Truss member forces by method of joints

Problem 3-1

Use method of joints to determine the forces in all the members of pin-jointed plane truss shown in figure 3-1(a).

pin-jointed plane truss

Figure 3-1(a)

Solution:

In the given truss the support at A is roller and C is hinged. First we will find whether this truss is determinate or indeterminate.

Condition of determinacy of plane truss: m = 2j - 3

In this truss  j = 6, which requires 26 - 3 members for the truss to be determinate. It is confirmed from the figure that there are 9 members in this truss.

Therefore the the given truss is statically determinate.

Reactions at the support:

Support A is on the roller, therefore it will have only vertical reaction and no  horizontal reaction. Support C being hinged will experience both horizontal and vertical reactions. (refer to figure 3-1(b).

Considering horizontal reaction at C to be in the +ve x direction and. Applying the conditions of static equilibrium, we get;

(i) Σ Fx = 0; therefore Cx - 15 = 0;               eq (1)

Solving the equation we get Cx =15 kN. The positive sign of this value indicates that our assumption in the direction of Cx was correct.

(ii) Σ Fy = 0; yields Ay+ Cy - 25 -10 - 20 = 0;        

                            Ay+ Cy = 55;                      eq. (2)

(iii) Σ Mz = 0; Considering z-axis perpendicular to the plane and passing through joint A. Take moment of all the forces about z-axis (taking clock-wise negative and anticlock-wise positive);

Ay x 0 + Cy x 4 -  Cx x 0  - 20 x 2 + 15 x 2  - 10 x 2 + 25 x 0 =0;

we get  Cy = 7.5 kN;

Therefore  Ay = 47.5 kN;

support reactions of truss

Figure 3-1(b)

Calculation of member forces

We use method of joints to find all the forces in the members of the given truss.

First of all look for the joint which does not have more than 2 unknown forces. In this truss we find that joint D and F have only two unknown forces.

Let's start with joint D; In the beginning assume all the unknown forces as tensile. Tensile forces are shown with an outward arrow whereas compressive forces are shown with  an inward arrow at the joint. The forces acting in the +ve directions of axes are taken as +ve whereas those acting in the -ve directions of axes are taken as -ve.

Equilibrium of joint D

joint D

Σ Fx = 0;  

- FDE  - 15 kN = 0;

FDE = - 15 kN The -ve sign of FDE indicates that the assumed direction (tensile) was wrong, therefore the actual nature of force FDE will be compressive.

Σ Fy = 0; => - FDC = 0; therefore FDC = 0

Equilibrium of joint F

joint F

Σ Fx = 0;   => FFE = 0

Σ Fy = 0; => - 25 - FFA = 0;

FFA = - 25 kN

The -ve sign of FFA indicates that the assumed direction of (tension) for this forces is not correct, therefore the actual direction of force in member FA is to be compressive.

Now the joints A and C have only two unknown forces whereas joint  B and E have three unknown forces. So we come to joint A.

Equilibrium of joint A

Joint A

The force in member AE is making an angle of 45 degree with +x-axis, therefore it has to be resolved into its rectangular components along  x-axis  (FAEcos45) and along y-axis ( FAE sin45).

Σ Fx = 0;   => FAE cos45 + FAB = 0                  (i)

Σ Fy = 0; => FAE sin45 + Ay - FAF = 0              (ii)

substituting the magnitudes  of Ay and FAF  (equal to FFA)  into eq.(i) we get

FAE sin45 + 47.5 - 25 = 0;

Therefore FAE = - 22.5/sin45=  - 31.82 kN; negative sign of FAE indicates that this force should be in the opposite sense, hence it should be a compressive force of 31.82 kN.

Substituting this value of FAE in eq. (i) yields.

FAB = 22.5 kN;

Equilibrium of joint C

joint C

      Σ Fy = 0;

     FCE sin45 + Cy + FCD = 0      (iii)

        FCE sin45 + 7.5 + 0 = 0; Therefore FCE = - 7.5/sin45 = - 10.61 kN; again the negative sign of this force indicates that it should be in the reverse direction, hence compressive 10.61 kN.

Σ Fx = 0;   => - FCE cos45 - FCB + Cx = 0       (iv)

Substituting the value of FCE  and Cx in eq. (iv) we get;

  FCB  = + 7.5 + 15 = + 22.5 kN

Equilibrium of joint B

Joint B

Σ Fy = 0; => FBE = 20 kN

From the previous calculations about joint A and joint C, it is also evident that Σ Fx = 0;  because FBA = - FAB and FBC = - FCB ; This confirms our calculations.

Result of Member forces calculations
Member Force (kN) Nature of force
AB 22.5 Tensile
AF 25 Compressive
AE 31.82 Compressive
BC 22.5 Tensile
BE 20 Tensile
CD 0  
CE 10.61 Compressive
DE 15 Compressive
EF 0  

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