Structural Analysis: cram pack

Formula sheets, the key method steps for every topic and 10 practice problems, with full solutions at the back.

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1Formulas and methods

Beam support reactions

Equilibrium
ΣFx = 0, ΣFy = 0, ΣM = 0
Uniform load
resultant w·L at the middle of the load
Moment
M = F·d

Method

  1. Draw a free-body diagram and replace each support by its reactions.
  2. Replace every distributed load by a single force at its centroid.
  3. Take moments about one support to find the reaction at the other.
  4. Use ΣFy = 0 to find the remaining reaction, and check with a second moment equation.

Shear force & bending moment

Shear and moment
V = ΣF on one side, M = ΣF·d on one side
Bending stress
σ = M·y/I
Rectangle
I = bh³/12
Section modulus
W = I/ymax
Simply supported, uniform load
Mmax = wL²/8

Method

  1. Find the support reactions from equilibrium of the whole beam.
  2. Cut the beam at the section you need and keep one side.
  3. Shear force: sum of the vertical forces on that side. Bending moment: sum of their moments about the cut.
  4. For the maximum moment, find where the shear force is zero.

Truss: method of joints

Method of joints
ΣFx = 0, ΣFy = 0 at each joint
Method of sections
ΣM = 0 about a cut point
Member force
positive = tension, negative = compression

Method

  1. Find the support reactions for the whole truss.
  2. Method of joints: start at a joint with at most two unknown member forces and use ΣFx = 0 and ΣFy = 0.
  3. Method of sections: cut through the member you need and take moments about a point where the other unknown members meet.
  4. Assume tension; a negative answer means compression.

Beam deflection

Point load at midspan
δ = PL³/(48EI)
Uniform load, simply supported
δ = 5wL⁴/(384EI)
Cantilever, end load
δ = PL³/(3EI)
Cantilever, uniform load
δ = wL⁴/(8EI)
Superposition
δ = δ1 + δ2

Column buckling

Euler load
Pcr = π²EI/(KL)²
Effective length factor
K = 1 pinned–pinned, 0.5 fixed–fixed, 0.7 fixed–pinned, 2 fixed–free
Critical stress
σcr = Pcr/A
Slenderness
λ = KL/r, r = √(I/A)

2Practice problems

1.Beam support reactionsMedium
P1​ = 35 kNP2​ = 10 kNABRA​ = ?RB​1.5 m1 m1.5 m

The simply supported beam has a pin at A and a roller at B. Find the vertical support reaction RA.

L = 4 mP1 = 35 kN at 1.5 mP2 = 10 kN at 2.5 m
RA = kN
2.Beam support reactionsHard
P = 80 kN, 40°Q = 65 kNABα = ?2 m3 m3 m

The simply supported beam has a pin at A and a roller at B. A load P acts at 5 m from A, inclined at 40° to the horizontal, and a vertical load Q acts at 2 m from A. Find the angle α between the total reaction force at the pin A and the horizontal.

L = 8 mP = 80 kN at 5 m, θ = 40°Q = 65 kN at 2 m
α = °
3.Shear force & bending momentMedium
w = 2 kN/mP = 60 kNAB2.5 m2.5 m

The cantilever is fixed at A. It carries a uniformly distributed load w over its whole length and a point load P at 2.5 m from A. Find the bending moment MA at the fixed support A. Use sagging moments positive and upward shear on the left face positive.

L = 5 mP = 60 kN at 2.5 mw = 2 kN/m from 0 to 5 m
MA = kN·m
4.Shear force & bending momentHard
45 kN40 kN35 kNABCDEFG2 m2 m2 m2 m2 m2 m

The marks A to G split the beam into six equal parts. At which mark is the bending moment largest in size, sagging or hogging? Click it in the diagram.

45 kN @ 0 m40 kN @ 12 m35 kN @ 6 m
  1. 1A (x = 0 m)
  2. 2B (x = 2 m)
  3. 3C (x = 4 m)
  4. 4D (x = 6 m)
  5. 5E (x = 8 m)
  6. 6F (x = 10 m)
  7. 7G (x = 12 m)
5.Truss: method of jointsMedium
ABBCACACB35 kN5 m2 m3 m

Use the method of joints to find the force FAB in member AB. Give tension as positive and compression as negative.

span = 5 mheight = 3 mB is 2 m from Avertical load = 35 kN
FAB = kN
6.Truss: method of jointsHard
ABCDEFGH30 kN20 kN30 kN35 kN35 kN4 × 3 m4 m

Exactly one member of this truss carries no force under these loads. Which is the zero-force member? Click it in the diagram.

B: 30 kN ↓F: 20 kN ↓F: 30 kN →G: 35 kN ↓H: 35 kN ↓
  1. 1member AB
  2. 2member BC
  3. 3member CD
  4. 4member DE
  5. 5member FG
  6. 6member GH
  7. 7member AF
  8. 8member HE
  9. 9member BF
  10. 10member CG
  11. 11member DH
  12. 12member BG
  13. 13member DG
7.Beam deflectionMedium
w = 12 kN/mP = 11 kNABδ2.5 m

A cantilever carries a uniformly distributed load w over its whole length and a point load P at its free end. Using superposition, find the deflection δ at the free end.

P = 11 kNw = 12 kN/mL = 2.5 mE = 11 GPa (timber)I = 160 × 10⁶ mm⁴
δ = mm
8.Beam deflectionHard
w = 4 kN/mδL = 5 m

A simply supported beam carries a uniformly distributed load w. Its deflection may not exceed span/360. Find the smallest second moment of area Ireq that meets this limit.

w = 4 kN/mL = 5 mE = 70 GPa (aluminium)
Ireq = × 10⁶ mm⁴
9.Column bucklingMedium
PL = 2.5 m25 × 100 mmcross-section

A column of length L made of steel is fixed at the base and pinned at the top. Using Euler’s formula, find its critical buckling load Pcr.

L = 2.5 mE = 200 GPa (steel)b × h = 25 × 100 mm
Pcr = kN
10.Column bucklingHard
PL = 2.5 md = 30 mmcross-section

A column of length L made of aluminium is pinned at both ends. Find its slenderness and the critical buckling stress σcr from Euler’s formula.

L = 2.5 mE = 70 GPa (aluminium)d = 30 mm
σcr = MPa

3Solutions

1.Beam support reactions

Answer: RA = 25.63 kN

Static equilibrium: a body at rest has ΣFx = 0, ΣFy = 0 and ΣM = 0 about any point. Taking moments about one support removes that support’s reaction from the equation.

P1​ = 35 kNP2​ = 10 kNABRA​RB​1.5 m1 m1.5 m

Free-body diagram

Replace the supports with reaction forces. A roller gives one vertical reaction; with only vertical loads the pin gives one vertical reaction too.

Equilibrium

Moments about A, counter-clockwise positive. Then vertical force balance.

ΣMA = 0: RB·4 = 35·1.5 + 10·2.5
RB = 77.5/4 = 19.38 kN
ΣFy = 0: RA = 45 − 19.38 = 25.63 kN

Answer

RA = 25.63 kN
2.Beam support reactions

Answer: α = 47.99 °

Static equilibrium: a body at rest has ΣFx = 0, ΣFy = 0 and ΣM = 0 about any point. Replace each distributed load by its resultant (its area) acting at the centroid of the load diagram, and take moments about a support to remove that support’s reaction from the equation.

Components of P

Pv = 80·sin 40° = 51.42 kN
Ph = 80·cos 40° = 61.28 kN

Reactions

ΣMA = 0: RB·8 = 51.42·5 + 65·2 → RB = 48.39 kN
Ay = 51.42 + 65 − 48.39 = 68.03 kN
Ax = Ph = 61.28 kN

Direction at A

α = atan(Ay/Ax) = atan(68.03/61.28) = 47.99°

Answer

α = 47.99°
3.Shear force & bending moment

Answer: MA = −175 kN·m

Method of sections: cut the beam where you want the internal forces and keep one side. The shear force V balances the vertical forces on that side, and the bending moment M balances their moments about the cut.

Keep the free-end part

P: −60·2.5 = −150 kN·m
w: −2·5²/2 = −25 kN·m
MA = −150 − 25 = −175 kN·m

Answer

MA = −175 kN·m

Negative means hogging: tension on the top face.

4.Shear force & bending moment

Answer: E (x = 8 m)

Largest bending moment: M changes slope wherever the shear force changes, so its peaks sit where the shear force crosses zero: under a point load, inside a distributed load, or over a support of an overhang. At a fixed support of a cantilever the moment is largest at the wall. Compare the size of M at those places, sagging or hogging.

Support reactions

Take moments about one support, then use the vertical force balance.

R1 = 45 kN, R2 = 75 kN

Bending moment at every mark

Sum the moments of all forces on one side of the cut. Sagging is positive, hogging negative.

MA = 0, MB = −90, MC = −90, MD = −90, ME = −160 kN·m, MF = −80, MG = 0

Answer

Mark E: ME = −160 kN·m
5.Truss: method of joints

Answer: FAB = −25.24 kN

Method of joints: every pin of a truss is in equilibrium, so ΣFx = 0 and ΣFy = 0 at each joint. Start at a joint with at most two unknown member forces. A negative result means the member is in compression.

ABBCACACB35 kNAy​Cy​

Support reactions

Equilibrium of the whole truss. Moments about A, counter-clockwise positive.

ΣMA = 0: Cy·5 = 35·2 → Cy = 14 kN
ΣFy = 0: Ay = 35 − 14 = 21 kN

Joint A

Assume every member is in tension (pulling away from the joint). Only AB has a vertical component at A.

sin α = 3/3.606 = 0.8321
ΣFy = 0: Ay + FAB·sin α = 0
FAB = −21/0.8321 = −25.24 kN

Answer

FAB = −25.24 kN (compression)
6.Truss: method of joints

Answer: member CG

Zero-force members: at a joint, the forces must balance in every direction. If a joint has no load and no support, and two of its three members are in line, then the balance across that line involves only the third member, so its force is zero. If only two members meet at an unloaded joint and they are not in line, both are zero.

Joint C

BC and CD lie on one straight line and the joint carries no load. Balancing forces across that line leaves only CG.

ΣF⊥ = 0 → FCG = 0

Check with the method of joints

Solving all joints gives these member forces (T = tension, C = compression).

AB: 70.31 kN (T), BC: 73.13 kN (T), CD: 73.13 kN (T), DE: 49.69 kN (T), FG: 70.31 kN (C), GH: 49.69 kN (C), AF: 67.19 kN (C), HE: 82.81 kN (C), BF: 33.75 kN (T), CG: 0, DH: 31.25 kN (T), BG: 4.688 kN (C), DG: 39.06 kN (C)

Answer

Zero-force member: CG
7.Beam deflection

Answer: δ = 65.84 mm

Beam deflection: deflections come from integrating the curvature M/(EI) twice. Standard cases are tabulated, for example PL³/(3EI) for a cantilever with an end load and 5wL⁴/(384EI) for a simply supported beam under a full uniform load. Deflections from separate loads add (superposition).

Consistent units

Work in N and mm: P in N, w in N/mm (kN/m = N/mm), L in mm, E in N/mm² (GPa × 1000), I in mm⁴.

P = 11000 N, w = 12 N/mm, L = 2500 mm
EI = 1.76 × 10¹² N·mm²

Each load on its own

δP = PL³/(3EI) = 11000·2500³/(3·1.76 × 10¹²) = 32.55 mm
δw = wL⁴/(8EI) = 12·2500⁴/(8·1.76 × 10¹²) = 33.29 mm

Add them

δ = 32.55 + 33.29 = 65.84 mm

Answer

δ = 65.84 mm
8.Beam deflection

Answer: Ireq = 33.48 × 10⁶ mm⁴

Beam deflection: deflections come from integrating the curvature M/(EI) twice. Standard cases are tabulated, for example PL³/(3EI) for a cantilever with an end load and 5wL⁴/(384EI) for a simply supported beam under a full uniform load. Deflections from separate loads add (superposition).

Deflection limit

δallow = L/360 = 5000/360 = 13.89 mm

Required second moment of area

I = 5wL⁴/(384·E·δallow) = 5·4·5000⁴/(384·70000·13.89) = 3.348 × 10⁷ mm⁴
Ireq = 33.48 × 10⁶ mm⁴

Answer

Ireq = 33.48 × 10⁶ mm⁴
9.Column buckling

Answer: Pcr = 83.93 kN

Euler buckling: a slender column becomes unstable at Pcr = π²EI/(KL)², where KL is the effective length: K = 1 for pinned–pinned, 2 for fixed–free, 0.7 for fixed–pinned and 0.5 for fixed–fixed. It buckles about the axis with the smallest I. The formula holds for slender columns, whose critical stress stays below the yield stress.

Smallest second moment of area

A rectangle buckles about its weak axis, using the smaller dimension cubed.

Imin = h·b³/12 = 100·25³/12 = 130208 mm⁴

Effective length

KL = 0.7·2500 = 1750 mm

Critical load

Pcr = π²EI/(KL)² = π²·200000·130208/1750² = 83925 N = 83.93 kN

Answer

Pcr = 83.93 kN
10.Column buckling

Answer: σcr = 6.218 MPa

Euler buckling: a slender column becomes unstable at Pcr = π²EI/(KL)², where KL is the effective length: K = 1 for pinned–pinned, 2 for fixed–free, 0.7 for fixed–pinned and 0.5 for fixed–fixed. It buckles about the axis with the smallest I. The formula holds for slender columns, whose critical stress stays below the yield stress.

Smallest second moment of area

A round section has the same I about every axis.

I = πd⁴/64 = π·30⁴/64 = 39761 mm⁴

Radius of gyration and slenderness

A = 706.9 mm²
r = √(I/A) = √(39761/706.9) = 7.5 mm
KL = 1·2500 = 2500 mm
KL/r = 2500/7.5 = 333.3

Critical stress

σcr = π²E/(KL/r)² = π²·70000/333.3² = 6.218 MPa

Answer

σcr = 6.218 MPa

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