# Theorem of three moments

Theorem of three moments 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 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.

Figure 01-Sample continuous beam section Contents 1 Derivation of three moments equations 1.1 Mohr's first theorem 1.2 Mohr's second theorem 1.3 The sign convention 1.4 Derivation of three moment theorem 2 Three moment equation 3 Notes 4 External links 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) Figure 02-Mohr's First Theorem 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) Figure03-Mohr's Second Theorem 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, The moment M1, M2, and M3 be positive if they cause compression in the upper part of the beam. (sagging positive) The deflection downward positive. (Downward settlement positive) 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. Let A' B' and C' be the final positions of the beam ABC due to support settlements. Figure 04-Deflection Curve of a Continuous Beam Under Settlement 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'.

Figure 05 - M / EI Diagram 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}}}]} Notes ^ J. B. Wheeler: An Elementary Course of Civil Engineering, 1876, Page 118 [1] ^ Srivastava and Gope: Strength of Materials, page 73 ^ "Mohr's Theorem" (PDF). ^ "Three Moment Theorem" (PDF). External links CodeCogs: Continuous beams with more than one span hide vte Structural engineering Dynamic analysis Duhamel's integralModal analysis Static analysis Betti's theoremCastigliano's methodConjugate beam methodFEMFlexibility methodMacaulay's methodMoment-area theoremStiffness methodShear and moment diagramTheorem of three moments Structural elements 1-dimensional Beam I-beamLintel Post and lintelSpanCompression memberStrutTie 2-dimensional ArchThin-shell structure Structural support Bracket Theories Euler–Bernoulli beam theoryMohr–Coulomb theoryPlate theoryTimoshenko–Ehrenfest beam theory Categories: Structural analysisContinuum mechanicsPhysics theorems

Si quieres conocer otros artículos parecidos a Theorem of three moments puedes visitar la categoría Continuum mechanics.

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