Steel Design (Activate Learning with these NEW titles from Engineering!)
6th Edition
ISBN: 9781337094740
Author: Segui, William T.
Publisher: Cengage Learning
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Chapter 5, Problem 5.5.9P
To determine
(a)
To compute:
To determine
(b)
To compute:
The value of
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Q2: Verify that the steel section W12 x 106 can be used for the cantilever beam shown
in the Figure (2). Check for flexural strength and deflection only. The beam has lateral
support at the ends. The service uniform distributed load includes, wp = 6 k/ft dead
load and w₁ = 3 k/ft live load. Use steel A992 and C₁ = 1.
A
-10 ft-
B
Fig. (2)
For the column shown below, create an interaction diagram on Excel for bending about the
strong axis and email it to the instructor. Show the nominal strength as well as the ACI
strength including the strength reduction factor, . Utilize the full capacity of the ACI 318.
For the graph, the y-axis shall be the axial load and the x-axis shall be the moment. Plot the
factored loads, as points, for the various combinations and indicate them in a key.
Additionally, plot the same load on the appropriate interaction diagram from the textbook
and the provided a copy of that interaction diagram along with the spreadsheet. All work
must be your own. Do not collaborate with classmates.
Given: f= 4,000 psi
fy = 60,000 psi
Comb.
120
Design Loads
Pu
K
780
525
404
570
160
3
4
5
Muy
FT-K
62
180
275
145
320
18"
2.0"->
.....
V
20"
10-#7 Total
2.0"
X
Chapter 5 Solutions
Steel Design (Activate Learning with these NEW titles from Engineering!)
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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- PROBLEM 2: The rigid frame shown is unbraced. The members are oriented so that bending is about the strong axis. Support conditions in the direction perpendicular to the plane of the frame are such that Ky = 1.0. The beams are W410 x 85, and the columns are B W250 x 149. A992 steel is used. The axial 4.5 m compressive dead load is 400 kN, and the axial compressive live load is 490 kN. a. Determine the axial compressive design strength of column AB. 5.5 m 6.0 m b. Determine the allowable axial compressive strength of column AB.arrow_forwardA lightly welded steel beam shown in Figure 5 is continuously supported along its length. A downward concentrated load of 4P acts at Point C, and two downward concentrated loads P act at Points A and E. The beam with full lateral restraint is bent about its major principal x-axis. Determine the followings: a. Section type based on section slenderness; b. Effective section modulus; c. The maximum design value of P. A k B fu 6 m d tw bf 6 m tf 4P d bf tw tf = - = fyf= fyw 6 m D um * 550 mm 206 mm 6 mm 10 mm 320 MPa = 340 MPa Zx=1362985 mm³ Sx 1533750 mm³ Figure 5 Steel beam under design loads. 6 m P Earrow_forwardThe following steel circular bar (Es = 200 GPa) is divided into two segments. Segment 1 is tubular and segment 2 is solid. Determine the distance "x" so that the bar does not exceed a total deformation of 2.5 mm. The load P is equal to 25 kN, the diameter d is equal to 30 mm, and the length L is equal to 10 m.arrow_forward
- Please recheck your answerarrow_forwardThe compound bar carries axial loads as shown. Determine the maximum allowable value of P if the change in length of the entire bar is limited to 0.08 inch and the working stresses listed in the table are not to be exceeded. Steel 2 ft Bronze 4 ft Aluminum 3 ft 2P 3P 4P A (in.?) E (psi) a. (psi) Steel 0.75 30 x 10 20000 12 x 10 10 x 10 Bronze 1.00 18000 Aluminum 0.50 12000arrow_forwardThe rigid frame shown is unbraced. The members are oriented so that bending is about the strong axis. Support conditions in the direction perpendicular to the plane of the frame are such that Ky = 1.0. The beams are W410 x 85, and the columns are W250 x 89. A992 steel is used, Fy=345 mPa. The axial compressive dead load is 750 kN and the axial compressive live load is 900 kN. Use the AISC alignment chart or Magdy I. Salama Formula for Kx. B 4.5 m 5.5 m 6.0 m Sx ly Sy mm^4 mm^3 A Ix Zx Zy J Cw rx ry mm^3 mm^3 mm^3 mm^g SECTION mm^2 mm^4 mm^3 mm mm W250x89 4500 W410x85 5500 10800 11400 143 1100 112 48.4 378 65.2 1230 574 1040 713 315 1510 171 18 199 40.8 1730 310 926 716 Which of the following best gives the allowable axial strength of column AB? Use the NSCP 2015 LRFD specifications. O 1,647 kN O 2,471 kN O 900 kNarrow_forward
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