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Moment distribution method offers a convenient way to analyse statically indeterminate beams and rigid frames.In the moment distribution method, every joint of the structure to be analysed is fixed so as to develop the fixed-end moments.

Then, each fixed joint is sequentially released and the fixed-end moments (which by the time of release are not in equilibrium) are distributed to adjacent members until equilibrium is achieved.

Moreover, the moment distribution method in mathematical terms can be demonstrated as the process of solving a set of simultaneous equations by means of iteration. Added to that, it falls into the category of displacement method of structural analysis.

Finally, moments distribution method of structural analysis is thoroughly presented in the following sections in addition to provide solved example.

Basic definitions of terms in moment distribution method of structural analysis

Fixed end moments

Fixed end moments are the moments produced at member ends by  when the joints are fixed. Table 1 provides equations for fixed end moment computations.

Table 1: Fixed end moment equations

Fixed end momentFixed end moment
Fixed end moment Fixed end moment
Fixed end moment Fixed end moment
Fixed end moment Fixed end moment

Flexural stiffness

The flexural stiffness (EI/L) of a member is represented as the product of the modulus of elasticity (E) and the second moment of area (I) divided by the length (L) of the member. Additionally, what is needed in the moment distribution method is not the exact value but the ratio of flexural stiffness of all members.

Distribution factors

Distribution factors can be defined as the proportions of the unbalanced moments carried by each of the members.

Carryover factors

Unbalanced moments are carried over to the other end of the member when the joint is released. Added to that, the ratio of the carried-over moment at the other end to the fixed-end moment of the initial end is the carryover factor.

Lastly, For prismatic members, the carryover moment in each span has the same sign as the distribution end moment, but is one-half as large.

Sign convention

Any moment acting clockwise is considered to be positive. This differs from the usual engineer’s sign convention, which employs a Cartesian coordinate system with positive x-axis to the right and positive y-axis up, resulting in positive moment about the z-axis being counterclockwise.

Moment distribution and common sign convention comparison

Fig.1: Moment distribution and common sign convention comparison

Framed structures

Framed structures with or without sides way can be analysed using the moment distribution method.

Moment distribution analysis procedure for beams

1. Restrain all possible displacements.

2. Then, calculate Distribution Factors:
The distribution factor DFi of a member connected to any joint J is
where S is the rotational stiffness , and estimated by:

3. After that, determine carry-over factors

The carry-over factor to a fixed end is always 0.5, otherwise it is zero.

4. Next, calculate Fixed End Moments. (Table 1).
These could be due to in-span loads, temperature variation and/or relative displacement between the ends of a member.

5. Then, do distribution cycles for all joints simultaneously.

6. Each cycle consists of two steps:

Distribution of out of balance moments Mo, where

Me: external moment applied to the joint (if any)
Mo: total out of balance moment at the joint
FEMi: fixed-end moment
Mi: moment distributed to any member
DFi: distribution factor of member i

7. Calculation of the carry over moment at the far end of each member.

The procedure is stopped when, at all joints, the out of balance moment is a negligible value. In this case, the joints should be balanced and no carry-over moments are calculated.

8. Finally, calculate the final moment at either end of each member.

This is the sum of all moments (including FEM) computed during the distribution cycles.

Analyzing statically indeterminate beam using moment distribution method

  • Members AB, BC, CD have the same length clip_image001.
  • Flexural rigidities are EI, 2EI, EI respectively.
  • Concentrated load of magnitude clip_image002acts at a distance clip_image003from the support A.
  • Uniform load of intensity clip_image004acts on BC.
  • Member CD is loaded at its mid-span with a concentrated load of magnitude clip_image005.
Indeterminate beam example

Fig.3: Indeterminate beam example

Fixed-end moments

In the following calculations, counterclockwise moments are positive:







Distribution factors





The distribution factors of joints A and D are DAB = DDC = 1.

Carryover factors

The carryover factors are clip_image016, except for the carryover factor from D (fixed support) to C which is zero.

Details of calculations

Table 2: details of moment distribution calculations






Distribution factors010.27270.72730.66670.333300
Fixed-end moments14.700-6.3008.333-8.33312.500-12.500
Step 1-14.700-7.350
Step 21.4503.8671.934
Step 3-2.034-4.067-2.034-1.017
Step 40.5551.4790.739
Step 5-0.246-0.493-0.246-0.123
Step 60.0670.1790.090
Step 7-0.030-0.060-0.030-0.015
Step 80.0080.0220.011
Step 9-0.004-0.007-0.004-0.002
Step 100.0010.003
Sum of moments0-11.56911.569-10.18610.186-13.657


Moments at joints determined by the moment distribution method





The conventional engineer’s sign convention used here, i.e. positive moments cause elongation at the bottom part of a beam member.

Shear force and bending moment diagram

Table 3 provides shear and moment diagram for the analyzed beam. Note that the moment distribution method only determines the moments at the joints.

Moreover, developing complete bending moment diagrams require additional calculations using the determined joint moments and internal section equilibrium.

Table 3: shear force and moment diagram for the analyzed indeterminate beam

Shear force diagram


Bending moment diagram


Moment distribution method result vs stiffness matrix method result

For comparison purposes, the following are the results of the same beam using a matrix method. As it may be noted in the analysis above, the iterative process was carried to >0.01 precision. Surprisingly, the fact that the matrix analysis results and the moment distribution analysis results match to 0.001 precision is mere coincidence.

Moments at joints determined by the matrix method





About Madeh Izat HamakareemVerified

Madeh is a Structural Engineer who works as Assistant Lecturer in Koya University. He is the author, editor and partner at