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 6, Problem 6.6.12P
To determine
(a)
If the given member satisfies the AISC specification using Load and Resistance Factor Design (LRFD) method.
To determine
(b)
If the given section satisfies the AISC specification using Allowable Strength Design (ASD) method.
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Students have asked these similar questions
4.3-4
Determine the available strength of the compression member shown in Figure P4.3-4.
in each of the following ways:
a. Use AISC Equation E3-2 or E3-3. Compute both the design strength for LRFD and
the allowable strength for ASD.
15
HSS 10x6x
ASTM A500, Grade B steel
(Fy=46 ksi)
2/3
A 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
H
2) Find the axial stresses of menbers FD, GD, GE State if it is tensile or
Compressive.
4M
3M
A
LE 3m G
20 RN
Go KN
Chapter 6 Solutions
Steel Design (Activate Learning with these NEW titles from Engineering!)
Ch. 6 - Prob. 6.2.1PCh. 6 - Prob. 6.2.2PCh. 6 - Prob. 6.6.1PCh. 6 - Prob. 6.6.2PCh. 6 - Prob. 6.6.3PCh. 6 - The member shown in Figure P6.6-4 is part of a...Ch. 6 - Prob. 6.6.5PCh. 6 - Prob. 6.6.6PCh. 6 - Prob. 6.6.7PCh. 6 - Prob. 6.6.8P
Ch. 6 - Prob. 6.6.9PCh. 6 - Prob. 6.6.10PCh. 6 - Prob. 6.6.11PCh. 6 - Prob. 6.6.12PCh. 6 - Prob. 6.6.13PCh. 6 - Prob. 6.7.1PCh. 6 - Prob. 6.7.2PCh. 6 - Prob. 6.8.1PCh. 6 - Prob. 6.8.2PCh. 6 - Prob. 6.8.3PCh. 6 - Prob. 6.8.4PCh. 6 - Prob. 6.8.5PCh. 6 - Prob. 6.8.6PCh. 6 - Prob. 6.8.7PCh. 6 - Prob. 6.8.8PCh. 6 - Prob. 6.8.9PCh. 6 - Prob. 6.8.10PCh. 6 - Prob. 6.9.1PCh. 6 - Prob. 6.9.2P
Knowledge Booster
Similar questions
- 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_forwardSteel Designa. Say a W12x45 is not safe against rupture, what other design considerations should be explored to increase its capacity and thereby be safe for rupture.b. Say you are to design a tension member using a C-section and found out that no C-section is safe against yielding and rupture. As a designer, what would be your approach to this? Ans. is built up section, please do explain why build up section.arrow_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
- A PL 38 x 6 tension member is welded to a gusset plate as shown in figure. The steel is A36. PL ½ x 6 The design strength based on yielding is nearest to: The design strength based on rupture is nearest to: The design strength for LRFD is nearest to: The allowable strength based on yielding is nearest to: The allowable strenath based on rupture is nearest to: The allowable strength for ASD.arrow_forwardPrinciples of Steel Design A. Determine the critical slenderness ratio B. Determine the critical load to avoid buckling of column. C. Safe axial load for the column based on NSCP. Use ASD of NSCP 2001arrow_forwardA plate is used as a tension member, to carry a deadload = 300 KN and live load of 260 KN. Steel used is A36, Fy= 248 MPa, Fu = 400 MPa. If the width of the tension plate is 210 mm, determine: a) The thickness of the plate based on NSCP 2015 ASD, bult used is M20.------ b) The thickness of plate based on NSCP 2015 LRFD. Bolt used is M20.-------- I M20 bolts- 210 mm -Tension Platearrow_forward
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