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Chapter Objectives
To develop methods for designing beams to resist both bending and shear loads.
To develop methods for determining the deflection of beams subject to bending and shear loads.
To use beam deflection methods to solve statically indeterminate equilibrium problems.
Copyright © 2011 Pearson Education South Asia Pte Ltd
1. Prismatic beam design
2. Fully stressed beam design
In-class Activities
Copyright © 2011 Pearson Education South Asia Pte Ltd
PRISMATIC BEAM DESIGN
Copyright © 2011 Pearson Education South Asia Pte Ltd
• Basis of beam design• Strength concern (i.e. provide safety margin to
normal/shear stress limit)• Serviceability concern (i.e. deflection limit – See
Chapter 12)
• Section strength requirement
allowdreq
MS
max
'
PRISMATIC BEAM DESIGN (cont)
Copyright © 2011 Pearson Education South Asia Pte Ltd
• Choices of section:• Steel sections e.g. AISC standard
W 460 X 68
(height = 459 ≈ 460 mm
weight = 0.68 kN/m)
PRISMATIC BEAM DESIGN (cont)
Copyright © 2011 Pearson Education South Asia Pte Ltd
• Wood sections
Nominal dimensions (in multiple of 25mm) e.g. 50 (mm) x 100 (mm) actual or “dressed” dimensions are smaller, e.g. 50 x 100 is 38 x 89.
• Built-up sections
PRISMATIC BEAM DESIGN (cont)
Copyright © 2011 Pearson Education South Asia Pte Ltd
Procedures:• Shear and Moment Diagram
• Determine the maximum shear and moment in the beam. Often this is done by constructing the beam’s shear and moment diagrams.
• For built-up beams, shear and moment diagrams are useful for identifying regions where the shear and moment are excessively large and may require additional structural reinforcement or fasteners.
PRISMATIC BEAM DESIGN (cont)
Copyright © 2011 Pearson Education South Asia Pte Ltd
• Normal Stress– If the beam is relatively long, it is designed by
finding its section modulus using the flexure formula, Sreq’d = Mmax/σallow.
– Once Sreq’d is determined, the cross-sectional dimensions for simple shapes can then be computed, using Sreq’d = I/c.
– If rolled-steel sections are to be used, several possible values of S may be selected from the tables in Appendix B. Of these, choose the one having the smallest cross-sectional area, since this beam has the least weight and is therefore the most economical.
PRISMATIC BEAM DESIGN (cont)
Copyright © 2011 Pearson Education South Asia Pte Ltd
• Normal Stress (cont)– Make sure that the selected section modulus, S, is
slightly greater than Sreq’d, so that the additional moment created by the beam’s weight is considered.
• Shear Stress– Normally beams that are short and carry large
loads, especially those made of wood, are first designed to resist shear and then later checked against the allowable-bending-stress requirements.
– Using the shear formula, check to see that the allowable shear stress is not exceeded; that is, use τallow ≥ Vmax Q/It.
PRISMATIC BEAM DESIGN (cont)
Copyright © 2011 Pearson Education South Asia Pte Ltd
• Shear Stress (cont)– If the beam has a solid rectangular cross section,
the shear formula becomes τallow ≥ 1.5(Vmax/A), Eq.7-5, and if the cross section is a wide flange, it is generally appropriate to assume that the shear stress is constant over the cross-sectional area of the beam’s web so that τallow ≥ Vmax/Aweb, where Aweb is determined from the product of the beam’s depth and the web’s thickness.
PRISMATIC BEAM DESIGN (cont)
Copyright © 2011 Pearson Education South Asia Pte Ltd
• Adequacy of Fasteners– The adequacy of fasteners used on built-up beams
depends upon the shear stress the fasteners can resist. Specifically, the required spacing of nails or bolts of a particular size is determined from the allowable shear flow, qallow = VQ/I, calculated at points on the cross section where the fasteners are located.
EXAMPLE 1
Copyright © 2011 Pearson Education South Asia Pte Ltd
A beam is to be made of steel that has an allowable bending stress of σallow = 170 MPa and an allowable shear stress of τallow = 100 MPa. Select an appropriate W shape that will carry the loading shown in Fig. 11–7a.
EXAMPLE 1 (cont)
Copyright © 2011 Pearson Education South Asia Pte Ltd
• The required section modulus for the beam is determined from the flexure formula,
Solution
33
33
33
33
33
33
mm 10987 100200
mm 10984 80250
mm 101060 74310
mm 101030 64360
mm 101200 67410
mm 101120 60460
SW
SW
SW
SW
SW
SW
EXAMPLE 1 (cont)
Copyright © 2011 Pearson Education South Asia Pte Ltd
• The beam having the least weight per foot is chosen, W460 x 60
• The beam’s weight is
• From Appendix B, for a W460 x 60, d = 455 mm and tw = 8 mm.
• Thus
• Use a W460 x 60.
Solution
kN 55.32.3552681.935.60 W
(OK) MPa 100 MPa 7.24
8455
10900 3max w
avg A
V
EXAMPLE 2
Copyright © 2011 Pearson Education South Asia Pte Ltd
The laminated wooden beam shown in Fig. 11–8a supports a uniform distributed loading of 12 kN/m. If the beam is to have a height-to-width ratio of 1.5, determine its smallest width. The allowable bending stress is 9 MPa and the allowable shear stress is 0.6 MPa. Neglect the weight of the beam.
EXAMPLE 2 (cont)
Copyright © 2011 Pearson Education South Asia Pte Ltd
• Applying the flexure formula,
• Assuming that the width is a, the height is 1.5a.
Solution
36
3max m 00119.0
109
1067.10
allowreq
MS
m 147.0
m 003160.0
75.0
5.100119.00
33
3121
a
a
a
aa
c
ISreq
EXAMPLE 2 (cont)
Copyright © 2011 Pearson Education South Asia Pte Ltd
• Applying the shear formula for rectangular sections,
• Since the design fails the shear criterion, the beam must be redesigned on the basis of shear.
• This larger section will also adequately resist the normal stress.
Solution
MPa 6.0929.0
147.05.1147.0
10205.15.1
3max
max A
V
(Ans) mm 183 m 183.0
5.1
10205.1600
5.1
3
max
a
aa
A
Vallow
EXAMPLE 3
Copyright © 2011 Pearson Education South Asia Pte Ltd
The wooden T-beam shown in Fig. 11–9a is made from two 200mm x 30mm boards. If the allowable bending stress is 12 MPa and the allowable shear stress is 0.8 MPa, determine if the beam can safely support the loading shown. Also, specify the maximum spacing of nails needed to hold the two boards together if each nail can safely resist 1.50 kN in shear.
EXAMPLE 3 (cont)
Copyright © 2011 Pearson Education South Asia Pte Ltd
• The reactions on the beam are shown, and the shear and moment diagrams are drawn in Fig. 11–9b.
• The neutral axis (centroid) will be located from the bottom of the beam.
Solution
m 1575.0
2.003.02.003.0
2.003.0251.02.003.01.0
A
Ayy
EXAMPLE 3 (cont)
Copyright © 2011 Pearson Education South Asia Pte Ltd
• Thus
• Since c = 0.1575 m,
Solution
46
23
23
m 10125.60
1575.0215.02.003.003.02.012
1
1.01575.02.003.02.003.012
1
I
(OK) Pa 1024.510125.60
1575.01021012 6
6
39
max
I
cMallow
EXAMPLE 3 (cont)
Copyright © 2011 Pearson Education South Asia Pte Ltd
• Maximum shear stress in the beam depends upon the magnitude of Q and t.
• We will use the rectangular area below the neutral axis to calculate Q, rather than a two-part composite area above this axis, Fig. 11–9c
• So.
Solution
33 m 10372.003.01575.02
1575.0'
AyQ
(OK) Pa 10309
03.010125.60
10372.0105.110800 3
6
333
max
It
QVallow
EXAMPLE 3 (cont)
Copyright © 2011 Pearson Education South Asia Pte Ltd
• From the shear diagram it is seen that the shear varies over the entire span.
• Since the nails join the flange to the web, Fig. 11–9d, we have
• The shear flow for each region is therefore
Solution
3-3 m 100.34503.00.2015.00725.0' AyQ
kN/m 74.510125.60
10345.0101
kN/m 61.810125.60
10345.0105.1
6
33
6
33
I
QVq
I
QVq
CDCD
BCBC
EXAMPLE 3 (cont)
Copyright © 2011 Pearson Education South Asia Pte Ltd
• One nail can resist 1.50 kN in shear, so the maximum spacing becomes
• For ease of measuring, use
Solutions
m 261.074.5
5.1
m 174.061.8
5.1
CD
BC
s
s
(Ans) mm 250
(Ans) mm 150
CD
BC
s
s
FULLY STRESSED BEAMS
Copyright © 2011 Pearson Education South Asia Pte Ltd
• The strength requirements are not the same for every cross sections of the beam.
• To optimize the design so as to reduce the beam’s weight, non- prismatic beam is a choice.
• A beam designed in this manner is called a fully stressed beam; e.g.
EXAMPLE 4
Copyright © 2011 Pearson Education South Asia Pte Ltd
Determine the shape of a fully stressed, simply supported beam that supports a concentrated force at its center, Fig. 11-11a.The beam has a rectangular cross section of constant width b, and the allowable stress is σallow.
EXAMPLE 4 (cont)
Copyright © 2011 Pearson Education South Asia Pte Ltd
• The internal moment in the beam, Fig. 11–11b, expressed as a function of position,
• The required section modulus is
• For a cross-sectional area h by b we have
Solution
xP
M2
xPM
Sallowallow 2
xb
Ph
xP
h
bh
c
I
allow
allow
3
22/
2
3121
EXAMPLE 4 (cont)
Copyright © 2011 Pearson Education South Asia Pte Ltd
• If
• By inspection, the depth h must therefore vary in a parabolic manner with the distance x.
Solution
L/2,at x 0 hh
(Ans) 2
2
3
202
20
xL
hh
b
PLh
allow