Steel Design (Activate Learning with these NEW titles from Engineering!)
6th Edition
ISBN: 9781337094740
Author: Segui, William T.
Publisher: Cengage Learning
expand_more
expand_more
format_list_bulleted
Question
Chapter 4, Problem 4.7.6P
To determine
(a)
A rectangular HSS using LRFD method.
To determine
(b)
A rectangular HSS using ASD method.
Expert Solution & Answer
Trending nowThis is a popular solution!
Students have asked these 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 LRFD
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
Question 4:
A W12 x 65 of A572 Grade 60 steel is used as a compression member. It is 26 feet
long, pinned at each end, and has additional support in the weak direction at a point
12 feet from the top. Can this member resist a service dead load of 180 kips and a
service live load of 320 kips?
a. Use LRFD.
b. Use ASD.
Chapter 4 Solutions
Steel Design (Activate Learning with these NEW titles from Engineering!)
Ch. 4 - Prob. 4.3.1PCh. 4 - Prob. 4.3.2PCh. 4 - Prob. 4.3.3PCh. 4 - Prob. 4.3.4PCh. 4 - Prob. 4.3.5PCh. 4 - Prob. 4.3.6PCh. 4 - Prob. 4.3.7PCh. 4 - Prob. 4.3.8PCh. 4 - Prob. 4.4.1PCh. 4 - Prob. 4.4.2P
Ch. 4 - Prob. 4.6.1PCh. 4 - Prob. 4.6.2PCh. 4 - Prob. 4.6.3PCh. 4 - Prob. 4.6.4PCh. 4 - Prob. 4.6.5PCh. 4 - Prob. 4.6.6PCh. 4 - Prob. 4.6.7PCh. 4 - Prob. 4.6.8PCh. 4 - Prob. 4.6.9PCh. 4 - Prob. 4.7.1PCh. 4 - Prob. 4.7.2PCh. 4 - Prob. 4.7.3PCh. 4 - Use A992 steel and select a W14 shape for an...Ch. 4 - Prob. 4.7.5PCh. 4 - Prob. 4.7.6PCh. 4 - Prob. 4.7.7PCh. 4 - The frame shown in Figure P4.7-8 is unbraced, and...Ch. 4 - Prob. 4.7.9PCh. 4 - Prob. 4.7.10PCh. 4 - Prob. 4.7.11PCh. 4 - Prob. 4.7.12PCh. 4 - Prob. 4.7.13PCh. 4 - Prob. 4.7.14PCh. 4 - Prob. 4.8.1PCh. 4 - Prob. 4.8.2PCh. 4 - Prob. 4.8.3PCh. 4 - Prob. 4.8.4PCh. 4 - Prob. 4.9.1PCh. 4 - Prob. 4.9.2PCh. 4 - Prob. 4.9.3PCh. 4 - Prob. 4.9.4PCh. 4 - Prob. 4.9.5PCh. 4 - Prob. 4.9.6PCh. 4 - Prob. 4.9.7PCh. 4 - Prob. 4.9.8PCh. 4 - Prob. 4.9.9PCh. 4 - Prob. 4.9.10PCh. 4 - Prob. 4.9.11PCh. 4 - Prob. 4.9.12P
Knowledge Booster
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) 2/3arrow_forwardSelect 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 coarrow_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_forward
- 7.9-2 A structural tee bracket is attached to a column flange with six bolts as shown in Figure P7.9-2. All structural steel is A992. Check this connec- tion for compliance with the AISC Specification. Assume that the bearing strength is controlled by the bearing deformation strength of 2.4dtF. a. Use LRFD. b. Use ASD. D = 30 k L=70 k WWw.ma W12 X 65 34" diameter Group A bearing-type bolts with threads in sheararrow_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_forwardA double-angle tension member, 2L 3 x 2 x 4 LLBB, of A36 steel is subjected to a dead load of 12 kips and a live load of 36 kips. It is connected to a gusset plate with one-line of 3/4-inch-diameter bolts through the long legs. Does this member have enough strength? Assume that A₂ = 0.85An. Ae Use LRFD. Use ASD. 1 2 IL Section CIVIL ENGINEERING STEEL DECIGNarrow_forward
- A PL40 mm X 250 mm (smaller member) is connected to a gusset plate (bigger member) as shown. The diameter of the holes are 25 mm. The pitch and gage of the holes are 50 mm and 75 mm, respectively. The yield strength of the steel is 260 MPa while the ultimate tensile strength of the steel is 400 MPa. Determine the design (LRFD) tensile strength of the tension member in kN. Neglect block shear. H FO E. • D A Вarrow_forwardDesign the reinforcements of the given T beam below. bf=900mm bw=420mm tf-120mm d=550mm d'=80mm fc'=34MPa fy=415MPa USE NSCP 2015 A.Mu = 1300kN-m, As = mm2 B.Mu = 1800kN-m, As = mm2, As' = mm2arrow_forward3.8-4 Design the tension members of the roof truss shown in Figure P3.8-4. Use double-angle shapes throughout and assume 8-inch-thick gusset plates and welded connections. Assume a shear lag factor of 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 LPER htp://www.jamarana.com b. Use ASD. 8' 8 @ 10' = 80' FIGURE P3.8-4 wwwarrow_forward
arrow_back_ios
arrow_forward_ios
Recommended textbooks for you
- Steel Design (Activate Learning with these NEW ti...Civil EngineeringISBN:9781337094740Author:Segui, William T.Publisher:Cengage Learning
Steel Design (Activate Learning with these NEW ti...
Civil Engineering
ISBN:9781337094740
Author:Segui, William T.
Publisher:Cengage Learning