398

Chapter 7

transverse shear

p R E LImIN aRY pROB L Em S

7

P7–1. In each case, calculate the value of Q and t that are

used in the shear formula for finding the shear stress at A.

Also, show how the shear stress acts on a differential volume

element located at point A.

0.2 m

0.2 m

0.2 m

V

0.2 m

A

0.3 m

0.1 m

V

0.1 m

A

0.2 m

0.2 m

0.2 m

0.2 m

(d)

0.1 m

(a)

0.1 m

0.3 m

0.1 m

0.2 m

A

0.3 m

V

0.3 m

V

0.2 m

A

0.4 m

0.1 m

0.2 m

0.2 m

(e)

(b)

0.1 m

0.1 m

0.1 m

0.1 m

A

0.5 m

0.1 m

0.1 m

0.2 m

V

0.3 m

A

0.5 m

0.1 m

V

0.3 m

0.1 m

0.1 m

(c)

(f)

Prob. P7–1

7.2

399

the shear Formula

FUN DamEN TaL pR O B L Em S

F7–1. If the beam is subjected to a shear force of

V = 100 kN, determine the shear stress at point A. Represent

the state of stress on a volume element at this point.

F7–4. If the beam is subjected to a shear force of

V = 20 kN, determine the maximum shear stress in the beam.

300 mm

20mm

PP

200 mm

PP

PP

PP

90 mm A

20 mm V

PP

PP

20mm

PP

Prob. F7–1

V

F7–2. Determine the shear stress at points A and B if the

beam is subjected to a shear force of V = 600 kN. Represent

the state of stress on a volume element of these points.

100 mm

PP

PP

Prob. F7–4

100 mm

100 mm

100 mm

F7–5. If the beam is made from four plates and subjected

to a shear force of V = 20 kN, determine the shear stress at

point A. Represent the state of stress on a volume element

at this point.

100 mm

B

100 mm

V

A

50 mm

50 mm

Prob. F7–2

F7–3. Determine the absolute maximum shear stress

developed in the beam.

30 kN

25 mm

150 mm

25 mm

A

15 kN

150 mm

V

B

A

300 mm

300 mm

50 mm

150 mm

300 mm

Prob. F7–3

75 mm

Prob. F7–5

7

400

Chapter 7

transverse shear

p R OBLEmS

7–1. If the wide-flange beam is subjected to a shear of

V = 20 kN, determine the shear stress on the web at A.

7 Indicate the shear-stress components on a volume element

located at this point.

7–6. The wood beam has an allowable shear stress of

tallow = 7 MPa. Determine the maximum shear force V that

can be applied to the cross section.

7–2. If the wide-flange beam is subjected to a shear of

V = 20 kN, determine the maximum shear stress in the

beam.

50 mm

7–3. If the wide-flange beam is subjected to a shear of

V = 20 kN, determine the shear force resisted by the web of

the beam.

100 mm

50 mm

50 mm

200 mm

200 mm

V

A

20 mm

50 mm

20 mm

V

B

Prob. 7–6

300 mm

200 mm

20 mm

Probs. 7–1/2/3

*7–4. If the beam is subjected to a shear of V = 30 kN,

determine the web’s shear stress at A and B. Indicate the

shear-stress components on a volume element located

at these points. Set w = 200 mm. Show that the neutral axis

is located at y = 0.2433 m from the bottom and

I = 0.5382(10−3) m4.

7–7. The shaft is supported by a thrust bearing at A and a

journal bearing at B. If P = 20 kN, determine the absolute

maximum shear stress in the shaft.

*7–8. The shaft is supported by a thrust bearing at A and a

journal bearing at B. If the shaft is made from a material

having an allowable shear stress of tallow = 75 MPa,

determine the maximum value for P.

7–5. If the wide-flange beam is subjected to a shear of

V = 30 kN, determine the maximum shear stress in the

beam. Set w = 300 mm.

300 mm

A

C

20 mm

A

20 mm

1m

B

1m

B

w

Probs. 7–4/5

400 mm

1m

P

P

V

D

30 mm

20 mm

40 mm

Probs. 7–7/8

7.2

401

the shear Formula

7–9. Determine the largest shear force V that the member

can sustain if the allowable shear stress is tallow = 56 MPa.

7–13. Determine the shear stress at point B on the web of

the cantilevered strut at section a–a.

7–10. If the applied shear force V = 90 kN, determine the

maximum shear stress in the member.

7–14. Determine the maximum shear stress acting at

section a–a of the cantilevered strut.

7

75 mm

2 kN

25 mm

V

75 mm 25 mm

250 mm

250 mm

a

4 kN

300 mm

25 mm

a

Probs. 7–9/10

20 mm

7–11. The overhang beam is subjected to the uniform

distributed load having an intensity of w = 50 kN>m.

Determine the maximum shear stress in the beam.

70 mm

20 mm

B

50 mm

Probs. 7–13/14

w

A

B

3m

3m

50 mm

7–15. Determine the maximum shear stress in the T-beam at

the critical section where the internal shear force is maximum.

100 mm

*7–16. Determine the maximum shear stress in the T-beam

at point C. Show the result on a volume element at this point.

Prob. 7–11

*7–12. A member has a cross section in the form of an

equilateral triangle. If it is subjected to a shear force V,

determine the maximum average shear stress in the member

using the shear formula. Should the shear formula actually

be used to predict this value? Explain.

10 kN/m

A

1.5 m

3m

150 mm

a

V

h

150 mm

30 mm

30 mm

Prob. 7–12

B

C

Probs. 7–15/16

1.5 m

402

Chapter 7

transverse shear

7–17. The strut is subjected to a vertical shear of V = 130

kN. Plot the intensity of the shear-stress distribution acting

over the cross-sectional area, and compute the resultant shear

force developed in the vertical segment AB.

7

B

150 mm

7–21. Determine the maximum shear stress acting in the

fiberglass beam at the section where the internal shear force is

maximum.

3 kN/m

2.5 kN/m

D

A

50 mm

A

2m

V

150 mm

130 kN

2m

0.6 m

150 mm

100 mm

150 mm

12 mm

150 mm

50 mm

18 mm

100 mm

Prob. 7–17

7–18. Plot the shear-stress distribution over the cross

section of a rod that has a radius c. By what factor is the

maximum shear stress greater than the average shear stress

acting over the cross section?

18 mm

Prob. 7–21

7–22. If the beam is subjected to a shear of V = 15 kN,

determine the web’s shear stress at A and B. Indicate the

shear-stress components on a volume element located at these

points. Set w = 125 mm. Show that the neutral axis is located

at y = 0.1747 m from the bottom and INA = 0.2182(10−3) m4.

7–23. If the wide-flange beam is subjected to a shear of

V = 30 kN, determine the maximum shear stress in the

beam. Set w = 200 mm.

*7–24. If the wide-flange beam is subjected to a shear of

V = 30 kN, determine the shear force resisted by the web

of the beam. Set w = 200 mm.

c

y

200 mm

V

Prob. 7–18

A

30 mm

7–19. Determine the maximum shear stress in the strut if

it is subjected to a shear force of V = 20 kN.

*7–20. Determine the maximum shear force V that the

strut can support if the allowable shear stress for the

material is tallow = 40 MPa.

12 mm

60 mm

25 mm

V

B

250 mm

30 mm

w

Probs. 7–22/23/24

7–25. Determine the length of the cantilevered beam so

that the maximum bending stress in the beam is equivalent

to the maximum shear stress.

V

P

12 mm

80 mm

20 mm

Probs. 7–19/20

h

20 mm

L

Prob. 7–25

b

7.2

7–26. If the beam is made from wood having an allowable

shear stress tallow = 3 MPa, determine the maximum

magnitude of P. Set d = 100 mm.

7

10 mm

A

B

0.6 m

403

7–29. The composite beam is constructed from wood and

reinforced with a steel strap. Use the method of Sec. 6.6 and

calculate the maximum shear stress in the beam when it is

subjected to a shear of V = 50 kN. Take Est = 200 GPa,

Ew = 15 GPa.

2P

P

0.6 m

the shear Formula

V= 50 kN

0.6 m

300 mm

d

10 mm

175 mm

50 mm

Prob. 7–26

Prob. 7–29

7–27. The beam is slit longitudinally along both sides. If it

is subjected to a shear of V = 250 kN, compare the

maximum shear stress in the beam before and after the cuts

were made.

*7–28. The beam is to be cut longitudinally along both

sides as shown. If it is made from a material having an

allowable shear stress of tallow = 75 MPa, determine the

maximum allowable shear force V that can be applied

before and after the cut is made.

7–30. The beam has a rectangular cross section and is

subjected to a load P that is just large enough to develop a

fully plastic moment Mp = PL at the fixed support. If the

material is elastic perfectly plastic, then at a distance x 6 L

the moment M = Px creates a region of plastic yielding

with an associated elastic core having a height 2y′. This

situation has been described by Eq. 6–30 and the moment M

is distributed over the cross section as shown in Fig. 6–48e.

Prove that the maximum shear stress in the beam is given

by tmax = 32(P>A′), where A′ = 2y′b, the cross-sectional

area of the elastic core.

P

x

25 mm

200 mm

25 mm

25 mm

25 mm

25 mm

200 mm

Probs. 7–27/28

2y¿

h

b

Elastic region

V

100 mm

Plastic region

L

Prob. 7–30

7–31. The beam in Fig. 6–48f is subjected to a fully plastic

moment Mp . Prove that the longitudinal and transverse

shear stresses in the beam are zero. Hint: Consider an

element of the beam shown in Fig. 7–4d.

404

Chapter 7

transverse shear

7.3

Shear Flow in built-up

MeMberS

Occasionally in engineering practice, members are “built up” from several

composite parts in order to achieve a greater resistance to loads. An

example is shown in Fig. 7–13. If the loads cause the members to bend,

fasteners such as nails, bolts, welding material, or glue will be needed to

keep the component parts from sliding relative to one another, Fig. 7–2.

In order to design these fasteners or determine their spacing, it is necessary

to know the shear force that they must resist. This loading, when measured

as a force per unit length of beam, is referred to as shear flow, q.*

The magnitude of the shear flow is obtained using a procedure similar

to that for finding the shear stress in a beam. To illustrate, consider

finding the shear flow along the juncture where the segment in Fig. 7–14a

is connected to the flange of the beam. Three horizontal forces must act

on this segment, Fig. 7–14b. Two of these forces, F and F + dF, are the

result of the normal stresses caused by the moments M and M + dM,

respectively. The third force, which for equilibrium equals dF, acts at the

juncture. Realizing that dF is the result of dM, then, like Eq. 7–1, we have

7

Fig. 7–13

dx

M

F

t

dx

dF

dF =

A¿

dM

y dA′

I LA′

M ϩ dM

dx

(b)

(a)

F ϩ dF

The integral represents Q, that is, the moment of the segment’s area A′

about the neutral axis. Since the segment has a length dx, the shear flow,

or force per unit length along the beam, is q = dF>dx. Hence dividing

both sides by dx and noting that V = dM>dx, Eq. 6–2, we have

q =

Fig. 7–14

VQ

I

(7–4)

Here

q = the shear flow, measured as a force per unit length along the beam

V = the shear force, determined from the method of sections and the

equations of equilibrium

I = the moment of inertia of the entire cross-sectional area calculated

about the neutral axis

Q = y′A′, where A′ is the cross-sectional area of the segment that is connected

to the beam at the juncture where the shear flow is calculated, and y′ is

the distance from the neutral axis to the centroid of A′

*The use of the word “flow” in this terminology will become meaningful as it pertains

to the discussion in Sec. 7.4.

7.3

Fastener Spacing. When segments of a beam are connected by

fasteners, such as nails or bolts, their spacing s along the beam can be

determined. For example, let’s say that a fastener, such as a nail, can

support a maximum shear force of F (N) before it fails, Fig. 7–15a. If

these nails are used to construct the beam made from two boards, as

shown in Fig. 7–15b, then the nails must resist the shear flow q (N>m)

between the boards. In other words, the nails are used to “hold” the top

board to the bottom board so that no slipping occurs during bending.

(See Fig. 7–2a.) As shown in Fig. 7–15c, the nail spacing is therefore

determined from

F

F

F

F

F

V

The examples that follow illustrate application of this equation.

N

Other examples of shaded segments connected to built-up beams by

fasteners are shown in Fig. 7–16. The shear flow here must be found at

the thick black line, and is determined by using a value of Q calculated

from A′ and y′ indicated in each figure. This value of q will be resisted by

a single fastener in Fig. 7–16a, by two fasteners in Fig. 7–16b, and by three

fasteners in Fig. 7–16c. In other words, the fastener in Fig. 7–16a supports

the calculated value of q, and in Figs. 7–16b and 7–16c each fastener

supports q>2 and q>3, respectively.

N

V

V

V (a)

V

V

V

(a)

V

V

V

A

N

V

(b)

(b)

TT

(c)

of a beam. This value is found from the shear formula and is used

to determine the shear force developed in fasteners and glue

that holds the various segments of a composite beam together.

Fig. 7–15

A¿

A¿

N

A

(a)

(b)

Fig. 7–16

F

(c) F

V

F

(c)

V

• Shear flow is a measure of the force per unit length along the axis

N

A

(b)

I m p o rta n t p o I n t

_

y¿

A

V

V

_

y¿

F

(a)

F (N) = q (N>m) s (m)

A¿

A

_

y¿

N

A

(c)

405

shear Flow in Built-up memBers

TT

TT

7

406

Chapter 7

ExampLE

transverse shear

7.4

A¿B

The beam is constructed from three boards glued together as shown in

Fig. 7–17a. If it is subjected to a shear of V = 850 kN, determine the

shear flow at B and B′ that must be resisted by the glue.

10 mm

250 mm

7

B¿

B

_

y¿B

SOLUTION

A

N

300 mm

_

y

V ϭ 850 kN

Section Properties. The neutral axis (centroid) will be located from

the bottom of the beam, Fig. 7–17a. Working in units of meters, we have

y =

2[0.15 m](0.3 m)(0.01 m) + [0.305 m](0.250 m)(0.01 m)

Σ∼

yA

=

ΣA

2(0.3 m)(0.01 m) + (0.250 m)(0.01 m)

= 0.1956 m

10 mm

125 mm

10 mm

The moment of inertia of the cross section about the neutral axis is thus

(a)

I = 2c

+ c

1

(0.01 m)(0.3 m)3 + (0.01 m)(0.3 m)(0.1956 m - 0.150 m)2 d

12

1

(0.250 m)(0.01 m)3 + (0.250 m)(0.01 m)(0.305 m - 0.1956 m)2 d

12

= 87.42(10 - 6) m4

The glue at both B and B′ in Fig. 7–17a “holds” the top board to the

beam. Here

QB = yB= AB= = [0.305 m - 0.1956 m](0.250 m)(0.01 m)

= 0.2735(10 - 3) m3

Shear Flow.

q =

C¿

C

N

A¿C

_

y¿C

A

850(103) N(0.2735(10 - 3) m3)

VQB

=

= 2.66 MN>m

I

87.42(10 - 6) m4

Since two seams are used to secure the board, the glue per meter

length of beam at each seam must be strong enough to resist one-half

of this shear flow. Thus,

qB = qB′ =

q

= 1.33 MN>m

2

Ans.

NOTE: If the board CC' is added to the beam, Fig. 7–17b, then y and I

(b)

Fig. 7–17

have to be recalculated, and the shear flow at C and C′ determined

from q = V y′C A′C >I. Finally, this value is divided by one-half to obtain

qC and qC′.

7.3

ExampLE

407

shear Flow in Built-up memBers

7.5

A box beam is constructed from four boards nailed together as shown

in Fig. 7–18a. If each nail can support a shear force of 30 N, determine

the maximum spacing s of the nails at B and at C to the nearest 5 mm

so that the beam will support the force of 80 N.

80 N

7

s

SOLUTION

Internal Shear. If the beam is sectioned at an arbitrary point along

its length, the internal shear required for equilibrium is always

V = 80 N, and so the shear diagram is shown in Fig. 7–18b.

15 mm

60 mm

Section Properties. The moment of inertia of the cross-sectional

area about the neutral axis can be determined by considering a

75@mm * 75@mm square minus a 45@mm * 45@mm square.

B

V (N)

80

QC = y′A′ = (0.03m)(0.045m)(0.015m) = 20.25(106)m3

qC =

0.015 m

B

B9

A

3

(80 N)[33.75(10 ) m ]

VQB

=

= 1176.47 N>m

I

2.295(10-6) m4

(c)

3

(80 N)[20.25(10 )m ]

VQC

=

= 705.88 N>m

I

2.295(10-6) m4

0.045 m

These values represent the shear force per unit length of the beam

that must be resisted by the nails at B and the fibers at B′, Fig. 7–18c,

and the nails at C and the fibers at C′, Fig. 7–18d, respectively. Since in

each case the shear flow is resisted at two surfaces and each nail can

resist 30 N, for B the spacing is

30 N

sB =

= 0.0510 m = 51.0 mm Use sB = 50 mm Ans.

(1176.47>2) N>m

And for C,

sC =

0.075 m

0.03 m

N

Shear Flow.

-6

x (m)

(b)

Likewise, the shear flow at C can be determined using the “symmetric”

shaded area shown in Fig. 7–18d. We have

qB =

60 mm

(a)

QB = y′A′ = (0.03m)(0.075m)(0.015m) = 33.75(10-6)m3

-6

15 mm

15 mm

1

1

I =

(0.075 m)(0.075 m)3 (0.045 m)(0.045 m)3 = 2.295(10-6) m4

12

12

The shear flow at B is determined using QB found from the darker

shaded area shown in Fig. 7–18c. It is this “symmetric” portion of the

beam that is to be “held” onto the rest of the beam by nails on the left

side and by the fibers of the board on the right side.

Thus,

C

30 N

= 0.0850 m = 85.0 mm Use sC = 85 mm

(705.88>2) N>m

Ans.

0.015 m

0.03 m

N

C¿

C

A

(d)

Fig. 7–18

408

Chapter 7

ExampLE

7

transverse shear

7.6

Nails having a shear strength of 900 N are used in a beam that can be

constructed either as in Case I or as in Case II, Fig. 7–19. If the nails

are spaced at 250 mm, determine the largest vertical shear that can be

supported in each case so that the fasteners will not fail.

s

250 mm

10 mm

10 mm

25 mm

80 mm N

100 mm N

A

A

s

Case I

10 mm

75 mm

250 mm

Case II

10 mm

25 mm

Fig. 7–19

SOLUTION

Since the cross section is the same in both cases, the moment of inertia

about the neutral axis is

1

1

(0.075 m)(0.1 m)3 (0.05 m)(0.08 m)3 = 4.1167(10 - 6) m4

12

12

Case I. For this design a single row of nails holds the top or bottom

flange onto the web. For one of these flanges,

I =

Q = y′A′ = (0.045 m)(0.075 m)(0.01 m) = 33.75(10-6) m3

so that

q =

VQ

I

V[33.75(10-6) m3]

900 N

=

0.25 m

4.1167(10-6) m4

V = 439.11 N = 439 N

Ans.

Case II. Here a single row of nails holds one of the side boards onto

the web. Thus

Q = y′A′ = (0.045 m)(0.025 m)(0.01 m) = 11.25(10-6) m3

q =

VQ

I

V[11.25(10-6) m3]

900 N

=

0.25 m

4.1167(10-6) m4

V = 1.3173(103) N = 1.32 kN

Ans.

7.3

shear Flow in Built-up memBers

409

FUN DamEN Ta L pR O B L Em S

F7–6. The two identical boards are bolted together to form

the beam. Determine the maximum spacing s of the bolts to

the nearest mm if each bolt has a shear strength of 15 kN. The

beam is subjected to a shear force of V = 50 kN.

F7–8. The boards are bolted together to form the built-up

beam. If the beam is subjected to a shear force of V = 20 kN,

determine the maximum spacing s of the bolts to the nearest 7

mm if each bolt has a shear strength of 8 kN.

50 mm

25 mm

25 mm

s

s

200 mm

100 mm

100 mm

s

50 mm

s

V

150 mm

300 mm

150 mm

V

Prob. F7–6

Prob. F7–8

F7–7. Two identical 20-mm-thick plates are bolted to the

top and bottom flange to form the built-up beam. If the beam

is subjected to a shear force of V = 300 kN, determine the

maximum spacing s of the bolts to the nearest mm if each

bolt has a shear strength of 30 kN.

F7–9. The boards are bolted together to form the built-up

beam. If the beam is subjected to a shear force of V = 75 kN,

determine the allowable maximum spacing of the bolts to

the nearest multiples of 5 mm. Each bolt has a shear strength

of 30 kN.

25 mm

12 mm

12 mm

200 mm

20 mm

100 mm

s

75mm

s

s

10 mm

s

25 mm

300 mm

25 mm

10 mm

V

10 mm

200 mm

Prob. F7–7

V

20 mm

Prob. F7–9

75 mm

100 mm

410

Chapter 7

transverse shear

p ROBLEmS

*7–32. The double T-beam is fabricated by welding the

three plates together as shown. Determine the shear stress in

7 the weld necessary to support a shear force of V = 80 kN.

7–33. The double T-beam is fabricated by welding the

three plates together as shown. If the weld can resist a shear

stress tallow = 90 MPa, determine the maximum shear V

that can be applied to the beam.

20 mm

*7–36. The beam is constructed from four boards which

are nailed together. If the nails are on both sides of the

beam and each can resist a shear of 3 kN, determine the

maximum load P that can be applied to the end of the beam.

P

3 kN

B

A

C

2m

2m

100 mm

150 mm

30 mm

V

50 mm

75 mm

20 mm

50 mm

150 mm

20 mm

30 mm

Probs. 7–32/33

250 mm 30 mm

30 mm

7–34. The beam is constructed from two boards fastened

together with three rows of nails spaced s = 50 mm apart. If

each nail can support a 2.25-kN shear force, determine the

maximum shear force V that can be applied to the beam.The

allowable shear stress for the wood is tallow = 2.1 MPa.

7–35. The beam is constructed from two boards fastened

together with three rows of nails. If the allowable shear stress

for the wood is tallow = 1 MPa, determine the maximum shear

force V that can be applied to the beam. Also, find the maximum

spacing s of the nails if each nail can resist 3.25 kN in shear.

Prob. 7–36

7–37. The beam is fabricated from two equivalent structural

tees and two plates. Each plate has a height of 150 mm and a

thickness of 12 mm. If a shear of V = 250 kN is applied to

the cross section, determine the maximum spacing of the

bolts. Each bolt can resist a shear force of 75 kN.

7–38. The beam is fabricated from two equivalent structural

tees and two plates. Each plate has a height of 150 mm and a

thickness of 12 mm. If the bolts are spaced at s = 200 mm

determine the maximum shear force V that can be applied to

the cross section. Each bolt can resist a shear force of 75 kN.

s

12 mm

s

s

75 mm

25 mm

A

40 mm

V

40 mm

150 mm

V

N

12 mm

150 mm

75 mm

Probs. 7–34/35

Probs. 7–37/38

7.3

411

shear Flow in Built-up memBers

7–39. The double-web girder is constructed from two

plywood sheets that are secured to wood members at its top

and bottom. If each fastener can support 3 kN in single

shear, determine the required spacing s of the fasteners

needed to support the loading P = 15 kN. Assume A is

pinned and B is a roller.

7–42. The simply supported beam is built up from three boards

by nailing them together as shown. The wood has an allowable

shear stress of tallow = 1.5 MPa, and an allowable bending

stress of sallow = 9 MPa. The nails are spaced at s = 75 mm,

and each has a shear strength of 1.5 kN. Determine the

maximum allowable force P that can be applied to the beam.

*7–40. The double-web girder is constructed from two

plywood sheets that are secured to wood members at its top

and bottom. The allowable bending stress for the wood is

sallow = 56 MPa and the allowable shear stress is

tallow = 21 MPa. If the fasteners are spaced s = 150 mm

and each fastener can support 3 kN in single shear,

determine the maximum load P that can be applied to the

beam.

7–43. The simply supported beam is built up from three

boards by nailing them together as shown. If P = 12 kN,

determine the maximum allowable spacing s of the nails to

support that load, if each nail can resist a shear force of 1.5 kN.

50 mm

50 mm

P

s

A

B

1m

P

1m

s

100 mm

250 mm

A

1.2 m

1.2 m

25 mm

B

50 mm

50 mm

25 mm

200 mm

150 mm

12 mm 12 mm

25 mm

Probs. 7–39/40

Probs. 7–42/43

7–41. A beam is constructed from three boards bolted

together as shown. Determine the shear force in each bolt if

the bolts are spaced s = 250 mm apart and the shear is

V = 35 kN.

25 mm

25 mm

100 mm 250 mm

*7–44. The T-beam is nailed together as shown. If the nails

can each support a shear force of 4.5 kN, determine the

maximum shear force V that the beam can support and the

corresponding maximum nail spacing s to the nearest

multiples of 5 mm. The allowable shear stress for the wood

is tallow = 3 MPa.

50 mm

s

300 mm

s

300 mm

V

350 mm

V

s ϭ 250 mm

25 mm

Prob. 7–41

50 mm

Prob. 7–44

7

412

Chapter 7

transverse shear

7–45. The nails are on both sides of the beam and each can

resist a shear of 2 kN. In addition to the distributed loading,

determine the maximum load P that can be applied to the

end of the beam. The nails are spaced 100 mm apart and the

allowable shear stress for the wood is tallow = 3 MPa.

7

7–47. The beam is made from four boards nailed together

as shown. If the nails can each support a shear force of

500 N, determine their required spacing s′ and s to the

nearest mm if the beam is subjected to a shear of V = 3.5 kN.

D

P

2 kN/m

25 mm

25 mm

50 mm

s¿

s¿

A

B

C

1.5 m

A

C

s

1.5 m

250 mm

25 mm

s

250 mm

V

100 mm

B

40 mm

200 mm

Prob. 7–47

*7–48. The beam is made from three polystyrene strips

that are glued together as shown. If the glue has a shear

strength of 80 kPa, determine the maximum load P that can

be applied without causing the glue to lose its bond.

200 mm 20 mm

30 mm

P

20 mm

7–46. Determine the average shear stress developed in the

nails within region AB of the beam. The nails are located on

each side of the beam and are spaced 100 mm apart. Each

nail has a diameter of 4 mm. Take P = 2 kN.

B

1.5 m

C

1.5 m

100 mm

A

0.8 m

1m

0.8 m

7–49. The timber T-beam is subjected to a load consisting

of n concentrated forces, Pn. If the allowable shear Vnail for

each of the nails is known, write a computer program that

will specify the nail spacing between each load. Show an

application of the program using the values L = 5 m,

a1 = 1.5 m, P1 = 3 kN, a2 = 3 m, P2 = 6 kN, b1 = 40 mm,

h1 = 200 mm,

b2 = 200 mm,

h2 = 25 mm,

and

Vnail = 900 N.

P1

P2

Pn

s3

s2

A

sn

B

a1

200 mm 20 mm

20 mm

1m

Prob. 7–48

s1

Prob. 7–46

B

40 mm

40 mm

200 mm

1

—P

4

20 mm

60 mm

P

2 kN/m

A

1

—P

4

40 mm

Prob. 7–45

40 mm

b2

h2

h1

a2

an

L

Prob. 7–49

b1

7.4

7.4

413

shear Flow in thin-walled memBers

Shear Flow in thin-walled

MeMberS

In this section we will show how to describe the shear-flow distribution

throughout a member’s cross-sectional area. As with most structural

members, we will assume that the member has thin walls, that is, the wall

thickness is small compared to its height or width.

Before we determine the shear-flow distribution, we will first show

how to establish its direction. To begin, consider the beam in

Fig. 7–20a, and the free-body diagram of segment B taken from the top

flange, Fig. 7–20b. The force dF must act on the longitudinal section in

order to balance the normal forces F and F + dF created by the

moments M and M + dM, respectively. Because q (and t) are

complementary, transverse components of q must act on the cross

section as shown on the corner element in Fig. 7–20b.

Although it is also true that V + dV will create a vertical shear-flow

component on this element, Fig. 7–20c, here we will neglect its effects.

This is because the flange is thin, and the top and bottom surfaces of

the flange are free of stress. To summarize then, only the shear flow

component that acts parallel to the sides of the flange will be

considered.

t

V

7

M

B

C

M ϩ dM

V ϩ dV

dx

q

F

t

dF

dA

B

(b)

F ϩ dF

q assumed constant

throughout flange

thickness

Fig. 7–20

(c)

q¿ is assumed to be zero

throughout flange

thickness since the top

and bottom surfaces of

the flange must be

stress free

(a)

414

Chapter 7

transverse shear

d

2

t

7

t

N

V

d

2

t

x

A

q

b

2

t

dy

t

dx d

2

N

b

q

A

y

N

A

t

b

t

d

2

(a)

(b)

(c)

Fig. 7–21

Shear Flow in Flanges. The shear-flow distribution along the top

flange of the beam in Fig. 7–21a can be found by considering the shear

flow q, acting on the dark blue element dx, located an arbitrary distance x

from the centerline of the cross section, Fig. 7–21b. Here

Q = y′A′ = [d>2](b>2 - x)t, so that

q =

V [d>2](b>2 - x)t

VQ

Vt d b

=

=

a - xb

I

I

2I 2

(7–5)

By inspection, this distribution varies in a linear manner from q = 0 at

x = b>2 to (qmax)f = Vt db>4I at x = 0. (The limitation of x = 0 is

possible here since the member is assumed to have “thin walls” and so

the thickness of the web is neglected.) Due to symmetry, a similar analysis

yields the same distribution of shear flow for the other three flange

segments. These results are as shown in Fig. 7–21d.

The total force developed in each flange segment can be determined

by integration. Since the force on the element dx in Fig. 7–21b is

dF = q dx, then

Ff =

L

q dx =

L0

b>2

Vt d b

Vt db2

a - xb dx =

2I 2

16I

We can also determine this result by finding the area under the triangle

in Fig. 7–21d. Hence,

Ff =

1

b

Vt db2

(qmax)f a b =

2

2

16I

All four of these forces are shown in Fig. 7–21e, and we can see from

their direction that horizontal force equilibrium on the cross section is

maintained.

7.4

(qmax)f

Ff

2(qmax)f

shear Flow in thin-walled memBers

415

Ff

(qmax)w

Fw ϭ V

7

2(qmax)f

(qmax)f

Ff

Ff

Shear-flow distribution

(d)

(e)

Fig. 7–21 (cont.)

Shear Flow in Web. A similar analysis can be performed for the

web, Fig. 7–21c. Here q must act downward, and at element dy

we have Q = Σy′A′ = [d>2](bt) + [ y + (1>2)(d > 2 - y)] t(d>2 - y) =

bt d>2 + (t>2)(d 2 >4 - y2), so that

q =

VQ

Vt db

1 d2

=

J

+ ¢

- y2 ≤ R

I

I

2

2 4

(7–6)

For the web, the shear flow varies in a parabolic manner, from

q = 2(qmax)f = Vt db>2I at y = d>2 to (qmax)w = (Vt d>I )(b>2 + d>8)

at y = 0, Fig. 7–21d.

Integrating to determine the force in the web, Fw , we have

Fw =

=

L

d>2

q dy =

Vt db

1 d2

J

+ ¢

- y2 ≤ R dy

I

2

2

4

L-d>2

d>2

Vt db

1 d2

1

J y + ¢ y - y3 ≤ R 2

I 2

2 4

3

-d>2

Vtd 2

1

a2b + d b

4I

3

Simplification is possible by noting that the moment of inertia for the

cross-sectional area is

=

I = 2J

1 3

d 2

1 3

bt + bt a b R +

td

12

2

12

Neglecting the first term, since the thickness of each flange is small, then

I =

td 2

1

a2b + d b

4

3

Substituting this into the above equation, we see that Fw = V, which is to

be expected, Fig. 7–21e.

416

Chapter 7

V

7

(a)

V

transverse shear

From the foregoing analysis, three important points should be observed.

First, q will vary linearly along segments (flanges) that are perpendicular

to the direction of V, and parabolically along segments (web) that are

inclined or parallel to V. Second, q will always act parallel to the walls of

the member, since the section of the segment on which q is calculated is

always taken perpendicular to the walls. And third, the directional sense of

q is such that the shear appears to “flow” through the cross section, inward

at the beam’s top flange, “combining” and then “flowing” downward

through the web, since it must contribute to the downward shear force V,

Fig. 7–22a, and then separating and “flowing” outward at the bottom

flange. If one is able to “visualize” this “flow” it will provide an easy means

for establishing not only the direction of q, but also the corresponding

direction of t. Other examples of how q is directed along the segments of

thin-walled members are shown in Fig. 7–22b. In all cases, symmetry

prevails about an axis that is collinear with V, and so q “flows” in a

direction such that it will provide the vertical force V and yet also satisfy

horizontal force equilibrium for the cross section.

V

Im po rta nt po Ints

V

• The shear flow formula q = VQ>I can be used to determine

the distribution of the shear flow throughout a thin-walled

member, provided the shear V acts along an axis of symmetry

or principal centroidal axis of inertia for the cross section.

• If a member is made from segments having thin walls, then

only the shear flow parallel to the walls of the member is

important.

V

• The shear flow varies linearly along segments that are

perpendicular to the direction of the shear V.

• The shear flow varies parabolically along segments that are

inclined or parallel to the direction of the shear V.

(b)

Shear flow q

Fig. 7–22

• On the cross section, the shear “flows” along the segments so

that it results in the vertical shear force V and yet satisfies

horizontal force equilibrium.

7.4

ExampLE

7.7

The thin-walled box beam in Fig. 7–23a is subjected to a shear of 200 kN.

Determine the variation of the shear flow throughout the cross section.

C

B

25 mm

SOLUTION

By symmetry, the neutral axis passes through the center of the cross

section. For thin-walled members we use centerline dimensions for

calculating the moment of inertia.

I =

1

(0.05 m)(0.175 m)3 + 2[(0.125 m)(0.025 m)(0.0875 m)2] = 70.18(10-6) m4

12

Only the shear flow at points B, C, and D has to be determined. For

point B, the area A′ ≈ 0, Fig. 7–23b, since it can be thought of as

being located entirely at point B. Alternatively, A′ can also represent

the entire cross-sectional area, in which case QB = y′A′ = 0 since

y′ = 0. Because QB = 0, then

qB = 0

For point C, the area A′ is shown dark shaded in Fig. 7–23c. Here, we

have used the mean dimensions since point C is on the centerline of

each segment. We have

QC = y′A′ = (0.0875 m)(0.125 m)(0.025 m) = 0.27344(10-3 2m3

Since there are two points of attachment,

N

75 mm

7

200 kN

D

75 mm

25 mm

A

25 mm

50 mm

50 mm

25 mm

(a)

A9

N

A

(b)

0.025 m

0.125 m

0.0875 m

A

0.1 m

N

0.025 m 0.1 m

(c)

3

-3

3

1 VQC

1 [200 (10 ) N] [0.27344 (10 ) m

qC = a

b = c

d = 389.61(103) N>m = 390 kN>m

2

I

2

70.18 (10-6) m4

0.125 m

0.0875 m

N

0.0875 m

b(0.025 m)(0.0875 m)d + [0.0875 m](0.125 m)(0.025 m) = 0.4648(10-3) m3

2

(d)

Because there are two points of attachment,

3

-3

3

1 VQD

1 [200 (10 ) N][0.4648 (10 ) m ]

a

b = c

d = 662.33(103) N>m = 662 kN>m

2

I

2

70.18 (10-6) m4

Using these results, and the symmetry of the cross section, the shearflow distribution is plotted in Fig. 7–23e. The distribution is linear

along the horizontal segments (perpendicular to V) and parabolic

along the vertical segments (parallel to V).

390 kN/m

662 kN/m

A

N

qD =

0.0875 m

A

The shear flow at D is determined using the three dark-shaded

rectangles shown in Fig. 7–23d. Again, using centerline dimensions

QD = Σy′A′ = 2c a

417

shear Flow in thin-walled memBers

390 kN/m

(e)

Fig. 7–23

418

Chapter 7

transverse shear

*7.5

Shear Center For open

thin-walled MeMberS

In the previous section, the internal shear V was applied along a principal

centroidal axis of inertia that also represents an axis of symmetry for the

cross section. In this section we will consider the effect of applying the

shear along a principal centroidal axis that is not an axis of symmetry. As

before, only open thin-walled members will be analyzed, where the

dimensions to the centerline of the walls of the members will be used.

A typical example of this case is the channel shown in Fig. 7–24a. Here

it is cantilevered from a fixed support and subjected to the force P. If

this force is applied through the centroid C of the cross section, the

channel will not only bend downward, but it will also twist clockwise

as shown.

7

(qmax)f

(qmax)w

P

(qmax)f

Shear-flow distribution

C

(b)

(a)

Ff

P

e

A

C

d

؍

O

A

P

VϭP

Ff

(c)

(d)

(e)

Fig. 7–24

7.5

419

shear Center For open thin-walled memBers

The reason the member twists has to do with the shear-flow distribution

along the channel’s flanges and web, Fig. 7–24b. When this distribution is

integrated over the flange and web areas, it will give resultant forces of Ff

in each flange and a force of V = P in the web, Fig. 7–24c. If the moments

of these three forces are summed about point A, the unbalanced couple

or torque created by the flange forces is seen to be responsible for

twisting the member. The actual twist is clockwise when viewed from the

front of the beam, as shown in Fig. 7–24a, because reactive internal

“equilibrium” forces Ff cause the twisting. In order to prevent this

twisting and therefore cancel the unbalanced moment, it is necessary to

apply P at a point O located an eccentric distance e from the web, as

shown in Fig. 7–24d. We require ΣMA = Ff d = Pe, or

e =

7

Ff d

P

The point O so located is called the shear center or flexural center.

When P is applied at this point, the beam will bend without twisting,

Fig. 7–24e. Design handbooks often list the location of the shear center

for a variety of thin-walled beam cross sections that are commonly used

in practice.

From this analysis, it should be noted that the shear center will always

lie on an axis of symmetry of a member’s cross-sectional area. For

example, if the channel is rotated 90° and P is applied at A, Fig. 7–25a, no

twisting will occur since the shear flow in the web and flanges for this

case is symmetrical, and therefore the force resultants in these elements

will create zero moments about A, Fig. 7–25b. Obviously, if a member has

a cross section with two axes of symmetry, as in the case of a wide-flange

beam, the shear center will coincide with the intersection of these axes

(the centroid).

Notice how this cantilever beam deflects

when loaded through the centroid (above)

and through the shear center (below).

P

P

Ff

A

Vϭ

(a)

P

2

Ff

A

Vϭ

P

2

(b)

Fig. 7–25

؍

A

420

Chapter 7

transverse shear

Im po rta nt po Ints

• The shear center is the point through which a force can be

applied which will cause a beam to bend and yet not twist.

7

• The shear center will always lie on an axis of symmetry of the

cross section.

• The location of the shear center is only a function of the

geometry of the cross section, and does not depend upon the

applied loading.

pro c e du re f o r a na lys I s

The location of the shear center for an open thin-walled member for

which the internal shear is in the same direction as a principal

centroidal axis for the cross section may be determined by using the

following procedure.

Shear-Flow Resultants.

• By observation, determine the direction of the shear flow

•

through the various segments of the cross section, and sketch

the force resultants on each segment of the cross section. (For

example, see Fig. 7–24c.) Since the shear center is determined by

taking the moments of these force resultants about a point, A,

choose this point at a location that eliminates the moments of

as many force resultants as possible.

The magnitudes of the force resultants that create a moment

about A must be calculated. For any segment this is done by

determining the shear flow q at an arbitrary point on the

segment and then integrating q along the segment’s length.

Realize that V will create a linear variation of shear flow in

segments that are perpendicular to V, and a parabolic variation

of shear flow in segments that are parallel or inclined to V.

Shear Center.

• Sum the moments of the shear-flow resultants about point A

•

and set this moment equal to the moment of V about A. Solve

this equation to determine the moment-arm or eccentric

distance e, which locates the line of action of V from A.

If an axis of symmetry for the cross section exists, the shear

center lies at a point on this axis.

7.5

ExampLE

7.8

Determine the location of the shear center for the thin-walled channel

having the dimensions shown in Fig. 7–26a.

b

t

SOLUTION

I =

t

(a)

1 3

h 2

th2 h

th + 2Jbt a b R =

a + bb

12

2

2 6

(qmax)w

(qmax)f

From Fig. 7–26d, q at the arbitrary position x is

Shear flow distribution

(b)

V(h>2)[b - x]t

V(b - x)

VQ

=

=

2

I

h[(h>6) + b]

(th >2)[(h>6) + b]

Hence, the force Ff in the flange is

b

h

PϭV

Ff

A

b

V

Vb2

Ff =

q dx =

(b - x) dx =

h[(h>6) + b] L0

2h[(h>6) + b]

L0

e

A

؍

V

This same result can also be determined without integration by first

finding (qmax)f , Fig. 7–26b, then determining the triangular area

1

2 b(qmax)f = Ff .

Shear Center.

we require

7

h

Shear-Flow Resultants. A vertical downward shear V applied to

the section causes the shear to flow through the flanges and web as

shown in Fig. 7–26b. This in turn creates force resultants Ff and V in

the flanges and web as shown in Fig. 7–26c. We will take moments

about point A so that only the force Ff on the lower flange has to be

determined.

The cross-sectional area can be divided into three component

rectangles—a web and two flanges. Since each component is assumed

to be thin, the moment of inertia of the area about the neutral axis is

q =

421

shear Center For open thin-walled memBers

Ff

(c)

Summing moments about point A, Fig. 7–26c,

Ve = Ff h =

Vb2h

2h[(h>6) + b]

N

h

2

q

x

Thus,

dx

b

e =

b2

[(h>3) + 2b]

Ans.

(d)

Fig. 7–26

A

422

Chapter 7

ExampLE

transverse shear

7.9

Determine the location of the shear center for the angle having equal

legs, Fig. 7–27a. Also, find the internal shear-force resultant in each leg.

7

t

b

qmax

45Њ

45Њ

qmax

b

Shear-flow distribution

t

(a)

(b)

V

F

؍

O

O

F

(c)

Fig. 7–27

SOLUTION

When a vertical downward shear V is applied at the section, the shear

flow and shear-flow resultants are directed as shown in Figs. 7–27b

and 7–27c, respectively. Note that the force F in each leg must be

equal, since for equilibrium the sum of their horizontal components

must be equal to zero. Also, the lines of action of both forces intersect

point O; therefore, this point must be the shear center, since the sum of

the moments of these forces and V about O is zero, Fig. 7–27c.

Chapter 7

transverse shear

p R E LImIN aRY pROB L Em S

7

P7–1. In each case, calculate the value of Q and t that are

used in the shear formula for finding the shear stress at A.

Also, show how the shear stress acts on a differential volume

element located at point A.

0.2 m

0.2 m

0.2 m

V

0.2 m

A

0.3 m

0.1 m

V

0.1 m

A

0.2 m

0.2 m

0.2 m

0.2 m

(d)

0.1 m

(a)

0.1 m

0.3 m

0.1 m

0.2 m

A

0.3 m

V

0.3 m

V

0.2 m

A

0.4 m

0.1 m

0.2 m

0.2 m

(e)

(b)

0.1 m

0.1 m

0.1 m

0.1 m

A

0.5 m

0.1 m

0.1 m

0.2 m

V

0.3 m

A

0.5 m

0.1 m

V

0.3 m

0.1 m

0.1 m

(c)

(f)

Prob. P7–1

7.2

399

the shear Formula

FUN DamEN TaL pR O B L Em S

F7–1. If the beam is subjected to a shear force of

V = 100 kN, determine the shear stress at point A. Represent

the state of stress on a volume element at this point.

F7–4. If the beam is subjected to a shear force of

V = 20 kN, determine the maximum shear stress in the beam.

300 mm

20mm

PP

200 mm

PP

PP

PP

90 mm A

20 mm V

PP

PP

20mm

PP

Prob. F7–1

V

F7–2. Determine the shear stress at points A and B if the

beam is subjected to a shear force of V = 600 kN. Represent

the state of stress on a volume element of these points.

100 mm

PP

PP

Prob. F7–4

100 mm

100 mm

100 mm

F7–5. If the beam is made from four plates and subjected

to a shear force of V = 20 kN, determine the shear stress at

point A. Represent the state of stress on a volume element

at this point.

100 mm

B

100 mm

V

A

50 mm

50 mm

Prob. F7–2

F7–3. Determine the absolute maximum shear stress

developed in the beam.

30 kN

25 mm

150 mm

25 mm

A

15 kN

150 mm

V

B

A

300 mm

300 mm

50 mm

150 mm

300 mm

Prob. F7–3

75 mm

Prob. F7–5

7

400

Chapter 7

transverse shear

p R OBLEmS

7–1. If the wide-flange beam is subjected to a shear of

V = 20 kN, determine the shear stress on the web at A.

7 Indicate the shear-stress components on a volume element

located at this point.

7–6. The wood beam has an allowable shear stress of

tallow = 7 MPa. Determine the maximum shear force V that

can be applied to the cross section.

7–2. If the wide-flange beam is subjected to a shear of

V = 20 kN, determine the maximum shear stress in the

beam.

50 mm

7–3. If the wide-flange beam is subjected to a shear of

V = 20 kN, determine the shear force resisted by the web of

the beam.

100 mm

50 mm

50 mm

200 mm

200 mm

V

A

20 mm

50 mm

20 mm

V

B

Prob. 7–6

300 mm

200 mm

20 mm

Probs. 7–1/2/3

*7–4. If the beam is subjected to a shear of V = 30 kN,

determine the web’s shear stress at A and B. Indicate the

shear-stress components on a volume element located

at these points. Set w = 200 mm. Show that the neutral axis

is located at y = 0.2433 m from the bottom and

I = 0.5382(10−3) m4.

7–7. The shaft is supported by a thrust bearing at A and a

journal bearing at B. If P = 20 kN, determine the absolute

maximum shear stress in the shaft.

*7–8. The shaft is supported by a thrust bearing at A and a

journal bearing at B. If the shaft is made from a material

having an allowable shear stress of tallow = 75 MPa,

determine the maximum value for P.

7–5. If the wide-flange beam is subjected to a shear of

V = 30 kN, determine the maximum shear stress in the

beam. Set w = 300 mm.

300 mm

A

C

20 mm

A

20 mm

1m

B

1m

B

w

Probs. 7–4/5

400 mm

1m

P

P

V

D

30 mm

20 mm

40 mm

Probs. 7–7/8

7.2

401

the shear Formula

7–9. Determine the largest shear force V that the member

can sustain if the allowable shear stress is tallow = 56 MPa.

7–13. Determine the shear stress at point B on the web of

the cantilevered strut at section a–a.

7–10. If the applied shear force V = 90 kN, determine the

maximum shear stress in the member.

7–14. Determine the maximum shear stress acting at

section a–a of the cantilevered strut.

7

75 mm

2 kN

25 mm

V

75 mm 25 mm

250 mm

250 mm

a

4 kN

300 mm

25 mm

a

Probs. 7–9/10

20 mm

7–11. The overhang beam is subjected to the uniform

distributed load having an intensity of w = 50 kN>m.

Determine the maximum shear stress in the beam.

70 mm

20 mm

B

50 mm

Probs. 7–13/14

w

A

B

3m

3m

50 mm

7–15. Determine the maximum shear stress in the T-beam at

the critical section where the internal shear force is maximum.

100 mm

*7–16. Determine the maximum shear stress in the T-beam

at point C. Show the result on a volume element at this point.

Prob. 7–11

*7–12. A member has a cross section in the form of an

equilateral triangle. If it is subjected to a shear force V,

determine the maximum average shear stress in the member

using the shear formula. Should the shear formula actually

be used to predict this value? Explain.

10 kN/m

A

1.5 m

3m

150 mm

a

V

h

150 mm

30 mm

30 mm

Prob. 7–12

B

C

Probs. 7–15/16

1.5 m

402

Chapter 7

transverse shear

7–17. The strut is subjected to a vertical shear of V = 130

kN. Plot the intensity of the shear-stress distribution acting

over the cross-sectional area, and compute the resultant shear

force developed in the vertical segment AB.

7

B

150 mm

7–21. Determine the maximum shear stress acting in the

fiberglass beam at the section where the internal shear force is

maximum.

3 kN/m

2.5 kN/m

D

A

50 mm

A

2m

V

150 mm

130 kN

2m

0.6 m

150 mm

100 mm

150 mm

12 mm

150 mm

50 mm

18 mm

100 mm

Prob. 7–17

7–18. Plot the shear-stress distribution over the cross

section of a rod that has a radius c. By what factor is the

maximum shear stress greater than the average shear stress

acting over the cross section?

18 mm

Prob. 7–21

7–22. If the beam is subjected to a shear of V = 15 kN,

determine the web’s shear stress at A and B. Indicate the

shear-stress components on a volume element located at these

points. Set w = 125 mm. Show that the neutral axis is located

at y = 0.1747 m from the bottom and INA = 0.2182(10−3) m4.

7–23. If the wide-flange beam is subjected to a shear of

V = 30 kN, determine the maximum shear stress in the

beam. Set w = 200 mm.

*7–24. If the wide-flange beam is subjected to a shear of

V = 30 kN, determine the shear force resisted by the web

of the beam. Set w = 200 mm.

c

y

200 mm

V

Prob. 7–18

A

30 mm

7–19. Determine the maximum shear stress in the strut if

it is subjected to a shear force of V = 20 kN.

*7–20. Determine the maximum shear force V that the

strut can support if the allowable shear stress for the

material is tallow = 40 MPa.

12 mm

60 mm

25 mm

V

B

250 mm

30 mm

w

Probs. 7–22/23/24

7–25. Determine the length of the cantilevered beam so

that the maximum bending stress in the beam is equivalent

to the maximum shear stress.

V

P

12 mm

80 mm

20 mm

Probs. 7–19/20

h

20 mm

L

Prob. 7–25

b

7.2

7–26. If the beam is made from wood having an allowable

shear stress tallow = 3 MPa, determine the maximum

magnitude of P. Set d = 100 mm.

7

10 mm

A

B

0.6 m

403

7–29. The composite beam is constructed from wood and

reinforced with a steel strap. Use the method of Sec. 6.6 and

calculate the maximum shear stress in the beam when it is

subjected to a shear of V = 50 kN. Take Est = 200 GPa,

Ew = 15 GPa.

2P

P

0.6 m

the shear Formula

V= 50 kN

0.6 m

300 mm

d

10 mm

175 mm

50 mm

Prob. 7–26

Prob. 7–29

7–27. The beam is slit longitudinally along both sides. If it

is subjected to a shear of V = 250 kN, compare the

maximum shear stress in the beam before and after the cuts

were made.

*7–28. The beam is to be cut longitudinally along both

sides as shown. If it is made from a material having an

allowable shear stress of tallow = 75 MPa, determine the

maximum allowable shear force V that can be applied

before and after the cut is made.

7–30. The beam has a rectangular cross section and is

subjected to a load P that is just large enough to develop a

fully plastic moment Mp = PL at the fixed support. If the

material is elastic perfectly plastic, then at a distance x 6 L

the moment M = Px creates a region of plastic yielding

with an associated elastic core having a height 2y′. This

situation has been described by Eq. 6–30 and the moment M

is distributed over the cross section as shown in Fig. 6–48e.

Prove that the maximum shear stress in the beam is given

by tmax = 32(P>A′), where A′ = 2y′b, the cross-sectional

area of the elastic core.

P

x

25 mm

200 mm

25 mm

25 mm

25 mm

25 mm

200 mm

Probs. 7–27/28

2y¿

h

b

Elastic region

V

100 mm

Plastic region

L

Prob. 7–30

7–31. The beam in Fig. 6–48f is subjected to a fully plastic

moment Mp . Prove that the longitudinal and transverse

shear stresses in the beam are zero. Hint: Consider an

element of the beam shown in Fig. 7–4d.

404

Chapter 7

transverse shear

7.3

Shear Flow in built-up

MeMberS

Occasionally in engineering practice, members are “built up” from several

composite parts in order to achieve a greater resistance to loads. An

example is shown in Fig. 7–13. If the loads cause the members to bend,

fasteners such as nails, bolts, welding material, or glue will be needed to

keep the component parts from sliding relative to one another, Fig. 7–2.

In order to design these fasteners or determine their spacing, it is necessary

to know the shear force that they must resist. This loading, when measured

as a force per unit length of beam, is referred to as shear flow, q.*

The magnitude of the shear flow is obtained using a procedure similar

to that for finding the shear stress in a beam. To illustrate, consider

finding the shear flow along the juncture where the segment in Fig. 7–14a

is connected to the flange of the beam. Three horizontal forces must act

on this segment, Fig. 7–14b. Two of these forces, F and F + dF, are the

result of the normal stresses caused by the moments M and M + dM,

respectively. The third force, which for equilibrium equals dF, acts at the

juncture. Realizing that dF is the result of dM, then, like Eq. 7–1, we have

7

Fig. 7–13

dx

M

F

t

dx

dF

dF =

A¿

dM

y dA′

I LA′

M ϩ dM

dx

(b)

(a)

F ϩ dF

The integral represents Q, that is, the moment of the segment’s area A′

about the neutral axis. Since the segment has a length dx, the shear flow,

or force per unit length along the beam, is q = dF>dx. Hence dividing

both sides by dx and noting that V = dM>dx, Eq. 6–2, we have

q =

Fig. 7–14

VQ

I

(7–4)

Here

q = the shear flow, measured as a force per unit length along the beam

V = the shear force, determined from the method of sections and the

equations of equilibrium

I = the moment of inertia of the entire cross-sectional area calculated

about the neutral axis

Q = y′A′, where A′ is the cross-sectional area of the segment that is connected

to the beam at the juncture where the shear flow is calculated, and y′ is

the distance from the neutral axis to the centroid of A′

*The use of the word “flow” in this terminology will become meaningful as it pertains

to the discussion in Sec. 7.4.

7.3

Fastener Spacing. When segments of a beam are connected by

fasteners, such as nails or bolts, their spacing s along the beam can be

determined. For example, let’s say that a fastener, such as a nail, can

support a maximum shear force of F (N) before it fails, Fig. 7–15a. If

these nails are used to construct the beam made from two boards, as

shown in Fig. 7–15b, then the nails must resist the shear flow q (N>m)

between the boards. In other words, the nails are used to “hold” the top

board to the bottom board so that no slipping occurs during bending.

(See Fig. 7–2a.) As shown in Fig. 7–15c, the nail spacing is therefore

determined from

F

F

F

F

F

V

The examples that follow illustrate application of this equation.

N

Other examples of shaded segments connected to built-up beams by

fasteners are shown in Fig. 7–16. The shear flow here must be found at

the thick black line, and is determined by using a value of Q calculated

from A′ and y′ indicated in each figure. This value of q will be resisted by

a single fastener in Fig. 7–16a, by two fasteners in Fig. 7–16b, and by three

fasteners in Fig. 7–16c. In other words, the fastener in Fig. 7–16a supports

the calculated value of q, and in Figs. 7–16b and 7–16c each fastener

supports q>2 and q>3, respectively.

N

V

V

V (a)

V

V

V

(a)

V

V

V

A

N

V

(b)

(b)

TT

(c)

of a beam. This value is found from the shear formula and is used

to determine the shear force developed in fasteners and glue

that holds the various segments of a composite beam together.

Fig. 7–15

A¿

A¿

N

A

(a)

(b)

Fig. 7–16

F

(c) F

V

F

(c)

V

• Shear flow is a measure of the force per unit length along the axis

N

A

(b)

I m p o rta n t p o I n t

_

y¿

A

V

V

_

y¿

F

(a)

F (N) = q (N>m) s (m)

A¿

A

_

y¿

N

A

(c)

405

shear Flow in Built-up memBers

TT

TT

7

406

Chapter 7

ExampLE

transverse shear

7.4

A¿B

The beam is constructed from three boards glued together as shown in

Fig. 7–17a. If it is subjected to a shear of V = 850 kN, determine the

shear flow at B and B′ that must be resisted by the glue.

10 mm

250 mm

7

B¿

B

_

y¿B

SOLUTION

A

N

300 mm

_

y

V ϭ 850 kN

Section Properties. The neutral axis (centroid) will be located from

the bottom of the beam, Fig. 7–17a. Working in units of meters, we have

y =

2[0.15 m](0.3 m)(0.01 m) + [0.305 m](0.250 m)(0.01 m)

Σ∼

yA

=

ΣA

2(0.3 m)(0.01 m) + (0.250 m)(0.01 m)

= 0.1956 m

10 mm

125 mm

10 mm

The moment of inertia of the cross section about the neutral axis is thus

(a)

I = 2c

+ c

1

(0.01 m)(0.3 m)3 + (0.01 m)(0.3 m)(0.1956 m - 0.150 m)2 d

12

1

(0.250 m)(0.01 m)3 + (0.250 m)(0.01 m)(0.305 m - 0.1956 m)2 d

12

= 87.42(10 - 6) m4

The glue at both B and B′ in Fig. 7–17a “holds” the top board to the

beam. Here

QB = yB= AB= = [0.305 m - 0.1956 m](0.250 m)(0.01 m)

= 0.2735(10 - 3) m3

Shear Flow.

q =

C¿

C

N

A¿C

_

y¿C

A

850(103) N(0.2735(10 - 3) m3)

VQB

=

= 2.66 MN>m

I

87.42(10 - 6) m4

Since two seams are used to secure the board, the glue per meter

length of beam at each seam must be strong enough to resist one-half

of this shear flow. Thus,

qB = qB′ =

q

= 1.33 MN>m

2

Ans.

NOTE: If the board CC' is added to the beam, Fig. 7–17b, then y and I

(b)

Fig. 7–17

have to be recalculated, and the shear flow at C and C′ determined

from q = V y′C A′C >I. Finally, this value is divided by one-half to obtain

qC and qC′.

7.3

ExampLE

407

shear Flow in Built-up memBers

7.5

A box beam is constructed from four boards nailed together as shown

in Fig. 7–18a. If each nail can support a shear force of 30 N, determine

the maximum spacing s of the nails at B and at C to the nearest 5 mm

so that the beam will support the force of 80 N.

80 N

7

s

SOLUTION

Internal Shear. If the beam is sectioned at an arbitrary point along

its length, the internal shear required for equilibrium is always

V = 80 N, and so the shear diagram is shown in Fig. 7–18b.

15 mm

60 mm

Section Properties. The moment of inertia of the cross-sectional

area about the neutral axis can be determined by considering a

75@mm * 75@mm square minus a 45@mm * 45@mm square.

B

V (N)

80

QC = y′A′ = (0.03m)(0.045m)(0.015m) = 20.25(106)m3

qC =

0.015 m

B

B9

A

3

(80 N)[33.75(10 ) m ]

VQB

=

= 1176.47 N>m

I

2.295(10-6) m4

(c)

3

(80 N)[20.25(10 )m ]

VQC

=

= 705.88 N>m

I

2.295(10-6) m4

0.045 m

These values represent the shear force per unit length of the beam

that must be resisted by the nails at B and the fibers at B′, Fig. 7–18c,

and the nails at C and the fibers at C′, Fig. 7–18d, respectively. Since in

each case the shear flow is resisted at two surfaces and each nail can

resist 30 N, for B the spacing is

30 N

sB =

= 0.0510 m = 51.0 mm Use sB = 50 mm Ans.

(1176.47>2) N>m

And for C,

sC =

0.075 m

0.03 m

N

Shear Flow.

-6

x (m)

(b)

Likewise, the shear flow at C can be determined using the “symmetric”

shaded area shown in Fig. 7–18d. We have

qB =

60 mm

(a)

QB = y′A′ = (0.03m)(0.075m)(0.015m) = 33.75(10-6)m3

-6

15 mm

15 mm

1

1

I =

(0.075 m)(0.075 m)3 (0.045 m)(0.045 m)3 = 2.295(10-6) m4

12

12

The shear flow at B is determined using QB found from the darker

shaded area shown in Fig. 7–18c. It is this “symmetric” portion of the

beam that is to be “held” onto the rest of the beam by nails on the left

side and by the fibers of the board on the right side.

Thus,

C

30 N

= 0.0850 m = 85.0 mm Use sC = 85 mm

(705.88>2) N>m

Ans.

0.015 m

0.03 m

N

C¿

C

A

(d)

Fig. 7–18

408

Chapter 7

ExampLE

7

transverse shear

7.6

Nails having a shear strength of 900 N are used in a beam that can be

constructed either as in Case I or as in Case II, Fig. 7–19. If the nails

are spaced at 250 mm, determine the largest vertical shear that can be

supported in each case so that the fasteners will not fail.

s

250 mm

10 mm

10 mm

25 mm

80 mm N

100 mm N

A

A

s

Case I

10 mm

75 mm

250 mm

Case II

10 mm

25 mm

Fig. 7–19

SOLUTION

Since the cross section is the same in both cases, the moment of inertia

about the neutral axis is

1

1

(0.075 m)(0.1 m)3 (0.05 m)(0.08 m)3 = 4.1167(10 - 6) m4

12

12

Case I. For this design a single row of nails holds the top or bottom

flange onto the web. For one of these flanges,

I =

Q = y′A′ = (0.045 m)(0.075 m)(0.01 m) = 33.75(10-6) m3

so that

q =

VQ

I

V[33.75(10-6) m3]

900 N

=

0.25 m

4.1167(10-6) m4

V = 439.11 N = 439 N

Ans.

Case II. Here a single row of nails holds one of the side boards onto

the web. Thus

Q = y′A′ = (0.045 m)(0.025 m)(0.01 m) = 11.25(10-6) m3

q =

VQ

I

V[11.25(10-6) m3]

900 N

=

0.25 m

4.1167(10-6) m4

V = 1.3173(103) N = 1.32 kN

Ans.

7.3

shear Flow in Built-up memBers

409

FUN DamEN Ta L pR O B L Em S

F7–6. The two identical boards are bolted together to form

the beam. Determine the maximum spacing s of the bolts to

the nearest mm if each bolt has a shear strength of 15 kN. The

beam is subjected to a shear force of V = 50 kN.

F7–8. The boards are bolted together to form the built-up

beam. If the beam is subjected to a shear force of V = 20 kN,

determine the maximum spacing s of the bolts to the nearest 7

mm if each bolt has a shear strength of 8 kN.

50 mm

25 mm

25 mm

s

s

200 mm

100 mm

100 mm

s

50 mm

s

V

150 mm

300 mm

150 mm

V

Prob. F7–6

Prob. F7–8

F7–7. Two identical 20-mm-thick plates are bolted to the

top and bottom flange to form the built-up beam. If the beam

is subjected to a shear force of V = 300 kN, determine the

maximum spacing s of the bolts to the nearest mm if each

bolt has a shear strength of 30 kN.

F7–9. The boards are bolted together to form the built-up

beam. If the beam is subjected to a shear force of V = 75 kN,

determine the allowable maximum spacing of the bolts to

the nearest multiples of 5 mm. Each bolt has a shear strength

of 30 kN.

25 mm

12 mm

12 mm

200 mm

20 mm

100 mm

s

75mm

s

s

10 mm

s

25 mm

300 mm

25 mm

10 mm

V

10 mm

200 mm

Prob. F7–7

V

20 mm

Prob. F7–9

75 mm

100 mm

410

Chapter 7

transverse shear

p ROBLEmS

*7–32. The double T-beam is fabricated by welding the

three plates together as shown. Determine the shear stress in

7 the weld necessary to support a shear force of V = 80 kN.

7–33. The double T-beam is fabricated by welding the

three plates together as shown. If the weld can resist a shear

stress tallow = 90 MPa, determine the maximum shear V

that can be applied to the beam.

20 mm

*7–36. The beam is constructed from four boards which

are nailed together. If the nails are on both sides of the

beam and each can resist a shear of 3 kN, determine the

maximum load P that can be applied to the end of the beam.

P

3 kN

B

A

C

2m

2m

100 mm

150 mm

30 mm

V

50 mm

75 mm

20 mm

50 mm

150 mm

20 mm

30 mm

Probs. 7–32/33

250 mm 30 mm

30 mm

7–34. The beam is constructed from two boards fastened

together with three rows of nails spaced s = 50 mm apart. If

each nail can support a 2.25-kN shear force, determine the

maximum shear force V that can be applied to the beam.The

allowable shear stress for the wood is tallow = 2.1 MPa.

7–35. The beam is constructed from two boards fastened

together with three rows of nails. If the allowable shear stress

for the wood is tallow = 1 MPa, determine the maximum shear

force V that can be applied to the beam. Also, find the maximum

spacing s of the nails if each nail can resist 3.25 kN in shear.

Prob. 7–36

7–37. The beam is fabricated from two equivalent structural

tees and two plates. Each plate has a height of 150 mm and a

thickness of 12 mm. If a shear of V = 250 kN is applied to

the cross section, determine the maximum spacing of the

bolts. Each bolt can resist a shear force of 75 kN.

7–38. The beam is fabricated from two equivalent structural

tees and two plates. Each plate has a height of 150 mm and a

thickness of 12 mm. If the bolts are spaced at s = 200 mm

determine the maximum shear force V that can be applied to

the cross section. Each bolt can resist a shear force of 75 kN.

s

12 mm

s

s

75 mm

25 mm

A

40 mm

V

40 mm

150 mm

V

N

12 mm

150 mm

75 mm

Probs. 7–34/35

Probs. 7–37/38

7.3

411

shear Flow in Built-up memBers

7–39. The double-web girder is constructed from two

plywood sheets that are secured to wood members at its top

and bottom. If each fastener can support 3 kN in single

shear, determine the required spacing s of the fasteners

needed to support the loading P = 15 kN. Assume A is

pinned and B is a roller.

7–42. The simply supported beam is built up from three boards

by nailing them together as shown. The wood has an allowable

shear stress of tallow = 1.5 MPa, and an allowable bending

stress of sallow = 9 MPa. The nails are spaced at s = 75 mm,

and each has a shear strength of 1.5 kN. Determine the

maximum allowable force P that can be applied to the beam.

*7–40. The double-web girder is constructed from two

plywood sheets that are secured to wood members at its top

and bottom. The allowable bending stress for the wood is

sallow = 56 MPa and the allowable shear stress is

tallow = 21 MPa. If the fasteners are spaced s = 150 mm

and each fastener can support 3 kN in single shear,

determine the maximum load P that can be applied to the

beam.

7–43. The simply supported beam is built up from three

boards by nailing them together as shown. If P = 12 kN,

determine the maximum allowable spacing s of the nails to

support that load, if each nail can resist a shear force of 1.5 kN.

50 mm

50 mm

P

s

A

B

1m

P

1m

s

100 mm

250 mm

A

1.2 m

1.2 m

25 mm

B

50 mm

50 mm

25 mm

200 mm

150 mm

12 mm 12 mm

25 mm

Probs. 7–39/40

Probs. 7–42/43

7–41. A beam is constructed from three boards bolted

together as shown. Determine the shear force in each bolt if

the bolts are spaced s = 250 mm apart and the shear is

V = 35 kN.

25 mm

25 mm

100 mm 250 mm

*7–44. The T-beam is nailed together as shown. If the nails

can each support a shear force of 4.5 kN, determine the

maximum shear force V that the beam can support and the

corresponding maximum nail spacing s to the nearest

multiples of 5 mm. The allowable shear stress for the wood

is tallow = 3 MPa.

50 mm

s

300 mm

s

300 mm

V

350 mm

V

s ϭ 250 mm

25 mm

Prob. 7–41

50 mm

Prob. 7–44

7

412

Chapter 7

transverse shear

7–45. The nails are on both sides of the beam and each can

resist a shear of 2 kN. In addition to the distributed loading,

determine the maximum load P that can be applied to the

end of the beam. The nails are spaced 100 mm apart and the

allowable shear stress for the wood is tallow = 3 MPa.

7

7–47. The beam is made from four boards nailed together

as shown. If the nails can each support a shear force of

500 N, determine their required spacing s′ and s to the

nearest mm if the beam is subjected to a shear of V = 3.5 kN.

D

P

2 kN/m

25 mm

25 mm

50 mm

s¿

s¿

A

B

C

1.5 m

A

C

s

1.5 m

250 mm

25 mm

s

250 mm

V

100 mm

B

40 mm

200 mm

Prob. 7–47

*7–48. The beam is made from three polystyrene strips

that are glued together as shown. If the glue has a shear

strength of 80 kPa, determine the maximum load P that can

be applied without causing the glue to lose its bond.

200 mm 20 mm

30 mm

P

20 mm

7–46. Determine the average shear stress developed in the

nails within region AB of the beam. The nails are located on

each side of the beam and are spaced 100 mm apart. Each

nail has a diameter of 4 mm. Take P = 2 kN.

B

1.5 m

C

1.5 m

100 mm

A

0.8 m

1m

0.8 m

7–49. The timber T-beam is subjected to a load consisting

of n concentrated forces, Pn. If the allowable shear Vnail for

each of the nails is known, write a computer program that

will specify the nail spacing between each load. Show an

application of the program using the values L = 5 m,

a1 = 1.5 m, P1 = 3 kN, a2 = 3 m, P2 = 6 kN, b1 = 40 mm,

h1 = 200 mm,

b2 = 200 mm,

h2 = 25 mm,

and

Vnail = 900 N.

P1

P2

Pn

s3

s2

A

sn

B

a1

200 mm 20 mm

20 mm

1m

Prob. 7–48

s1

Prob. 7–46

B

40 mm

40 mm

200 mm

1

—P

4

20 mm

60 mm

P

2 kN/m

A

1

—P

4

40 mm

Prob. 7–45

40 mm

b2

h2

h1

a2

an

L

Prob. 7–49

b1

7.4

7.4

413

shear Flow in thin-walled memBers

Shear Flow in thin-walled

MeMberS

In this section we will show how to describe the shear-flow distribution

throughout a member’s cross-sectional area. As with most structural

members, we will assume that the member has thin walls, that is, the wall

thickness is small compared to its height or width.

Before we determine the shear-flow distribution, we will first show

how to establish its direction. To begin, consider the beam in

Fig. 7–20a, and the free-body diagram of segment B taken from the top

flange, Fig. 7–20b. The force dF must act on the longitudinal section in

order to balance the normal forces F and F + dF created by the

moments M and M + dM, respectively. Because q (and t) are

complementary, transverse components of q must act on the cross

section as shown on the corner element in Fig. 7–20b.

Although it is also true that V + dV will create a vertical shear-flow

component on this element, Fig. 7–20c, here we will neglect its effects.

This is because the flange is thin, and the top and bottom surfaces of

the flange are free of stress. To summarize then, only the shear flow

component that acts parallel to the sides of the flange will be

considered.

t

V

7

M

B

C

M ϩ dM

V ϩ dV

dx

q

F

t

dF

dA

B

(b)

F ϩ dF

q assumed constant

throughout flange

thickness

Fig. 7–20

(c)

q¿ is assumed to be zero

throughout flange

thickness since the top

and bottom surfaces of

the flange must be

stress free

(a)

414

Chapter 7

transverse shear

d

2

t

7

t

N

V

d

2

t

x

A

q

b

2

t

dy

t

dx d

2

N

b

q

A

y

N

A

t

b

t

d

2

(a)

(b)

(c)

Fig. 7–21

Shear Flow in Flanges. The shear-flow distribution along the top

flange of the beam in Fig. 7–21a can be found by considering the shear

flow q, acting on the dark blue element dx, located an arbitrary distance x

from the centerline of the cross section, Fig. 7–21b. Here

Q = y′A′ = [d>2](b>2 - x)t, so that

q =

V [d>2](b>2 - x)t

VQ

Vt d b

=

=

a - xb

I

I

2I 2

(7–5)

By inspection, this distribution varies in a linear manner from q = 0 at

x = b>2 to (qmax)f = Vt db>4I at x = 0. (The limitation of x = 0 is

possible here since the member is assumed to have “thin walls” and so

the thickness of the web is neglected.) Due to symmetry, a similar analysis

yields the same distribution of shear flow for the other three flange

segments. These results are as shown in Fig. 7–21d.

The total force developed in each flange segment can be determined

by integration. Since the force on the element dx in Fig. 7–21b is

dF = q dx, then

Ff =

L

q dx =

L0

b>2

Vt d b

Vt db2

a - xb dx =

2I 2

16I

We can also determine this result by finding the area under the triangle

in Fig. 7–21d. Hence,

Ff =

1

b

Vt db2

(qmax)f a b =

2

2

16I

All four of these forces are shown in Fig. 7–21e, and we can see from

their direction that horizontal force equilibrium on the cross section is

maintained.

7.4

(qmax)f

Ff

2(qmax)f

shear Flow in thin-walled memBers

415

Ff

(qmax)w

Fw ϭ V

7

2(qmax)f

(qmax)f

Ff

Ff

Shear-flow distribution

(d)

(e)

Fig. 7–21 (cont.)

Shear Flow in Web. A similar analysis can be performed for the

web, Fig. 7–21c. Here q must act downward, and at element dy

we have Q = Σy′A′ = [d>2](bt) + [ y + (1>2)(d > 2 - y)] t(d>2 - y) =

bt d>2 + (t>2)(d 2 >4 - y2), so that

q =

VQ

Vt db

1 d2

=

J

+ ¢

- y2 ≤ R

I

I

2

2 4

(7–6)

For the web, the shear flow varies in a parabolic manner, from

q = 2(qmax)f = Vt db>2I at y = d>2 to (qmax)w = (Vt d>I )(b>2 + d>8)

at y = 0, Fig. 7–21d.

Integrating to determine the force in the web, Fw , we have

Fw =

=

L

d>2

q dy =

Vt db

1 d2

J

+ ¢

- y2 ≤ R dy

I

2

2

4

L-d>2

d>2

Vt db

1 d2

1

J y + ¢ y - y3 ≤ R 2

I 2

2 4

3

-d>2

Vtd 2

1

a2b + d b

4I

3

Simplification is possible by noting that the moment of inertia for the

cross-sectional area is

=

I = 2J

1 3

d 2

1 3

bt + bt a b R +

td

12

2

12

Neglecting the first term, since the thickness of each flange is small, then

I =

td 2

1

a2b + d b

4

3

Substituting this into the above equation, we see that Fw = V, which is to

be expected, Fig. 7–21e.

416

Chapter 7

V

7

(a)

V

transverse shear

From the foregoing analysis, three important points should be observed.

First, q will vary linearly along segments (flanges) that are perpendicular

to the direction of V, and parabolically along segments (web) that are

inclined or parallel to V. Second, q will always act parallel to the walls of

the member, since the section of the segment on which q is calculated is

always taken perpendicular to the walls. And third, the directional sense of

q is such that the shear appears to “flow” through the cross section, inward

at the beam’s top flange, “combining” and then “flowing” downward

through the web, since it must contribute to the downward shear force V,

Fig. 7–22a, and then separating and “flowing” outward at the bottom

flange. If one is able to “visualize” this “flow” it will provide an easy means

for establishing not only the direction of q, but also the corresponding

direction of t. Other examples of how q is directed along the segments of

thin-walled members are shown in Fig. 7–22b. In all cases, symmetry

prevails about an axis that is collinear with V, and so q “flows” in a

direction such that it will provide the vertical force V and yet also satisfy

horizontal force equilibrium for the cross section.

V

Im po rta nt po Ints

V

• The shear flow formula q = VQ>I can be used to determine

the distribution of the shear flow throughout a thin-walled

member, provided the shear V acts along an axis of symmetry

or principal centroidal axis of inertia for the cross section.

• If a member is made from segments having thin walls, then

only the shear flow parallel to the walls of the member is

important.

V

• The shear flow varies linearly along segments that are

perpendicular to the direction of the shear V.

• The shear flow varies parabolically along segments that are

inclined or parallel to the direction of the shear V.

(b)

Shear flow q

Fig. 7–22

• On the cross section, the shear “flows” along the segments so

that it results in the vertical shear force V and yet satisfies

horizontal force equilibrium.

7.4

ExampLE

7.7

The thin-walled box beam in Fig. 7–23a is subjected to a shear of 200 kN.

Determine the variation of the shear flow throughout the cross section.

C

B

25 mm

SOLUTION

By symmetry, the neutral axis passes through the center of the cross

section. For thin-walled members we use centerline dimensions for

calculating the moment of inertia.

I =

1

(0.05 m)(0.175 m)3 + 2[(0.125 m)(0.025 m)(0.0875 m)2] = 70.18(10-6) m4

12

Only the shear flow at points B, C, and D has to be determined. For

point B, the area A′ ≈ 0, Fig. 7–23b, since it can be thought of as

being located entirely at point B. Alternatively, A′ can also represent

the entire cross-sectional area, in which case QB = y′A′ = 0 since

y′ = 0. Because QB = 0, then

qB = 0

For point C, the area A′ is shown dark shaded in Fig. 7–23c. Here, we

have used the mean dimensions since point C is on the centerline of

each segment. We have

QC = y′A′ = (0.0875 m)(0.125 m)(0.025 m) = 0.27344(10-3 2m3

Since there are two points of attachment,

N

75 mm

7

200 kN

D

75 mm

25 mm

A

25 mm

50 mm

50 mm

25 mm

(a)

A9

N

A

(b)

0.025 m

0.125 m

0.0875 m

A

0.1 m

N

0.025 m 0.1 m

(c)

3

-3

3

1 VQC

1 [200 (10 ) N] [0.27344 (10 ) m

qC = a

b = c

d = 389.61(103) N>m = 390 kN>m

2

I

2

70.18 (10-6) m4

0.125 m

0.0875 m

N

0.0875 m

b(0.025 m)(0.0875 m)d + [0.0875 m](0.125 m)(0.025 m) = 0.4648(10-3) m3

2

(d)

Because there are two points of attachment,

3

-3

3

1 VQD

1 [200 (10 ) N][0.4648 (10 ) m ]

a

b = c

d = 662.33(103) N>m = 662 kN>m

2

I

2

70.18 (10-6) m4

Using these results, and the symmetry of the cross section, the shearflow distribution is plotted in Fig. 7–23e. The distribution is linear

along the horizontal segments (perpendicular to V) and parabolic

along the vertical segments (parallel to V).

390 kN/m

662 kN/m

A

N

qD =

0.0875 m

A

The shear flow at D is determined using the three dark-shaded

rectangles shown in Fig. 7–23d. Again, using centerline dimensions

QD = Σy′A′ = 2c a

417

shear Flow in thin-walled memBers

390 kN/m

(e)

Fig. 7–23

418

Chapter 7

transverse shear

*7.5

Shear Center For open

thin-walled MeMberS

In the previous section, the internal shear V was applied along a principal

centroidal axis of inertia that also represents an axis of symmetry for the

cross section. In this section we will consider the effect of applying the

shear along a principal centroidal axis that is not an axis of symmetry. As

before, only open thin-walled members will be analyzed, where the

dimensions to the centerline of the walls of the members will be used.

A typical example of this case is the channel shown in Fig. 7–24a. Here

it is cantilevered from a fixed support and subjected to the force P. If

this force is applied through the centroid C of the cross section, the

channel will not only bend downward, but it will also twist clockwise

as shown.

7

(qmax)f

(qmax)w

P

(qmax)f

Shear-flow distribution

C

(b)

(a)

Ff

P

e

A

C

d

؍

O

A

P

VϭP

Ff

(c)

(d)

(e)

Fig. 7–24

7.5

419

shear Center For open thin-walled memBers

The reason the member twists has to do with the shear-flow distribution

along the channel’s flanges and web, Fig. 7–24b. When this distribution is

integrated over the flange and web areas, it will give resultant forces of Ff

in each flange and a force of V = P in the web, Fig. 7–24c. If the moments

of these three forces are summed about point A, the unbalanced couple

or torque created by the flange forces is seen to be responsible for

twisting the member. The actual twist is clockwise when viewed from the

front of the beam, as shown in Fig. 7–24a, because reactive internal

“equilibrium” forces Ff cause the twisting. In order to prevent this

twisting and therefore cancel the unbalanced moment, it is necessary to

apply P at a point O located an eccentric distance e from the web, as

shown in Fig. 7–24d. We require ΣMA = Ff d = Pe, or

e =

7

Ff d

P

The point O so located is called the shear center or flexural center.

When P is applied at this point, the beam will bend without twisting,

Fig. 7–24e. Design handbooks often list the location of the shear center

for a variety of thin-walled beam cross sections that are commonly used

in practice.

From this analysis, it should be noted that the shear center will always

lie on an axis of symmetry of a member’s cross-sectional area. For

example, if the channel is rotated 90° and P is applied at A, Fig. 7–25a, no

twisting will occur since the shear flow in the web and flanges for this

case is symmetrical, and therefore the force resultants in these elements

will create zero moments about A, Fig. 7–25b. Obviously, if a member has

a cross section with two axes of symmetry, as in the case of a wide-flange

beam, the shear center will coincide with the intersection of these axes

(the centroid).

Notice how this cantilever beam deflects

when loaded through the centroid (above)

and through the shear center (below).

P

P

Ff

A

Vϭ

(a)

P

2

Ff

A

Vϭ

P

2

(b)

Fig. 7–25

؍

A

420

Chapter 7

transverse shear

Im po rta nt po Ints

• The shear center is the point through which a force can be

applied which will cause a beam to bend and yet not twist.

7

• The shear center will always lie on an axis of symmetry of the

cross section.

• The location of the shear center is only a function of the

geometry of the cross section, and does not depend upon the

applied loading.

pro c e du re f o r a na lys I s

The location of the shear center for an open thin-walled member for

which the internal shear is in the same direction as a principal

centroidal axis for the cross section may be determined by using the

following procedure.

Shear-Flow Resultants.

• By observation, determine the direction of the shear flow

•

through the various segments of the cross section, and sketch

the force resultants on each segment of the cross section. (For

example, see Fig. 7–24c.) Since the shear center is determined by

taking the moments of these force resultants about a point, A,

choose this point at a location that eliminates the moments of

as many force resultants as possible.

The magnitudes of the force resultants that create a moment

about A must be calculated. For any segment this is done by

determining the shear flow q at an arbitrary point on the

segment and then integrating q along the segment’s length.

Realize that V will create a linear variation of shear flow in

segments that are perpendicular to V, and a parabolic variation

of shear flow in segments that are parallel or inclined to V.

Shear Center.

• Sum the moments of the shear-flow resultants about point A

•

and set this moment equal to the moment of V about A. Solve

this equation to determine the moment-arm or eccentric

distance e, which locates the line of action of V from A.

If an axis of symmetry for the cross section exists, the shear

center lies at a point on this axis.

7.5

ExampLE

7.8

Determine the location of the shear center for the thin-walled channel

having the dimensions shown in Fig. 7–26a.

b

t

SOLUTION

I =

t

(a)

1 3

h 2

th2 h

th + 2Jbt a b R =

a + bb

12

2

2 6

(qmax)w

(qmax)f

From Fig. 7–26d, q at the arbitrary position x is

Shear flow distribution

(b)

V(h>2)[b - x]t

V(b - x)

VQ

=

=

2

I

h[(h>6) + b]

(th >2)[(h>6) + b]

Hence, the force Ff in the flange is

b

h

PϭV

Ff

A

b

V

Vb2

Ff =

q dx =

(b - x) dx =

h[(h>6) + b] L0

2h[(h>6) + b]

L0

e

A

؍

V

This same result can also be determined without integration by first

finding (qmax)f , Fig. 7–26b, then determining the triangular area

1

2 b(qmax)f = Ff .

Shear Center.

we require

7

h

Shear-Flow Resultants. A vertical downward shear V applied to

the section causes the shear to flow through the flanges and web as

shown in Fig. 7–26b. This in turn creates force resultants Ff and V in

the flanges and web as shown in Fig. 7–26c. We will take moments

about point A so that only the force Ff on the lower flange has to be

determined.

The cross-sectional area can be divided into three component

rectangles—a web and two flanges. Since each component is assumed

to be thin, the moment of inertia of the area about the neutral axis is

q =

421

shear Center For open thin-walled memBers

Ff

(c)

Summing moments about point A, Fig. 7–26c,

Ve = Ff h =

Vb2h

2h[(h>6) + b]

N

h

2

q

x

Thus,

dx

b

e =

b2

[(h>3) + 2b]

Ans.

(d)

Fig. 7–26

A

422

Chapter 7

ExampLE

transverse shear

7.9

Determine the location of the shear center for the angle having equal

legs, Fig. 7–27a. Also, find the internal shear-force resultant in each leg.

7

t

b

qmax

45Њ

45Њ

qmax

b

Shear-flow distribution

t

(a)

(b)

V

F

؍

O

O

F

(c)

Fig. 7–27

SOLUTION

When a vertical downward shear V is applied at the section, the shear

flow and shear-flow resultants are directed as shown in Figs. 7–27b

and 7–27c, respectively. Note that the force F in each leg must be

equal, since for equilibrium the sum of their horizontal components

must be equal to zero. Also, the lines of action of both forces intersect

point O; therefore, this point must be the shear center, since the sum of

the moments of these forces and V about O is zero, Fig. 7–27c.

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