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### Elastic Frame Ends Fixed Case 5b Roarks Formulas for Stress and Strain Equations and Calculator

**Beam Deflection and Stress Equation and Calculators**

Reaction and deflection formulas for in-plane loading of elastic frame with mounting ends fixed and distributed load on the horizontal member Case 5b formulas and calculator:

The formulas are given for the indeterminate reactions and end deformations for a rigid frame consisting of three members. Only in-plane deformations and only those due to bending moments have been included in the expressions found in the provided formula. Since deformations due to transverse shear and axial loading are not included, the results are limited to those frames made up of members which are long in proportion to their depths.

Each member must be straight and of uniform cross section having a principal axis lying in the plane of the frame. The elastic stability of the frame, either in the plane of the frame or out of this plane, has not been treated.

Obviously the formulas are designed for frames with three members where the vertical members both lie on the same side of the horizontal member, its use is not limited to this configuration. One can set the lengths of either of the vertical members, members 1 and 2, equal to zero and solve for reactions and deformations of two-member frames. The length of the horizontal member, member 3, should not be set to zero for two reasons: (1) It does not generally represent a real problem; and (2) the lengths of members 1 and 2 are assumed not to change, and this adds a restraint to member 3 that would force it to have zero slope if its length was very short.

The forumulas given assumethe freames to have rigid corners; however, corrections can be made easily once the rigidity of a given corner design is known by making use of the concentrated angular displacement loading with the displacement positioned at the corner.

Loading Configuration

Left end fixed, right end fixed

General Elastic Frame Designations

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**Deformation equations**:

Horizontal deflection at A = δ_{HA} = C_{HH}H_{A} + C_{HV}V_{A} + C_{HM}M_{A} - LF_{H}

Vertical deflection at A = δ_{VA} = C_{VH}H_{A} + C_{VV}V_{A} + C_{VM}M_{A} - LF_{V}

Angular rotation at A = ψ_{A} = C_{MH}H_{A} + C_{MV}V_{A} C_{MA}M_{A}- LF_{M}

Where:

**Since δ _{H} = 0, δ_{VA} = 0, and ψ_{A} = 0, these three equations are solved simultaneously for H_{A}, V_{A}, and M_{A}:**

**Loading terms for distributed load on the horizontal member frame member**:

Where used:

Δ_{o} = Displacement (in, mm),

θ_{o} = Angular Displacement (radians),

W = Load or Force (lbsf, N),

w = Unit Load or force per unit length (lbs/in, N/mm),

M_{A} = Couple (moment) ( lbs-in, N-mm),

M_{o} = Couple (moment) ( lbs-in, N-mm),

θ_{o} = Externally created angular displacement (radians),

Δ_{o}, = Externally created concentrated lateral displacement (in, mm),

T_{1} - T_{2} = Uniform temperature rise (°F),

T_{o} = Average Temperature (deg °F),

γ = Temperature coefficient of expansion [ µinch/(in. °F), µmm/(mm. °F) ],

T_{1}, T_{2} = Temperature on outside and inside respectively (degrees),

H_{A}, H_{B} = Horizontal end reaction moments at the left and right, respectively, and are positive clockwise (lbs, N),

I_{1}, I_{2}, and I_{3} = Respective area moments of inertia for bending in the plane of the frame for the three members (in^{4}, mm^{4}),

E_{1}, E_{2}, and E_{3} = Respective moduli of elasticity (lb/in^{2}, Pa) Related: Modulus of Elasticity, Yield Strength;

γ1, γ2, and γ3 = Respective temperature coefficients of expansions unit strain per. degree ( in/in/°F, mm/mm/°C),

*l*_{1}, *l*_{2}, *l*_{3} = Member lengths respectively (in, mm)

References:

Roark's Formulas for Stress and Strain, Seventh Edition, Table 8.2 reference loading number 5b

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