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 6.6.8P
To determine
(a)
The codal provisions of the member using LRFD.
To determine
(b)
The codal provisions of the member using ASD.
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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
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
Determine the maximum axial compressive service load that can be supported if the live load is twice as large as the dead load. Use AISC Equation E3-2 or E3-3. a. Use LRFD. b. Use ASD
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
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- The member shown in Figure P6.6-4 is part of a braced frame. The load and moments are computed from service loads, and bending is about the x axis (the end shears are not shown). The frame analysis was performed consistent with the effective length method, so the flexural rigidity. EI, was unreduced. Use Kx=0.9. The load and moments are 30 dead load and 70 live load. Determine whether this member satisfies the appropriate AISC interaction equation. a. Use LRFD. b. Use ASD.arrow_forwardThe given beam is laterally supported at the ends and at the 1 3 points (points 1, 2, 3, and 4). The concentrated load is a service live load. Use Fy=50 ksi and select a W-shape. Do not check deflections. a. Use LRFD. b. Use ASD.arrow_forwardA plate girder must be designed for the conditions shown in Figure P10.7-4. The given loads are factored, and the uniformly distributed load includes a conservative estimate of the girder weight. Lateral support is provided at the ands and at the load points. Use LRFD for that following: a. Select the, flange and web dimensions so that intermediate stiffeners will he required. Use Fy=50 ksi and a total depth of 50 inches. Bearing stiffeners will be used at the ends and at the load points, but do not proportion them. b. Determine the locations of the intermediate stiffeners, but do not proportion them.arrow_forward
- 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.arrow_forwardcivil engineering-AISC Steel Constructionarrow_forwardDesign the member A-B to withstand the given loads P3 =12, W1=14 KN/m, P1 = 20 KN, P2 = 20 KN L = 7m, H1 = 4m H2 = 6m, P1 at L/3, P2 at 2L/3 notes choose proper material, all loads are unfactored Dead loads assume K= 0.7 P3 H2 A B HINGE W1 D P1 P2 H1 L HINGE Carrow_forward
- Compute the nominal compressive strength of the member shown in Figure . Use AISC Equation E3-2 or E3-3.arrow_forwardA 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_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_forward
- Determine the available strength of the compression member shown in Figure , 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.arrow_forwardEstimate the cross-sectional area of a 350S125-27 cold-formed shape. a. If the member is tested in tension, what would be the maximum force thesample could carry before reaching the yield strength if the steel has ayield strength of 225 MPa?b. Would you expect a 2.5 m stud to carry the same load in compression?(explain)arrow_forwardDesign the reinforcements of the given T beam below. bf=800mm bw=450mm tf=120mm d=600mm d'=80mm fc'=35MPa fy=350MPa USE NSCP 2015 A.Mu = 1300kN-m, As = B.Mu = 1600kN-m, As = mm2 _mm2, As' = mm2arrow_forward
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