Structural Steel Design (6th Edition)
6th Edition
ISBN: 9780134589657
Author: Jack C. McCormac, Stephen F. Csernak
Publisher: PEARSON
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Chapter 4, Problem 4.8PFS
To determine
The lightest section of
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Use LRFD and design the tension members of the roof truss shown in Figure below. Use double-angle shapes throughout and assume 10-mm-thick gusset plates and welded connections.
Assume a shear lag factor of U = 0.80. The trusses are spaced at 9 meters. Use A36 steel and design for te following loads.
Metal deck : 190 Pa of roof surface
Built-up roof : 575 Pa of roof surface
Purlins : 145 Pa of roof surface (estimated)
Roof Live Load : 960 Pa of horizontal projection
Truss weight : 240 Pa of horizontal projection (estimated)
Prob 01: An 18” depth beam is bolted to a 24” depth girder is connected similar to that in figure shown below. Thediameter of the rivet is 20mm and the angles are each 100mm x 100mm x 12mm thick. For each bolt, assume thatthe allowable bearing stress is 220 MPa. Determine the allowable load P in KN on the connection. *show all theload P in kN for bearing stressBeam web thickness = 5mmGirder web thickness =
04.
For the truss shown below, design member HI using W shape of A992 steel. The loads acting on the truss
are the design panel loads. Assume that each flange will be connected to a 20-mm thick gusset plate
with two lines of three-20-mm diameter bolts as shown in the detail. For this connection, assume that
U = 0.85. The size of the member should be controlled so you must limit your selections to W8, W10,
and W12 sections.
80 KN
B
80 kN
80 KN
80⁰ kN
80 kN
=I=I1=IS
DETAIL OF CONNECTION
D
H
80 kN
5 @ 5m= 25 m
a.com
80 kN
E
F
40 kN
GIVEN:
STEEL GRADE: A992 Steel
t = 20mm
Length = 5m
h = 5m
40 kN
REQUIRED:
Design of Member HI using W shape
+ Test Adequacy
5 m
Chapter 4 Solutions
Structural Steel Design (6th Edition)
Ch. 4 - Prob. 4.1PFSCh. 4 - Prob. 4.2PFSCh. 4 - Prob. 4.3PFSCh. 4 - Prob. 4.4PFSCh. 4 - Prob. 4.5PFSCh. 4 - Prob. 4.6PFSCh. 4 - Prob. 4.7PFSCh. 4 - Prob. 4.8PFSCh. 4 - Prob. 4.9PFSCh. 4 - Prob. 4.10PFS
Ch. 4 - Prob. 4.11PFSCh. 4 - Prob. 4.12PFSCh. 4 - Prob. 4.13PFSCh. 4 - Prob. 4.14PFSCh. 4 - Prob. 4.15PFSCh. 4 - Prob. 4.16PFSCh. 4 - Prob. 4.17PFSCh. 4 - Prob. 4.18PFSCh. 4 - Prob. 4.19PFSCh. 4 - Prob. 4.20PFSCh. 4 - Prob. 4.21PFSCh. 4 - Prob. 4.22PFSCh. 4 - Prob. 4.23PFSCh. 4 - Prob. 4.24PFSCh. 4 - Prob. 4.25PFSCh. 4 - Prob. 4.26PFS
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- A WT205 × 30 structural steel section (see Appendix B for cross-sectional properties) is used for a 6.4 m column. Assume pinned connections at each end of the column. Determine:(a) the slenderness ratio.(b) the Euler buckling load. Use E = 200 GPa for the steel.(c) the axial stress in the column when the Euler load is applied. Use Appendix B to look up the cross-sectional area, the area moment of inertia, and the radius of gyration for a WT205 x 30 structural steel section.Answer:A = mm2Ix = x 106 mm4rx = mmIy = x 106 mm4ry = mmarrow_forward4. The steel truss that is shown in the Figure below is loaded with three concentrated service live loads applied at B, D, and F. Assume lateral support is provided only at joints. Assume that the effective area is 85% of the computed net area. Use 20 mm ø bolts, Fy = 250 MPa, and Fu = 400 MPa. a. Investigate the adequacy of L51X51X7.9 at member IJ. b. Investigate the adequacy of L64X64X7.9 at member DI. P- KN 125 125 P= KN H 6@2m =12m %3Darrow_forwardQ2) The members of the truss structure shown below is plain concrete. The compressive strength of the concrete is 25 MPa. Compute the maximum load P that can be carried by the structure. (Cross section of each member of the truss is 200 x 200 mm and don't use material factors and do not consider slenderness) Comment on your results briefly. P A& 2m SC 2 m 1380 2m Darrow_forward
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