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
P = 45 kNM = 60 kN·mABRA​ = ?2 m2.5 m1.5 m

The simply supported beam has a pin at A and a roller at B. It carries a point load P at 2 m from A and a counter-clockwise couple M at 4.5 m from A. Find the vertical reaction RA, taking upward as positive.

L = 6 mP = 45 kN at 2 mM = 60 kN·m (counter-clockwise) at 4.5 m
RA = kN
2.Beam support reactionsHard
w = 2 kN/mP = 10 kNABRA​RB​ = ?1 m1 m0.5 m2.5 m

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

L = 5 mP = 10 kN at 2.5 mw = 2 kN/m from 1 to 2 m
RB = kN
3.Shear force & bending momentMedium
M0​ = 55 kN·mAB3 m7 m

The simply supported beam carries a clockwise couple M0 = 55 kN·m at x = 3 m from A, and no other load. Find the bending moment Mx just to the left of the couple. Use sagging moments positive and upward shear on the left face positive.

L = 10 mM0 = 55 kN·m clockwise, at 3 m
Mx = kN·m
4.Shear force & bending momentHard
w = 10 kN/mP = 30 kNABsection4 m1 m

Find the bending moment Mx at the section x = 4 m from support A. Use sagging moments positive and upward shear on the left face positive.

L = 5 mP = 30 kN at 4 mw = 10 kN/m from 0 to 5 mx = 4 m
Mx = kN·m
5.Truss: method of jointsMedium
ABCDEFGH15 kN10 kN40 kN30 kN25 kN4 × 4 m3 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: 15 kN ↓C: 10 kN ↓F: 40 kN ↓G: 30 kN ↓H: 25 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 FC
  13. 13member HC
6.Truss: method of jointsHard
ABBCACACB50 kN10 kN8 m3 m3 m

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

span = 8 mheight = 3 mB is 3 m from Avertical load = 50 kNhorizontal load = 10 kN ←
FAB = kN
7.Beam deflectionMedium
w = 20 kN/mABθ6 m

A simply supported beam carries a uniformly distributed load w over its whole span. Find the slope θA of the beam at support A, in radians.

w = 20 kN/mL = 6 mE = 70 GPa (aluminium)I = 84 × 10⁶ mm⁴
θA = rad
8.Beam deflectionHard
w = 2 kN/mABδ5 m

A simply supported timber beam of rectangular section, 100 mm wide, carries a uniformly distributed load w over its whole span. Its midspan deflection may not exceed span/360. Find the smallest depth hreq of the section.

w = 2 kN/mL = 5 mE = 11 GPa (timber)b = 100 mm
hreq = mm
9.Column bucklingMedium
PL = 5 md = 60 mmcross-section

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

L = 5 mE = 70 GPa (aluminium)d = 60 mm
Pcr = kN
10.Column bucklingHard
PL = 6 md = 50 mmcross-section

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

L = 6 mE = 70 GPa (aluminium)d = 50 mm
σcr = MPa

3Solutions

1.Beam support reactions

Answer: RA = 40 kN

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.

Moments about A

Counter-clockwise positive.

ΣMA = 0: RB·6 − 45·2 + 60 = 0
RB = 30/6 = 5 kN

Vertical equilibrium

RA = 45 − 5 = 40 kN

Answer

RA = 40 kN

A negative reaction acts downward.

2.Beam support reactions

Answer: RB = 5.6 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.

w = 2 kN/mP = 10 kNABRA​RB​1 m1 m0.5 m2.5 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.

UDL resultant: W = w·ℓ = 2·1 = 2 kN, acting at x̄ = 1.5 m
ΣMA = 0: RB·5 = 10·2.5 + 2·1·1.5
RB = 28/5 = 5.6 kN
ΣFy = 0: RA = 12 − 5.6 = 6.4 kN

Answer

RB = 5.6 kN
3.Shear force & bending moment

Answer: Mx = −16.5 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. An applied couple makes the bending moment diagram jump by the size of the couple.

Support reactions

Moments about A, counter-clockwise positive: RB·L − M0 = 0. Vertical balance: RA + RB = 0.

RB = M0/L = 55/10 = 5.5 kN (upward)
RA = −RB = −5.5 kN (downward)

Cut just left of the couple

The left part contains only RA.

Mx = RA·a = −5.5·3 = −16.5 kN·m

Answer

Mx = −16.5 kN·m
4.Shear force & bending moment

Answer: Mx = 44 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.

Support reactions

Equilibrium of the whole beam.

UDL resultant: W = w·ℓ = 10·5 = 50 kN, acting at x̄ = 2.5 m
ΣMA = 0: RB·5 = 30·4 + 10·5·2.5
RB = 245/5 = 49 kN
ΣFy = 0: RA = 80 − 49 = 31 kN
w = 10 kN/mP = 30 kNABRA​ = 31RB​ = 49section4 m1 m

Cut at x = 4 m and keep the left part

Only forces left of the cut appear. A UDL portion acts as one force at the middle of that portion.

M = RA·x − (each load left of the cut × its distance to the cut)
Mx = 31·4 − 10·4·2 = 44 kN·m

Answer

Mx = 44 kN·m
5.Truss: method of joints

Answer: member DH

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 D

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

ΣF⊥ = 0 → FDH = 0

Check with the method of joints

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

AB: 90 kN (T), BC: 90 kN (T), CD: 70 kN (T), DE: 70 kN (T), FG: 106.7 kN (C), GH: 106.7 kN (C), AF: 112.5 kN (C), HE: 87.5 kN (C), BF: 15 kN (T), CG: 30 kN (C), DH: 0, FC: 20.83 kN (T), HC: 45.83 kN (T)

Answer

Zero-force member: DH
6.Truss: method of joints

Answer: FAB = −49.5 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.

ABBCACACB50 kN10 kNAy​Cy​Ax​

Support reactions

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

ΣMA = 0: Cy·8 = 50·3 − 10·3 → Cy = 15 kN
ΣFy = 0: Ay = 50 − 15 = 35 kN
ΣFx = 0: Ax = 10 kN

Joint A

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

sin α = 3/4.243 = 0.7071
ΣFy = 0: Ay + FAB·sin α = 0
FAB = −35/0.7071 = −49.5 kN

Answer

FAB = −49.5 kN (compression)
7.Beam deflection

Answer: θA = 0.03061 rad

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). The slope θ = dv/dx is the first integral of M/(EI); in consistent units it comes out in radians.

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.

w = 20 N/mm, L = 6000 mm
EI = 5.88 × 10¹² N·mm²

End slope

θA = wL³/(24EI) = 20·6000³/(24·5.88 × 10¹²) = 0.03061 rad

Answer

θA = 0.03061 rad

That is 1.754°.

8.Beam deflection

Answer: hreq = 233.8 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.

w = 2 N/mm, L = 5000 mm, E = 11000 N/mm²

Deflection limit

δallow = L/360 = 5000/360 = 13.89 mm

Required second moment of area

Ireq = 5wL⁴/(384·E·δallow) = 5·2·5000⁴/(384·11000·13.89) = 1.065 × 10⁸ mm⁴

Required depth

bh³/12 = Ireq → h = (12·1.065 × 10⁸/100)1/3 = 233.8 mm

Answer

hreq = 233.8 mm

In practice, choose the next standard depth above this value.

9.Column buckling

Answer: Pcr = 4.395 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 round section has the same I about every axis.

I = πd⁴/64 = π·60⁴/64 = 636173 mm⁴

Effective length

KL = 2·5000 = 10000 mm

Critical load

Pcr = π²EI/(KL)² = π²·70000·636173/10000² = 4395 N = 4.395 kN

Answer

Pcr = 4.395 kN
10.Column buckling

Answer: σcr = 6.12 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·50⁴/64 = 306796 mm⁴

Radius of gyration and slenderness

A = 1963 mm²
r = √(I/A) = √(306796/1963) = 12.5 mm
KL = 0.7·6000 = 4200 mm
KL/r = 4200/12.5 = 336

Critical stress

σcr = π²E/(KL/r)² = π²·70000/336² = 6.12 MPa

Answer

σcr = 6.12 MPa

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