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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Question
Chapter 5, Problem 5.15.5P
To determine
(a)
Whether the beam satisfies the AISC specification.
To determine
(b)
Whether the beam satisfies the AISC specification.
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The beam shown in Figure is a two-span beam with a pin (hinge) in the center of the left span,making the beam statically determinate. There is continuous lateral support. The concentratedloads are service live loads. Determine whether a W12 × 79 of A992 steel is adequate.a. Use LRFD.b. Use ASD.
The beam shown is simply supported and has lateral support only at its ends. The only service
dead load is the weight of the beam. Determine whether it is satisfactory for the load shown.
A992 steel (E= 345 MPa and F= 450 MPa) is used, and the 30 KN/m is a service live load.
Use LRFD
30 KN/m
WiL = 30 KN/m
W16x 40
-Centroid
W16 x 40
3m
The beam under the Live and Dead loads is shown below. The steel class is $235.
Lig
L1
L2
a.) Evaluate the slenderness of the web and flange.
b.) Calculate the Cb value based on the loads.
c.) Calculate the bending moment capacity of the beam...
d.) Is the beam cross-section enough for the given loads.
L3
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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- A W14X120 is used as a tension member in atruss. The flanges of the member are connected to a gusset plate by ¾ inch boltas shown below. Use A36 steel with Fy=36 ksi and Fu=58 ksi Determine the Yielding Capacity of the section based on LRFD (kips) Determine the Tensile Rupture capacity of the section based on LRFD Determine the Demand to Governing Capacity Ratio (based on yielding and rupture only) if the Demand load carried by the section are DL=200 kips LL=400 kips use LRFDarrow_forwardA W14X120 is used as a tension member in atruss. The flanges of the member are connected to a gusset plate by 3/4 inch boltas shown below. Use A36 steel with Fy-36 ksi and Fu=58 ksi Determine the Yielding Capacity of the section based on LRFD (kips) Determine the Tensile Rupture capacity of the section based on LRFD Determine the Demand to Governing Capacity Ratio (based on yielding and rupture only) if the Demand load carried by the section are DL=200 kips LL=400 kips use LRFD Properties and Dimension Ag=35.30 in^2 x = 6.24 in ry= 3.74 in d=14.5 in tf=0.94 in bf=14.7 in tw=0.59 in k=1.54 d=14.5 Y k1=1.5 bf=14.7 tf-0.94 X -tw=0.59 Harrow_forwardA built-up section was made using PL414x12mm thk plates as shown in the figure below. It is pinned at both ends with additional support against weak axis at middle point. Assume A50 steel. PL414x12 DO Section W16x67 L x-axis a) Calculate moment of inertia at both axes in mm*. b) Determine the design compressive strength in kN if L-3m. c) Find the design compressive strength in kN if L=18m. Elevation y-axisarrow_forward
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