Struss is also seems to appropriate, because of the variety of length and shapes used as beams for Struss, the stress calculation for each of the beam in arch is not possible in present condition. The deflection in the beam due to dead and live load is 1.4 m which is also normal for such kind of bridge; this deflection is countered by giving sag value in central upper arch of bridge and provides more tension to rope in the middle part. From my point of view, this bridge has consumed more than necessary material, at present we are using less material for making such kind of bridge. The continuous development and research helped us to achieved optimum use of material and energy. But as per time and availability present in second decade of nineteenth century this bridge is marvellous example of engineering.

# Bibliography

- Rovira,, 2016. Analysis and comparison of Integrated Solar Combined Cycles.
*Applied Energy,*pp. 990-1000.

Agro, D, 2011. Principle of stress and strain. *Strength of materials, *1(1), pp. 1-20.

Andrew Pytel, J, K., 2001. *Engineering Mechanics: Dynamics. *2nd ed. london: Thomson Learning.

Arthur P, Boresi, K. C. J. D. L., 2011. *Elasticity in Engineering Mechanics. *3rd ed. New Jersey: Willey.

Bacidore, M, 2014. *vibration analysis can detect alignment problems, *Wolters Kluwer: Hughes Communications.

BD-090, C, 2017, *Australian Standard Bridge design: AS 5100.7:2017, *Sydney: Standard Australia.

Bird, J. & Ross, C, 2012. *Linera momentum and impulse. *2nd ed. London: Taylor and Francis.

Dunn, D, 2011. Complex Stress. *MECHANICAL PROPERTIES OF MATERIALS, *1(3), pp. 1-22.

Gere, J., 2014. *Mechanics of Materials, Brief Edition. *4th edition ed. Stamford: Cengage.

Hartog, J, P, D., 2012. *Strength of Materials. *8th ed. New York: Dover Publication.

Hibbler, 2010. *Engineering Mechanics: Combined Statics & Dynamics. *12th ed. London: Prentice Hall.

- L. Meriam, L. G. K., 2012.
*Engineering Mechanics: Dynamics.*7th ed. Denever: John Wiley.

Lange, A., 2009. Simple stress and strain. 1(1), pp. 1-286.

Negi, L. S, 2007. *Strength of Materials. *1 ed. New york: Sigma Publisher.

O Connor, R., 2017. Analysis of the design of experiments of bridges. *Procedia Structural Integrity, *5(1), pp. 1-7.

Robalo, B, 2013. Structural analysis of steel bridge decks. *Tecnico lisboa, *1(1), pp. 1-150.

Roylance, D, 2008. MECHANICAL PROPERTIES OF MATERIALS. *MECHANICAL ENGINEERING JOURNAL, *1(1), pp. 1-128.

Taratori, S, 2008. CRITICAL ANALYSIS OF THE DESIGN AND CONSTRUCTION. *Bridge Engineering 2, *1(1), pp. 1-10.

university, b., 2014. *SydneyHarbour.html. *[Online]

Available at: __http://www.bristol.ac.uk/civilengineering/bridges/Pages/NotableBridges/SydneyHarbour.html__

[Accessed 15 10 2017].

# Introduction

As the time proceeds, Science and technology both developing simultaneously with adding knowledge and experience in the entire engineering related stream. Analysis of structure is also one of them. This field becomes more accurate and structural behaviour becomes more predictable. In the same ways the development of organised society also developed and same way knowledge of their construction also emerged as important field. This results more communication and complex traffic system which include small and large bridges, roads and minimum distance approach phenomena. The gain in knowledge and experience also enhanced the support in safety and loads of traffic passing through theses bridges.

Once again we have to analyse one the old but famous bridge with my structural analysis point of view. The motivation and objective behind this work is directly comes from O’Connor 2017 statement, and it is “The steps leading to the introduction of new design loads and other major changes in codes of practice must include a comparison with older codes and some study of the performance and strength of existing structures” (O Connor, 2017).”

Figure 1 Harbour Bridge, Sydney |

As stated earlier we have selected a bridge for our analysis purposes, and the bridge we have selected is nothing but Harbour Bridge of Sydney.

The main reason behind selecting this bridge is level of structural engineering at that time, when structure analysis is not as easy as present days; certainly this design was implement on the basis of hand calculation and not with the help of computer and software. Before going into calculation we have to discuss some fact and figure about this bridge. This bridge is previously three hinged arch bridge; later the upper hinge was welded and joined. The bridge is made in such way that the deck is hanging from five steel trusses. The other two hinges are located at the end of the bridge. To complete this bridge about 50000 tonnes (Calculated later) of steel consumed. Only for maintenance purposes this structure cost about 19 million AUD every year. The height of the arch is around 135 m and its length is about 500 m long. The height from the water level to lower ceiling of bridge is about 50 m. The pylon made in both side is about 90 m height. In order to maintain the bridge and its surface, it is being replaced after every ten years. The whole bridge consists of about 6 million rivets; the weight of the rivets alone is around 3200 tonnes of mild steel. The present standard for load calculation which is available in as Australian code AS 5100 is more complicated that the standard used in 1920. The specified wind load for harbour bridge is 1.44 K Pa which is slightly higher than present standard, the other data will be discussed later (AUS Committee, 2017).

This bridge is made solely for the purpose of connecting two town and these towns are Sydney central district and north shore of Sydney. The trial was started about ten year before the actual erection by Francis greenway but the person who successfully implement the idea is Chief engineer John Bradfield, but due to world was this was postponed till 1922, after 1922 the law was created and voted by parliament of New South Wales and budget was issued. The bridge was constructed to hold six lanes of traffic, two numbers of tram and double track for railway, including two separate pathways also. This bridge is noted under widest bridge of long span and till 50 years back it was the tallest structure in Sydney. The whole world is accepting it as beautiful engineering design and looks fascinating for thousands of visitors all around the world. In tender competition the tender was won by Dorman long and company limited. Initial testing and destruction for small model were testes several times. Since the design software or any machine like to today is not available as compared to present days, therefore, the calculation part for bridge were done continuously until the arch is not completed. The material used to make the pylon is granite and its quantity is about 18000 M^{3}. The length of the four pin used for joining the end is about 4 meter and about 350 mm in diameter (Anon., 2014).

Now we will proceed slowly to calculation part, as given in assignment, as discussed earlier the length of the beam is about 500 m long silicon steel material and the rivets used in this is mild steel of UTS about 450 MPa. The Cross section of the beam is rectangular shape of on measuring it was found that its length is around 920 mm and width is 610 mm. the thickness of the beam steel is 12 mm. from given information board it was found that the factor of safety at that time is 2.5 at that time. The same material is being used for hanger of different length. By counting it was found that there are 48 hanger used for support all over the bridge, 24 from each side. The minimum height of each truss is 18 m and maximum height is about 60 meter at the centre. The width of each truss is about 18 m (Anon., 2014).

As per Australian standard the overall weight of the structure within only 2% of contingency, so our calculation for dead load will proceed accordingly. To calculate the dead load first we have to figure-out material used in making this bridge, total load in distributed on four different bearing from each corners at the sides, the rated capacity for thrust bearing is given as 20 kN.

## Dead Load

The main material used in bridge are Asphalt, Concrete, stone, coke, including floating, Granite, Steel rolled, Steel cast, Wrought-iron, Cast-iron, Timber, Ironbark or Grey Gum, Rails and fastenings, Guard rails and fastenings, we the specific density of each material, If we calculate the total length. From specification given on bridge it was found that on each meter 105 tons of steel is used

Therefore,

Total load capacity of bearing = 200,000 kN x 4 = 800,000 = 800000 kN.

The total steel weight = 105 x 500 = 52500 tons

As per Australian standard for load the factor of safety for ultimate limit state γ_{f3} = 1.1 and γ_{fl} = 1.05 then total force will be calculated as

52500 x 1.1 x 1.05 = 60637 KN.

The bridge is completely balance therefore 60637 / 4 = 15160 KN on each of the bearing, In spite of this steel structure the other materials are not used as huge as steel, and bearing capacity is much greater than steel load, minor load are not assumed in this calculation.

## Live loads

The live load consists of load due traffic on the bridge, Impact due to deck system, load due to wind and load due to temperature.

As per standard limit the specified limit is 9kN / meter, we have estimated the length and width of bridge is about 50 x 500 m. Then total uniform distributed load for the traffic. The notional length width is 3.8 meter specified, in this condition there are thirteen notional lanes is available.

The rail lane is considered as full load lane and rest eleven lane is supposed to be carrying 1/3 of UDL.

Full load lane = 9 * 500 * 2 = 9000 KN

Rest eleven lane = 3 * 11* 500 = 16500 KN

Total Load = 9000 + 16500 = 25500 KN

After multiplying factor of safety = 25500 x 1.1×1.5 = 29452 KN

After adding the dead load = 29452 + 60637 = 900900 KN

This is still less than 800000 KN

Now I have to consider temperature and wind

It is clear that there no hindrance in thermal expansion upward, we also know that the coefficient for thermal expansion for steel is α = 12 * 10^{-6} / ^{O}C. It assumed that maximum temperature difference is 25 ^{o}C in Sydney.

On calculation, the arch of the bridge can expand vertically up to 40.5 mm.

The horizontal expansion can be calculated as given below

= 150 mm

From specification, it was found that the deck can be expanded by 400 mm; the calculated expansion is quit less than the allowed expansion.

As per Australian standard load the allowable air pressure is calculated with the formula

V_{d} = S_{g} x V_{s}

For specific place Sydney, the wind load V_{d} is specified as = 55 kN/cubic meter.

## Support and reaction forces

Near the pylon we can see that each support is hinged at an angle of around 45^{o}. In such condition all the loads trying to make the arch in horizontal straight, but it is supported on hinged approach so all load comes to this four hinges, we can calculate the total load on each hinge

Figure 2 Hinge support |

The total concentrated load is considered about 90090 KN,

The height from hinge to the top arch is about 110 m (Total height assumes 135 m, 25 m from ground to hinge)

Noe we can calculate the load as per figure given below

900900 KN |

From figure,

V_{A} + V_{B} – 900900 KN = 0 (i)

V_{A} + V_{B} = 900900 KN

H_{A} – H_{B} = 0

H_{A} = H_{B}

250 x 90090 – 500 V_{B} = 0

KN

The thrust reaction is inclined at 45^{o}. In the condition horizontal and vertical both component are equal.

H_{A} = H_{B} = V_{B} = 450450 KN

V_{A} = 90090 – 450450 = 450450 KN

Therefore total reaction

R_{A} = R_{B} = = = 637032.5 KN

It is clear that bridge is balance; therefore, load is equally share between two bearings at each shore

637032 /2 = 318516 KN

## Calculating shear force

For the purposes of simplicity, if we assume the uniform distributed load in place of concentrated load at point C. we will proceed as follows

Dividing total load on length = 900900/500 = 1802 KN /m

In order to proceed further, we will calculate the shear force and bending moment from parabolic arch concept, which will be as given in figure.

1802 KN /m |

The force on vertical direction = R_{AV} = R_{BV}= 1802 *500/2 = 450450 KN

And if the horizontal is absent then R_{AH} = R_{BH}

Now I have to calculate moment forces abut C from left side

R_{AH} *h – R_{AV} x L/2 + wL^{2}/8 = 0

Or R_{AH} = wL^{2}/8h = 1802 x 500 x 500/(8x 110) = 511932 KN

When A is assumed as axis, the equation for parabola cane be written as

Bending moment can be given by at any point P (x,y) for parabolic arch

Putting the value of R_{AV} and R_{AH} for x in place of y

After simplification

At nay section of arch the shear force should always be zero for design.

## Calculating bending moment diagram

1802 KN /m |

It is clear that the load of the arch carries load at point C

In this condition the bending moment at any point between A and C may be calculated as follows

……… (i)

And for bending moment at any point between C and B is

….. (ii)

And bending moment for the point in the middle = R_{AH*}h = 900900 x 110 = 99099000 KNM

The shape of bending moment diagram will be as given above.

## Bending stress distribution across critical section

As we know that trusses used in bridge is used to transmit the loads of the bridge to the support, it is basically used to load the dead and live loads of the bridges, and transfer the load to the hinges and finally to the ground. We already know that their shape depends upon the requirement of transferring loads. For Harbour Bridge, the shape used is triangular base with varying shape and cross section of the beams; its trusses are name as Warrnen truss. The joint of the truss is fixed with pin and finally with hydraulics which adjust the thermal movement of the whole bridge. The material used for warren truss is not silicon steel rather it is mild steel, which more capable of carrying the load as compared to silicon steel which is more stringer than mild steel.

For load distribution, it is difficult to calculate the bending moment of all the trusses used in Harbour Bridge but it can be simplified and formulated in smaller section and finally integrated to whole span. The figure given below is similar to the trusses used in Harbour Bridge but it is of one section. The span consist of 56 trusses including both side

**Figure ****3****– Truss in Harbour Bridge**

As we see that in the figure, this just for illustration, we have to calculate reaction at the support.

If we tale moment about a. The reaction force A is not known for the present condition, we have to calculate it first for 145 KN force. As we know that the all the system is in equilibrium

Then,

The bending moment will be

0=(180 x 0.5)+(110 x 1.5)+(145sin75^{o} x 2.5) – (145Cos75^{o} x 0.866) – 3R_{B}

_{ }3R_{B} = 90 + 165 +140.05 –32.4975 = 362.55 KNM

_{ }R_{B} = 362.55/3 = 120.85 KN

Now I have to find vertical force

0 = 180 – 110 – 145Sin75 + 120.85 + R_{AV}

_{ }Or, ^{, }R_{AV} = 50.78

The horizontal force will be calculated as

R_{AH} = 145Cos75 = 145 *0.2588 = 37.526 KN

Now the reaction force R_{A} can be calculated as follows

## Shear stress distribution across critical section

Now I have to calculate distribution of forces in member of truss such as X and Y

Total vertical forces upon X can be calculated as

= 120.85 –Fx.Sin 60^{o}

Therefore

The forces acting on the X direction will be 139.55 KN and it is compressive force

Total vertical forces upon Y can be calculated as

= 50.78 –139.55cos 60^{o}

_{ }

The forces acting on the Y direction will be -18.99 KN and it is in tension

Similarly we can that calculate the forces and direction of the entire truss, which is in 52 numbers. To calculate the all the beams tension of compression takes too long, but the process is as similar as given above. The main point behind this calculation is that we can see the direction and magnitude of all the forces transferring towards base of the bridge.

As we can see that distribution of shear stress is also used in above calculation

## Maximum deflection using elastic curve method

Since Macaulay method is only suitable for cantilever beam, therefore we to use elastic curve method.

Again we have to consider the whole bridge as force of uniform distributed load of about 1800 KN/m. We have studied earlier that, at point P, the curvature of a plane curve can be represented as the formula

Figure 4 – Deflection calculation for Harbour Bridge |

As given in equation is well know that dy/dx is first order derivative and its second order derivative will be d^{2}y/dx^{2} , the function y(x) that is equation of a curve, but one thing we have to note in this equation that the slope dy/dx as small as negligible, and further its square is more negligible, there the equation ma becomes as follows

From mechanics and strength of material it is clear that = M(x)/EI

This is the equation of the second order linear differential equation and also known as elastic curve. The denominator term EI is known as flexural rigidity and it variation is according to the beam. The beam we have selected also known as prismatic beam and for this kind of beam the EI is considered as constant (Gere, 2014).

The final deflection can be achieved by double integrating the equation as follows

We know that C_{1} is first constant and C_{2 }^{ }is second constant, these constant can be determined according to the boundary condition given for particular situation. The bridge is supposed to as given in figure with uniform distributed load. As per above figure the moment of the AD part about D will be given as

If we place the moment equation is above integral part the we can see that

If we integrate the twice the above equation we will get as follows

And in second integration

…….(i)

Now I have to calculate the constant C_{1} and C_{2, }for this we have to analyse the given condition,

If y = 0, the beam end from both side, y =0, if we put x =0 and y =0 in equation (i) we get C_{2} = 0, we than analyse it as x = L and y = 0 in the equation (i) then

Now after putting the value of C_{1} and C_{2} in the equation we obtain it as

If we place the value of first integration then we can see that the slope of the beam becomes zero at the point L/2, the second thing we obtain from equation is that elastic curve has minimal value at the midpoint that is C. Putting the value x = L/2, we have

Therefore, the maximum defections can be obtained from the Harbour bridge =

Now in order to find the deflection we have to find I of the bridge about D

From the construction of the bridge it was found that beam is considered from bottom surface to surface of road about 4.2 meter and width of the beam is 50 m. The elastic constant for steel is for ASTM –A36 = 200 GPa

First we will calculate the

_{ 266.67 }kg.m^{2}

Elastic constant = 200 GPa = 200 * 10^{9} Pa

W = 50 m

L = 500 m

Now we can calculate deflection from the formula =

Putting the value in above equation

mm

Therefore, as per calculation, the deflection in beam will be 1406 mm. It means that when the bridge is fully loaded, it can deflection downward about 1406 mm. in order to avoid the downward in every bridge we are providing sag value by giving the tension in the rope and lifting it upward direction, the shape of bridge is little crown shape i.e. middle portion is upward.

## Miscellaneous Issue

It is clear from the calculation also that the capacity of the bridge is quite more than what vehicle is the loaded on it, During the construction time the standard was even simpler and lower, In today’s scenario we can make 1.5 similar bridge with same span. The use of new kind of steel in this bridge also opened the way to use it other places of bridge. But one thing is not taken care and that is corrosion. This is the reason that this bridge was painted on every five years, actually time elapsing to complete the painting is five years, and therefore we can say that after completion of painting each time, they start painting for next time. After start of operation, this bridge were studied several time till date, for further reinforcement, but this bridge is so stable that there is not suggestion accepted for any further reinforcement. One of the main problems with this bridge is that it cannot be further expanded, but harbour tunnel made near this bridge helping it to reduce the traffic jam on this bridge.

## Conclusion,

From above analysis, and calculation one thing is clear that making a bridge like Harbour Bridge or even shorter bridge require enormous amount of calculation and analytical skill. Certainly there may be a gap between my calculation by assuming the different parameters and actual calculation, during making of this bridge. From my stress analysis it was found that the reaction at each of the pylon containing bearing is about 318516 KN which quite less than 20, 000 ton or 196000000 KN, the bending moment also calculated at central load and uniform distributed load 9909900 KNM which also seems it has better stability than it is designed for the purpose. Stress distribution in each Struss is also seems to appropriate, because of the variety of length and shapes used as beams for Struss, the stress calculation for each of the beam in arch is not possible in present condition. The deflection in the beam due to dead and live load is 1.4 m which is also normal for such kind of bridge; this deflection is countered by giving sag value in central upper arch of bridge and provides more tension to rope in the middle part. From my point of view, this bridge has consumed more than necessary material, at present we are using less material for making such kind of bridge. The continuous development and research helped us to achieved optimum use of material and energy. But as per time and availability present in second decade of nineteenth century this bridge is marvellous example of engineering.

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