In civil engineering and structural analysis Clapeyron's theorem of three moments is a relationship among the bending moments at three consecutive supports of a horizontal beam.

Let A,B,C-D be the three consecutive points of support, and denote by- l the length of AB and ${\displaystyle l'}$ the length of BC, by w and ${\displaystyle w'}$ the weight per unit of length in these segments. Then^[1] the bending moments ${\displaystyle M_{A},\,M_{B},\,M_{C))$ at the three points are related by:

${\displaystyle M_{A}l+2M_{B}(l+l')+M_{C}l'={\frac {1}{4))wl^{3}+{\frac {1}{4))w'(l')^{3}.}$

This equation can also be written as ^[2]

${\displaystyle M_{A}l+2M_{B}(l+l')+M_{C}l'={\frac {6a_{1}x_{1)){l))+{\frac {6a_{2}x_{2)){l'))}$

where a₁ is the area on the bending moment diagram due to vertical loads on AB, a₂ is the area due to loads on BC, x₁ is the distance from A to the centroid of the bending moment diagram of beam AB, x₂ is the distance from C to the centroid of the area of the bending moment diagram of beam BC.

The second equation is more general as it does not require that the weight of each segment be distributed uniformly.

Derivation of three moments equations

Mohr's theorem^[3] can be used to derive the three moment theorem^[4] (TMT).

Mohr's first theorem

The change in slope of a deflection curve between two points of a beam is equal to the area of the M/EI diagram between those two points.(Figure 02)

Mohr's second theorem

Consider two points k1 and k2 on a beam. The deflection of k1 and k2 relative to the point of intersection between tangent at k1 and k2 and vertical through k1 is equal to the moment of M/EI diagram between k1 and k2 about k1.(Figure 03)

The three moment equation expresses the relation between bending moments at three successive supports of a continuous beam, subject to a loading on a two adjacent span with or without settlement of the supports.

The sign convention

According to the Figure 04,

1. The moment M1, M2, and M3 be positive if they cause compression in the upper part of the beam. (sagging positive)
2. The deflection downward positive. (Downward settlement positive)
3. Let ABC is a continuous beam with support at A,B, and C. Then moment at A,B, and C are M1, M2, and M3, respectively.
4. Let A' B' and C' be the final positions of the beam ABC due to support settlements.

Derivation of three moment theorem

PB'Q is a tangent drawn at B' for final Elastic Curve A'B'C' of the beam ABC. RB'S is a horizontal line drawn through B'. Consider, Triangles RB'P and QB'S.

${\displaystyle {\dfrac {PR}{RB'))={\dfrac {SQ}{B'S)),}$

${\displaystyle {\dfrac {PR}{L1))={\dfrac {SQ}{L2))}$

(1)

${\displaystyle PR=\Delta B-\Delta A+PA'}$

(2)

${\displaystyle SQ=\Delta C-\Delta B-QC'}$

(3)

From (1), (2), and (3),

${\displaystyle {\dfrac {\Delta B-\Delta A+PA'}{L1))={\dfrac {\Delta C-\Delta B-QC'}{L2))}$

${\displaystyle {\dfrac {PA'}{L1))+{\dfrac {QC'}{L2))={\dfrac {\Delta A-\Delta B}{L1))+{\dfrac {\Delta C-\Delta B}{L2))}$

(a)

Draw the M/EI diagram to find the PA' and QC'.

From Mohr's Second Theorem
PA' = First moment of area of M/EI diagram between A and B about A.

${\displaystyle PA'=\left({\frac {1}{2))\times {\frac {M_{1)){E_{1}I_{1))}\times L_{1}\right)\times L_{1}\times {\frac {1}{3))+\left({\frac {1}{2))\times {\frac {M_{2)){E_{2}I_{2))}\times L_{1}\right)\times L_{1}\times {\frac {2}{3))+{\frac {A_{1}X_{1)){E_{1}I_{1))))$

QC' = First moment of area of M/EI diagram between B and C about C.

${\displaystyle QC'=\left({\frac {1}{2))\times {\frac {M_{3)){E_{2}I_{2))}\times L_{2}\right)\times L_{2}\times {\frac {1}{3))+\left({\frac {1}{2))\times {\frac {M_{2)){E_{2}I_{2))}\times L_{2}\right)\times L_{2}\times {\frac {2}{3))+{\frac {A_{2}X_{2)){E_{2}I_{2))))$

Substitute in PA' and QC' on equation (a), the Three Moment Theorem (TMT) can be obtained.

Three moment equation

${\displaystyle {\frac {M_{1}L_{1)){E_{1}I_{1))}+2M_{2}\left({\frac {L_{1)){E_{1}I_{1))}+{\frac {L_{2)){E_{2}I_{2))}\right)+{\frac {M_{3}L_{2)){E_{2}I_{2))}=6[{\frac {\Delta A-\Delta B}{L_{1))}+{\frac {\Delta C-\Delta B}{L_{2))}]-6[{\frac {A_{1}X_{1)){E_{1}I_{1}L_{1))}+{\frac {A_{2}X_{2)){E_{2}I_{2}L_{2))}]}$