Structural Steel Design (6th Edition)
6th Edition
ISBN: 9780134589657
Author: Jack C. McCormac, Stephen F. Csernak
Publisher: PEARSON
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Question
Chapter 7, Problem 7.13PFS
To determine
The lightest W10 shape column AB for the given pinned base unbraced-moment frame.
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Students have asked these similar questions
Q2) 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
D
Select all zero-force members in the truss shown below. Check the box for zero-
force members
3 m
3 m
12 m, 8 @ 1.5 m
DE
O LK
ЕР
O HF
O BC
BM
EF
OM
CD
BN
LO
O DK
FI
O co
W3D 25
Y= 155
%31
1oow= 2500 KN
27=310mm
X= 475
Z= 60
%3D
102=600mm
Chapter 7 Solutions
Structural Steel Design (6th Edition)
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- 1.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 forthe following loads.Metal deck : 190 Pa of roof surfaceBuilt-up roof : 575 Pa of roof surfacePurlins : 145 Pa of roof surface (estimated)Roof Live Load : 960 Pa of horizontal projectionTruss weight : 240 Pa of horizontal projection (estimated) 2. Use A36 steel and design sag rods for the truss of Problem 1. Assume that, once attached, the metal deck will provide lateral support for the purlins; therefore, the sag rods need to be designed for the purlin weight only.a. Use LRFD.b. Use ASD.arrow_forwardSelect all zero-force members in the truss shown below. Check the box for zero- force members 3m 12 m, 8 @ 1.5 m O DE LK EP OHF O BC O BM O EF O OM O CD O BN LO O DK FI O co O O O O O O 0 0 O 0arrow_forwardDesign all Tension members of the truss. Use A36 steel type. Dead Loads and Live loads are shown in the Figure (P1, P2, Pa) & given in the Table. EACH STUDENT HAS DIFFERENT DEAD AND LIVE LOADS. Use load combination 1.2PD+ 1.6PL for LRFD. Use W-shape for the horizontal members and double angle shape for the other members. P1 P2 P3 P2 P1 5 ft -5@10 ft 50 ft- • Given: PA 24 | LL. Fi 26 | 36 CS Scanned with CamScannerarrow_forward
- A. A truss member is made with a pair of 4"x 3" x 3/8" angles with the long legs back to back. The angles are 36 ksi steel and are attached at the connection by a 3/8 in. plate running between the angles. The unbraced length is 12 feet and consider both ends fixed. What is the allowable axial load in compression? In tension? How does the compression capacity change if I connect them with a %" plate in between? Does it change tension capacity? (a) 12 C. A 28 foot column is braced top and bottom about the X-X axis and has K bracing as shown on the Y-Y axis only. It is built of A36 steel and is a W12 x 30 section. Can it support an axial load of 165 kips? State its actual capacity.arrow_forward1. For the Pratt bridge truss and the loading shown below, determine the average normal stress in member BE, knowing that the cross-sectional area of that member is 60 in². NN K 12-12--12--12--| 50 lips 50 kips 50. ips Figure 1 G xfonearrow_forwardUse 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)arrow_forward
- Design the tension members of roof truss shown in the figure. Use double-angle shapes throughout and assume 3/8-inch-thick gusset plates and welded connections. Assume a shear lag factor U = 0.85. The trusses are spaced at 25 feet. Use A572 Grade 50 steel and design for the following loads. Metal deck: 4 psf of roof surface Build-up roof: 12 psf of roof surface Purlins: 6 psf of roof surface (estimated) Snow: 18 psf of horizontal projection Truss weight: 5 psf of horizontal projection (estimated) a. Use LRFD. b. Use ASD.arrow_forwardAWT205 x 30 structural steel section (see Appendix B for cross-sectional properties) is used for a 9.7 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. Answer: (a) Slenderness ratio - i (b) Per kN (c) a = MPaarrow_forwardA WT205 × 30 structural steel section (see Appendix B for cross-sectional properties) is used for a 7.1 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.arrow_forward
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