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1Formulas and methods
Vectors: dot & cross product
Magnitude
|a| = √(ax² + ay² + az²)
Unit vector
û = a/|a|
Components from an angle
Fx = F·cos θ, Fy = F·sin θ
Dot product
a·b = axbx + ayby + azbz = |a||b|cos θ
Scalar projection of a onto b
a·b/|b|
Work
W = F·d
Cross product
a × b = (aybz − azby, azbx − axbz, axby − aybx)
Areas
parallelogram |a × b|, triangle ½|a × b|
Moment about O
MO = r × F, r = A − O
Volume of a parallelepiped
V = |a·(b × c)|
Method
Write every vector in components; for a force given by a magnitude and an angle, use F·cos θ and F·sin θ.
For lengths and directions use the magnitude √(x² + y² + z²) and the unit vector a/|a|.
Use the dot product for angles, projections, perpendicularity and work: a·b = |a||b|cos θ.
Use the cross product for perpendicular vectors, areas and moments: write the three components carefully, keeping the order a × b.
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
Draw a free-body diagram and replace each support by its reactions.
Replace every distributed load by a single force at its centroid.
Take moments about one support to find the reaction at the other.
Use ΣFy = 0 to find the remaining reaction, and check with a second moment equation.
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
Find the support reactions for the whole truss.
Method of joints: start at a joint with at most two unknown member forces and use ΣFx = 0 and ΣFy = 0.
Method of sections: cut through the member you need and take moments about a point where the other unknown members meet.
Assume tension; a negative answer means compression.
Frames & machines
Equilibrium of each member
ΣFx = 0, ΣFy = 0, ΣM = 0
Two-force member
force along the line through its two pins
Pin force
equal and opposite on the two members it joins
Magnitude of a pin force
F = √(Fx² + Fy²)
Lever, pliers, bell crank
Fin·a = Fout·b
Toggle
Flink = F/(2 sin θ), Q = F/(2 tan θ)
Uniform load
resultant w·L at the middle of the load
Method
Draw the whole structure and find the support reactions if there are no more than three unknowns.
Spot the two-force members: loaded only at two pins, their force acts along the line between the pins.
Take the frame apart and draw every member on its own, with equal and opposite pin forces where members meet.
For each member, take moments about a pin with unknown forces, then use ΣFx = 0 and ΣFy = 0; combine components into a magnitude at the end.
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
Find the support reactions from equilibrium of the whole beam.
Cut the beam at the section you need and keep one side.
Shear force: sum of the vertical forces on that side. Bending moment: sum of their moments about the cut.
For the maximum moment, find where the shear force is zero.
Centroid & second moment of area
Centroid
ȳ = ΣAiyi/ΣAi
Rectangle
I = bh³/12
Parallel-axis theorem
I = Ic + A·d²
Composite section
I = Σ(Ic,i + Aidi²)
2Practice problems
1.Vectors: dot & cross productMedium
Find the value of k for which the vectors a = (−1, −6, 1) and b = (k, 2, 1) are perpendicular.
a = (−1, −6, 1)b = (k, 2, 1)
k =
2.Vectors: dot & cross productHard
A force F = (50, −50, 50) N acts at point A(1, −1, 4). Coordinates are in metres. Find the z-component Mz of the moment of the force about point O(−3, −3, −3).
F = (50, −50, 50) NA(1, −1, 4) mO(−3, −3, −3) m
Mz = N·m
3.Beam support reactionsMedium
The simply supported beam has a pin at A and a roller at B. Find the vertical support reaction RB.
L = 5 mP1 = 55 kN at 1 mP2 = 15 kN at 1.5 m
RB = kN
4.Beam support reactionsHard
The simply supported beam has a pin at A and a roller at B. A load P acts at 3 m from A, inclined at 60° to the horizontal, and a vertical load Q acts at 6 m from A. Find the angle α between the total reaction force at the pin A and the horizontal.
L = 8 mP = 70 kN at 3 m, θ = 60°Q = 35 kN at 6 m
α = °
5.Truss: method of jointsMedium
Exactly one member of this truss carries no force under these loads. Which is the zero-force member? Click it in the diagram.
B: 35 kN ↓F: 20 kN ↓
1member AB
2member BC
3member CD
4member DE
5member FG
6member GH
7member AF
8member HE
9member BF
10member CG
11member DH
12member BG
13member DG
6.Truss: method of jointsHard
Use the method of joints to find the force FBC in member BC. Give tension as positive and compression as negative.
span = 5 mheight = 2 mB is 3 m from Avertical load = 10 kNhorizontal load = 15 kN →
FBC = kN
7.Frames & machinesMedium
The A-frame shown stands on a pin at A and a roller at B, 2.4 m apart. The legs meet at the pin C, 4 m high, and the horizontal tie DE is 1 m above the ground. A load of 15 kN acts at C. Find the magnitude of the force C that the pin C exerts on leg BC.
P = 15 kNAB = 2.4 mheight of C = 4 mheight of DE = 1 m
C = kN
8.Frames & machinesHard
The A-frame shown stands on a pin at A and a roller at B, 4.8 m apart, with its apex pin C 4 m high and the horizontal tie DE 1.2 m above the ground. A vertical load of 10 kN acts on leg AC at K, 1.2 m (horizontally) from A. Find the magnitude of the force C that the pin C exerts on leg BC.
P = 10 kNAB = 4.8 mheight of C = 4 mheight of DE = 1.2 mhorizontal distance A to K = 1.2 m
C = kN
9.Shear force & bending momentMedium
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.
50 kN @ 8 m4 kN/m, 0–12 m
1A (x = 0 m)
2B (x = 2 m)
3C (x = 4 m)
4D (x = 6 m)
5E (x = 8 m)
6F (x = 10 m)
7G (x = 12 m)
10.Shear force & bending momentHard
The simply supported beam carries a uniformly distributed load w over its whole span and a point load P. Find the maximum bending moment Mmax in the beam.
L = 10 mP = 40 kN at 4 mw = 12 kN/m from 0 to 10 m
Mmax = kN·m
11.Centroid & second moment of areaMedium
A circular tube has outside diameter D = 270 mm and inside diameter d = 238 mm. Find its radius of gyration r about the horizontal centroidal axis.
D = 270 mmd = 238 mm
r = mm
12.Centroid & second moment of areaHard
A welded I-section has a top flange 110 × 20 mm, a web 380 mm high and 12 mm thick, and a bottom flange 230 × 16 mm (width × thickness). Find its second moment of area Ix about the horizontal axis x through its centroid.
top flange: 110 × 20 mmweb: 12 × 380 mmbottom flange: 230 × 16 mm
Ix = × 10⁶ mm⁴
3Solutions
1.Vectors: dot & cross product
Answer: k = −11
Dot product:a·b = axbx + ayby + azbz = |a|·|b|·cos θ, a scalar. It gives the angle between two vectors, cos θ = a·b/(|a|·|b|), and it is zero when they are perpendicular. The scalar projection of a onto b is a·b/|b|, and a constant force F moving through a displacement d does work W = F·d.
Dot product equals zero
a·b = (−1)·k + (−6)·2 + 1·1 = 0
−11 + (−1)·k = 0
Solve for k
k = −(−11)/(−1) = −11
Answer
k = −11
2.Vectors: dot & cross product
Answer: Mz = −300 N·m
Cross product:a × b = (aybz − azby, azbx − axbz, axby − aybx) is perpendicular to both vectors, and |a × b| = |a|·|b|·sin θ is the area of the parallelogram they span (the triangle has half of it). Order matters: b × a = −(a × b). The moment of a force F applied at point A about point O is MO = r × F, with r = A − O.
Position vector from O to A
r = A − O = (1, −1, 4) − (−3, −3, −3) = (4, 2, 7) m
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.
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·5 = 55·1 + 15·1.5
RB = 77.5/5 = 15.5 kN
ΣFy = 0: RA = 70 − 15.5 = 54.5 kN
Answer
RB = 15.5 kN
4.Beam support reactions
Answer: α = 53.11 °
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 = 70·sin 60° = 60.62 kN
Ph = 70·cos 60° = 35 kN
Reactions
ΣMA = 0: RB·8 = 60.62·3 + 35·6 → RB = 48.98 kN
Ay = 60.62 + 35 − 48.98 = 46.64 kN
Ax = Ph = 35 kN
Direction at A
α = atan(Ay/Ax) = atan(46.64/35) = 53.11°
Answer
α = 53.11°
5.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).
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.
Support reactions
Equilibrium of the whole truss. Moments about A, counter-clockwise positive.
ΣMA = 0: Cy·5 = 10·3 + 15·2 → Cy = 12 kN
ΣFy = 0: Ay = 10 − 12 = −2 kN
ΣFx = 0: Ax = −15 kN
Joint C
The roller gives only a vertical reaction, so joint C has just two unknown member forces. Assume both in tension.
sin γ = 2/2.828 = 0.7071, cos γ = 2/2.828 = 0.7071
Frames and machines: unlike a truss, a frame contains at least one member that carries forces at more than two points, or a load between its pins. First look for two-force members: a member loaded only at two pins has its force along the line through them, so it adds one unknown, not two. Then use the whole structure for the support reactions when there are no more than three unknowns. Finally take the frame apart: draw each member separately, with the pin forces equal and opposite on the two members they connect, and write ΣFx = 0, ΣFy = 0 and ΣM = 0 for it. Taking moments about a pin removes both components of that pin force from the equation.
Tie force from leg BC
By = 7.5 kN
T = 7.5·1.2/3 = 3 kN
Components of the pin force on BC
Cx = T = 3 kN, Cy = −By = −7.5 kN
Magnitude
C = √(3² + 7.5²) = 8.078 kN
Answer
C = 8.078 kN
8.Frames & machines
Answer: C = 3.293 kN
Frames and machines: unlike a truss, a frame contains at least one member that carries forces at more than two points, or a load between its pins. First look for two-force members: a member loaded only at two pins has its force along the line through them, so it adds one unknown, not two. Then use the whole structure for the support reactions when there are no more than three unknowns. Finally take the frame apart: draw each member separately, with the pin forces equal and opposite on the two members they connect, and write ΣFx = 0, ΣFy = 0 and ΣM = 0 for it. Taking moments about a pin removes both components of that pin force from the equation.
Support reaction at B
By = 10·1.2/4.8 = 2.5 kN
Tie force
T = 2.5·2.4/2.8 = 2.143 kN
Pin force on BC
Cx = 2.143 kN, Cy = −2.5 kN
C = √(2.143² + 2.5²) = 3.293 kN
Answer
C = 3.293 kN
9.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 = 40.67 kN, R2 = 57.33 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 = 73.33, MC = 130.7, MD = 172, ME = 197.3 kN·m, MF = 106.7, MG = 0
Answer
Mark E: ME = 197.3 kN·m
10.Shear force & bending moment
Answer: Mmax = 240 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. Maximum moment: since dM/dx = V, the bending moment has its peak where the shear force passes through zero, either at a point load or inside a distributed load.
Support reactions
Equilibrium of the whole beam.
UDL resultant: W = w·ℓ = 12·10 = 120 kN, acting at x̄ = 5 m
ΣMA = 0: RB·10 = 40·4 + 12·10·5
RB = 760/10 = 76 kN
ΣFy = 0: RA = 160 − 76 = 84 kN
Where is V = 0?
V(4⁻) = RA − w·4 = 36 kN
V(4⁺) = 36 − 40 = −4 kN
The shear changes sign at the load, so the maximum is under the load.
Maximum moment
Mmax = RA·4 − w·4²/2 = 84·4 − 12·4²/2 = 240 kN·m
Answer
Mmax = 240 kN·m
It occurs at x = 4 m from A.
11.Centroid & second moment of area
Answer: r = 89.98 mm
Second moment of area: for a rectangle about its own centroidal axis I = bh³/12, and about its base bh³/3 (parallel-axis theorem I = Ic + A·d²). A hole is handled by subtracting its I, as long as both parts share the same axis. The elastic section modulus is S = I/c, where c is the distance to the extreme fibre. The radius of gyration r = √(I/A) is the distance at which the whole area would give the same I; it is used in column buckling.
Net area and second moment of area
A = π(D² − d²)/4 = 12767 mm²
I = π(D⁴ − d⁴)/64 = 1.034 × 10⁸ mm⁴
Radius of gyration
r = √(I/A) = √(1.034 × 10⁸/12767) = 89.98 mm
Answer
r = 89.98 mm
12.Centroid & second moment of area
Answer: Ix = 279.3 × 10⁶ mm⁴
Composite areas: split the section into rectangles. The centroid is the area-weighted average ȳ = ΣAᵢyᵢ/ΣAᵢ. The second moment of area about the centroidal axis adds each part’s own bh³/12 and its parallel-axis term A·d², where d is the distance from the part’s centroid to the overall centroid. Bending stress is σ = M·y/I.
Split into three rectangles
Measure every y from the bottom edge.
top flange: A = 2200 mm², y = 406 mm
web: A = 4560 mm², y = 206 mm
bottom flange: A = 3680 mm², y = 8 mm
Centroid
ȳ = (2200·406 + 4560·206 + 3680·8)/10440 = 178.4 mm
Parallel-axis theorem
top flange: 110·20³/12 + 2200·227.6² = 1.141 × 10⁸ mm⁴