Bundle: Steel Design, Loose-leaf Version, 6th + Mindtap Engineering, 1 Term (6 Months) Printed Access Card
6th Edition
ISBN: 9781337761505
Author: William T. Segui
Publisher: Cengage Learning
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Question
Chapter 5, Problem 5.10.2P
To determine
(a)
The most economical W-shape for the given beam by using LRFD.
To determine
(b)
The most economical W-shape for the given beam by using ASD
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2. Calculate the ultimate load carrying capacity of the pile tip driven into the soil profile shown
below:
G.W.T.
Qapp
40'
Soft Clay:
Ysat 100 pcf
Cu 500 psf, ₁ = 0°
4c+4
Poorly Graded Sand (SP):
Ysat = 125 pcf
Q₁ = ?
c' = 0, ' = 35°
Driven Steel Pipe Pile:
Outside Diameter = 2'
Inside Diameter = 1'11"
Hollow (soil plugged)
Note: Pile & soil profile
are not drawn to scale
For this problem, please calculate N₁* using both the bearing capacity theory approach and using
standard design charts. Compare the values that result from these two approaches. Please use
only the Nq* from bearing capacity theory for the remainder of your calculations.
Design a fully restrained BFP moment connection to support the factored bending
moment of 1,200 kN·m and factored shear force of 95 kN due to wind and gravity
loads. Use 90mm spacing between the bolts, and 40mm edge spacing. The steel
grade is A992 for the W920 × 201 beam and W840 × 359 column and A36 for the
steel plate (30 mm thick). Use FEXX = 450 MPa electrodes and 20mm A490 bolts
(threads included) for the flange plate (Fr= 457 MPa), 16mm A307 bolts for the
shear tab (Fnv = 165 MPa).
Steel Section Properties
W920 × 201
W840 × 359
D₁ = 904 mm bf = 305 mm tf = 20.1 mm tw = 15.2 mm
d = 869 mm bf = 404 mm tf = 35.6 mm tw = 21.1 mm
Summary of answer:
Flange Plate:
bPL =
tPL
=
No. of Bolts: Flange bolt =
Thickness of fillet weld on shear tab:.
Shear tab =
A6.1- A simply supported beam, as shown in Figure 3, is subjected to factored point load Pr=
1250 kN. The beam is designed to have 6-30M bars to resist the maximum bending moment, Mat
the section 900 mm away from the centerline of the support.
Determine the required development length for the reinforcement at the section with the maximum
bending moment. If it is not possible to provide straight bar anchorage into the left support, design
the hooked anchorage.
Given: Concrete: Normal density with f'c = 25 MPa
Reinforcement: Uncoated rebars with fy = 400 MPa
Shear reinforcement is in excess of CSA 23.3 minimum requirement: 10M
Clear cover to the stirrups: 30 mm
Column: 200mm x 500mm
m
+
1
b=500 mm
200mm
Σ
Mf
6-30M
Figure 3
10 m
200mm
h=1000 mm
+
As = 6-30M
Cross-section
Chapter 5 Solutions
Bundle: Steel Design, Loose-leaf Version, 6th + Mindtap Engineering, 1 Term (6 Months) Printed Access Card
Ch. 5 - Prob. 5.2.1PCh. 5 - Prob. 5.2.2PCh. 5 - Verify the value of Zx for a W1850 that is...Ch. 5 - Prob. 5.2.4PCh. 5 - Prob. 5.4.1PCh. 5 - Prob. 5.4.2PCh. 5 - Determine the smallest value of yield stress Fy,...Ch. 5 - Prob. 5.5.1PCh. 5 - Prob. 5.5.2PCh. 5 - Prob. 5.5.3P
Ch. 5 - Prob. 5.5.4PCh. 5 - Prob. 5.5.5PCh. 5 - Prob. 5.5.6PCh. 5 - Prob. 5.5.7PCh. 5 - Prob. 5.5.8PCh. 5 - Prob. 5.5.9PCh. 5 - If the beam in Problem 5.5-9 i5 braced at A, B,...Ch. 5 - Prob. 5.5.11PCh. 5 - Prob. 5.5.12PCh. 5 - Prob. 5.5.13PCh. 5 - Prob. 5.5.14PCh. 5 - Prob. 5.5.15PCh. 5 - Prob. 5.5.16PCh. 5 - Prob. 5.6.1PCh. 5 - Prob. 5.6.2PCh. 5 - Prob. 5.6.3PCh. 5 - Prob. 5.6.4PCh. 5 - Compute the nominal shear strength of an M107.5 of...Ch. 5 - Compute the nominal shear strength of an M1211.8...Ch. 5 - Prob. 5.8.3PCh. 5 - Prob. 5.8.4PCh. 5 - Prob. 5.10.1PCh. 5 - Prob. 5.10.2PCh. 5 - Same as Problem 5.10-2, except that lateral...Ch. 5 - Prob. 5.10.4PCh. 5 - The given beam is laterally supported at the ends...Ch. 5 - Prob. 5.10.6PCh. 5 - Prob. 5.10.7PCh. 5 - Prob. 5.11.1PCh. 5 - Prob. 5.11.2PCh. 5 - Prob. 5.11.3PCh. 5 - Prob. 5.11.4PCh. 5 - Prob. 5.11.5PCh. 5 - Prob. 5.11.6PCh. 5 - Prob. 5.11.7PCh. 5 - Prob. 5.11.8PCh. 5 - Prob. 5.11.9PCh. 5 - Prob. 5.12.1PCh. 5 - Prob. 5.12.2PCh. 5 - Prob. 5.12.3PCh. 5 - Prob. 5.13.1PCh. 5 - Prob. 5.13.2PCh. 5 - Prob. 5.14.1PCh. 5 - Prob. 5.14.2PCh. 5 - Prob. 5.14.3PCh. 5 - Prob. 5.14.4PCh. 5 - Prob. 5.15.1PCh. 5 - Prob. 5.15.2PCh. 5 - Prob. 5.15.3PCh. 5 - Prob. 5.15.4PCh. 5 - Prob. 5.15.5PCh. 5 - Prob. 5.15.6PCh. 5 - Prob. 5.15.7PCh. 5 - Same as Problem 5.15-7, except that the sag rods...
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