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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 dot product a·b of a = (4, 0, 6) and b = (−7, −5, −3).
a = (4, 0, 6)b = (−7, −5, −3)
a·b =
2.Vectors: dot & cross productHard
Find the volume V of the parallelepiped whose edges from one corner are a = (−1, 0, −3), b = (−5, 0, −1) and c = (5, −1, 0).
a = (−1, 0, −3)b = (−5, 0, −1)c = (5, −1, 0)
V =
3.Beam support reactionsMedium
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 2.5 m from A. Find the vertical reaction RA, taking upward as positive.
L = 5 mP = 20 kN at 2 mM = 20 kN·m (counter-clockwise) at 2.5 m
RA = kN
4.Beam support reactionsHard
The simply supported beam has a pin at A and a roller at B. Find the vertical support reaction RA.
L = 6 mP = 45 kN at 4.5 mw = 2 kN/m from 3 to 4 m
RA = kN
5.Truss: method of jointsMedium
Use the method of joints to find the force FBC in member BC. Give tension as positive and compression as negative.
span = 5 mheight = 4 mB is 1 m from Avertical load = 60 kN
FBC = kN
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 = 6 mheight = 4 mB is 5 m from Avertical load = 20 kNhorizontal load = 5 kN ←
FBC = kN
7.Frames & machinesMedium
A horizontal beam AB is pinned to a wall at A and propped by the strut CD, pinned to the wall at C, 1 m below A. A load of 2 kN hangs at B. Neglect the weights. Find the magnitude of the pin force A on the beam at A.
P = 2 kNAD = 1.5 mAB = 2.4 mAC = 1 m
A = kN
8.Frames & machinesHard
The A-frame shown stands on a pin at A and a roller at B, 6 m apart. The legs meet at the pin C, 4 m high, and are tied by the horizontal bar DE at 1.2 m. A horizontal force of 2 kN to the right acts at C. Find the tension T in the tie.
P = 2 kNAB = 6 mheight of C = 4 mheight of DE = 1.2 m
T = 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 @ 6 m12 kN/m, 4–8 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
Find the bending moment Mx at the section x = 5.5 m from support A. Use sagging moments positive and upward shear on the left face positive.
L = 8 mP = 25 kN at 3 mw = 2 kN/m from 0 to 8 mx = 5.5 m
Mx = kN·m
11.Centroid & second moment of areaMedium
A circular tube has outside diameter D = 270 mm and inside diameter d = 250 mm. Find its radius of gyration r about the horizontal centroidal axis.
D = 270 mmd = 250 mm
r = mm
12.Centroid & second moment of areaHard
A cast-iron beam has the T-section shown, with the flange on top. The allowable stresses are 30 MPa in tension and 100 MPa in compression. Find the largest sagging bending moment Mallow the beam can carry.
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.
Negative: the angle between the vectors is more than 90°.
2.Vectors: dot & cross product
Answer: V = 14
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.
Cross product b × c
(b × c)x = bycz − bzcy = 0·0 − (−1)·(−1) = −1
(b × c)y = bzcx − bxcz = (−1)·5 − (−5)·0 = −5
(b × c)z = bxcy − bycx = (−5)·(−1) − 0·5 = 5
Dot product with a
a·(b × c) = (−1)·(−1) + 0·(−5) + (−3)·5 = −14
V = |−14| = 14
Answer
V = 14
3.Beam support reactions
Answer: RA = 16 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·5 − 20·2 + 20 = 0
RB = 20/5 = 4 kN
Vertical equilibrium
RA = 20 − 4 = 16 kN
Answer
RA = 16 kN
A negative reaction acts downward.
4.Beam support reactions
Answer: RA = 12.08 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.
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 = 3.5 m
ΣMA = 0: RB·6 = 45·4.5 + 2·1·3.5
RB = 209.5/6 = 34.92 kN
ΣFy = 0: RA = 47 − 34.92 = 12.08 kN
Answer
RA = 12.08 kN
5.Truss: method of joints
Answer: FBC = −16.97 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.
Support reactions
Equilibrium of the whole truss. Moments about A, counter-clockwise positive.
ΣMA = 0: Cy·5 = 60·1 → Cy = 12 kN
ΣFy = 0: Ay = 60 − 12 = 48 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 = 4/5.657 = 0.7071, cos γ = 4/5.657 = 0.7071
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·6 = 20·5 − 5·4 → Cy = 13.33 kN
ΣFy = 0: Ay = 20 − 13.33 = 6.667 kN
ΣFx = 0: Ax = 5 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 = 4/4.123 = 0.9701, cos γ = 1/4.123 = 0.2425
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.
Strut force
FCD = 2·2.4/(0.5547·1.5) = 5.769 kN
Components at A
Ax = FCD·cos α = 4.8 kN (towards the wall)
Ay = 2 − FCD·sin α = −1.2 kN
Magnitude
A = √(4.8² + −1.2²) = 4.948 kN
Answer
A = 4.948 kN
A negative Ay means the wall pulls the beam down at A.
8.Frames & machines
Answer: T = 1.429 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.
Whole frame: moments about A
By·6 = 2·4
By = 1.333 kN
Leg BC: moments about C
1.333·3 = T·2.8
T = 1.429 kN
Answer
T = 1.429 kN
A positive T means the tie is in tension, as assumed.
9.Shear force & bending moment
Answer: D (x = 6 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 = 49 kN, R2 = 49 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 = 98, MC = 196, MD = 270 kN·m, ME = 196, MF = 98, MG = 0
Answer
Mark D: MD = 270 kN·m
10.Shear force & bending moment
Answer: Mx = 37.19 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 = 2·8 = 16 kN, acting at x̄ = 4 m
ΣMA = 0: RB·8 = 25·3 + 2·8·4
RB = 139/8 = 17.38 kN
ΣFy = 0: RA = 41 − 17.38 = 23.63 kN
Cut at x = 5.5 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)
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 = 8168 mm²
I = π(D⁴ − d⁴)/64 = 6.912 × 10⁷ mm⁴
Radius of gyration
r = √(I/A) = √(6.912 × 10⁷/8168) = 91.99 mm
Answer
r = 91.99 mm
12.Centroid & second moment of area
Answer: Mallow = 4.636 kN·m
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.