Arches are important structural elements in engineering that provide economical solutions in both buildings and bridges. In the case of beams supporting uniformly distributed load, the maximum bending moment increases with the square of the span and hence they become uneconomical for long span structures.

In such situations, arches could be advantageously employed, since they would develop horizontal reactions, which in turn reduce the bending moment.

A three-hinged arch, which is usually made from steel or timber, is statically determinate. Unlike statically indeterminate arches, it is not affected by differential settlement or temperature changes. Three-hinged arch structures have three natural hinges as the name implies. The two supports are hinged, and another internal hinge is usually located at the crown. Three-hinged arch has four unknown reactions, i.e., two vertical reactions and two horizontal reactions at the supports. For their determination, three equilibrium equations can be formulated considering the structure in whole. Since bending moment at the internal hinge is zero, this provides additional equation for equilibrium of the part of the system. It means that the sum of the moments of all external forces, which are located on the right (or on the left) part of the structure with respect to the internal hinge is zero. Therefore, three-hinged arch is a geometrically unchangeable and statically determinate structure. The figure below shows a three-hinged Bolt-laminated Ekki Timber bridge at Finowfurt, Germany.

The peculiar feature of arched structures is that horizontal reactions are induced even when the structure is subjected to vertical load only. These horizontal reactions under vertical loading Ax = Bx = H are called the

*of the structure. At any cross section of the arch, bending moments, shear, and axial forces arise. However, the bending moments and shear forces are smaller than corresponding internal forces in a simply supported beam covering the same span and subjected to the same load. This fundamental property of the arch is thanks to the thrust developed. Thrusts in both supports are pointed towards each other and consequently reduce the bending moments that would arise in beams of the same span and load configuration. The two parts of an arch may be connected by a tie. In this case in order for the structure to remain statically determinate, one of the supports of the arch should be supported on a roller.*

**thrust****SOLVED EXAMPLE**

For the parabolic arch that is loaded as shown below, compute the support reactions and plot the internal stresses diagram for the identified sections. The arch is hinged at points A, B, and C.

**SOLUTION**

**Geometrical properties of the arch**

The ordinate (y) at any point along a parabolic arch is given by;

y = [4y

_{c}(L

*x*-

*x*

^{2})] / L

^{2}

Where;

y

_{c}= Height of the crown of the arch from the base

L = Length of arch

*x*= Horizontal ordinate of interest

Hence, y = [4 × 10 (45

*x*-

*x*

^{2})] / 45

^{2}

The general equation of the arch now becomes;

y = (8/9)

*x*– (8/405)

*x*

^{2}----------------- (1)

Differentiating equation (1) with respect to x

dy/dx = y' = (8/9) – (16/405)

*x*------------------ (2)

From trigonometric relations, we can verify that;

Sin Î¸ = y'/[1 + (y')

^{2}]

^{0.5}---------------- (3)

Cos Î¸ = 1/[1+ (y')

^{2}]

^{0.5}---------------- (4)

From the above relations, we can carry out the calculations for obtaining the geometrical properties of the arch structure.

Let us consider point A (support A of the structure);

We can verify that at point A, x = 0, and y = 0;

From equation (2) above, y' = 8/9;

Thus,

Sin Î¸ = (8/9)/[1 + (8/9)

^{2}]

^{0.5}= 0.664

Cos Î¸ = 1/[1 + (8/9)

^{2}]

^{0.5}= 0.747

Similarly, let us consider point 3 of the structure;

At point 3, x = 27.5m

From equation (1), we can obtain the value of y as; y = [(8/9) × 27.5] – [(8/405) × 27.5

^{2}] = 9.5061m;

The tangent at that point can be obtained from from equation (2); dy/dx = y' = (8/9) – [(16/405) × 27.5] = - 0.1975

Thus,

Sin Î¸ = (-0.1975)/[1 + (-0.1975)

^{2}

^{0.5}= -0.1937

Cos Î¸ = 1/[1 + (-0.1975)

^{2}]

^{0.5}= 0.9813

For the entire section, it is more convenient to set out the geometrical properties in a tabular form. See the picture below;

**Support Reactions**

**Let ∑M**

_{B}= 0; anticlockwise negative

(Ay × 45) - (12 × 22.5 × 33.75) - (25 × 10) - (15 × 6.913) = 0

Therefore, Ay = 210.36 KN

Let ∑M

_{A}= 0; clockwise negative

(By × 45) - (25 × 35) + (15 × 6.913) - (12 × 22.5 × 11.25) = 0

Therefore, By = 84.64 KN

Let ∑M

_{C}

^{L}= 0; anticlockwise negative

(Ay × 22.5) - (Ax × 10) - (12 × 22.5 × 11.25) = 0

22.5Ay – 10Ax = 3037.5 --------- (a)

Substituting, Ay = 210.36 KN into equation (a)

Hence, Ax = 169.56 KN

Let ∑M

_{C}

^{R}= 0; clockwise negative

(By × 22.5) - (Bx × 10) - (25 × 12.5) - (15 × 3.087) = 0

22.5By – 10Bx = 358.8 --------- (b)

Substituting, By = 84.64 KN into equation (b)

Hence, Bx = 154.56 KN

**Internal Stresses**

**Bending Moment**

M

_{A}= 0 (hinged support)

M

_{1}= (210.36 × 7.5) – (169.56 × 5.555) – (12 × 7.5 × 3.75) = 298.294 KN.m

M

_{2}= (210.36 × 15) – (169.56 × 8.889) – (12 × 15 × 7.5) = 298.181 KN.m

M

_{C}= (210.36 × 22.5) – (169.56 × 10.000) – (12 × 22.5 × 11.25) = 0

Coming from the right hand side;

M

_{C}= (84.64 × 22.5) – (154.56 × 10) – (25 × 12.5) – (15 × 3.087) = 0

M

_{3}= (84.64 × 17.5) – (154.56 × 9.506) – (25 × 7.5) – (15 × 2.593) = -214.442 KN.m

M

_{4}= (84.64 × 10) – (154.56 × 6.913) = -222.073 KN.m

M

_{B}= 0 (hinged support)

**Shear**

Q =

**∑V cosÎ¸ - ∑H sinÎ¸**

**Q**

_{A}= (210.36 × 0.747) – (169.56 × 0.664) = 44.551 KN

Q

_{1}= [210.36 – (12 × 7.5)] 0.860 – (169.56 × 0.509) = 17.203 KN

Q

_{2}= [210.36 – (12 × 15)] 0.959 – (169.56 × 0.284) = -19.040 KN

Q

_{C}

^{R}= [210.36 – (12 × 22.5)] 1.000 – (169.56 × 0.000) = - 59.64 KN

Q

_{3}= [210.36 – (12 × 22.5)] 0.981 – (169.56 × - 0.193) = - 25.782 KN

Q

_{4}

^{L}= [210.36 – (12 × 22.5)] 0.897 – (169.56 × - 0.443) = - 21.618 KN

Q

_{4}

^{R}= {[210.36 – (12 × 22.5) - 25] × 0.897} – [(169.56 – 15) × (- 0.443)] = 7.452 KN

Q

_{B}= (- 84.64 × 0.747) – [154.56 × (- 0.664)] = 39.402 KN

**Axial**

**N = -∑V sinÎ¸ - ∑H cosÎ¸**

**N**

_{A}= (-210.36 × 0.664) – (169.56 × 0.747) = - 266.340 KN

N

_{1}= - [210.36 – (12 × 7.5)] 0.509 – (169.56 × 0.860) = - 207.085 KN

N

_{2}= - [210.36 – (12 × 15)] 0.284 – (169.56 × 0.959) = -171.230 KN

N

_{C}= - [210.36 – (12 × 22.5)] 0.000 – (169.56 × 1.000) = -169.560 KN

N

_{3}= -{[210.36 – (12 × 22.5)] × - 0.193} – (169.56 × 0.981) = -177.849 KN

N

_{4}

^{L}= -{[210.36 – (12 × 22.5)] × - 0.443} – (169.56 × 0.897) = - 178.516 KN

N

_{4}

^{R}= -{[210.36 – (12 × 22.5) - 25] × - 0.443} – [(169.56 – 15) × (0.897)] = - 176.136 KN

N

_{A}= - (-84.64 × - 0.664) – (154.56 × 0.747) = - 171.657 KN

**Internal Stresses Diagram (Not to scale)**

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Nice one. Thanks for the info

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