VE 4-4 Select the lightest C6 shape member, using the LRFD method, to resist tension loads of 30 kips dead load and 40 kips live load. The member is 10 ft long. The member, shown in Fig. VE 4-4 0, is A36 steel with F, = 58 ksi and is welded only on the end of the channel. Neglect block shear. Gusset plate C6 T 6 in 6 in

VE 4-4 Select the lightest C6 shape member, using the LRFD method, to resist tension loads of 30 kips dead load and 40 kips live load. The member is 10 ft long. The member, shown in Fig. VE 4-4 0, is A36 steel with F, = 58 ksi and is welded only on the end of the channel. Neglect block shear. Gusset plate C6 T 6 in 6 in

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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The three-plate moment connection shown below are all shop- welded to the column and then field bolted to the girder. The beam is a W18 55 that has a factored moment of Mr = 382 kip ft and a factored shear of V₁ = 65 kip. All plates are A36 steel (Ex = 36 ksi. Fu = 58 ksi). Plate 2 is connected to the girder using four bolts as shown. All bolts for the connection are 7/8" diameter A325-X. Plate2 Plate 1 2.00" 2.75" 2.75" 2.75" 2.00" Plate3 W18 55 3.00" 2.50" (a) Design Plate 1, including the required number of bolts and dimensions of the plate. Assume an E70XX weld to the column. Consider limit states only for the plate itself. That is, you do not need to consider limit states for the beam or column. (b) For which plate(s) will you need to check the buckling capacity, Plate 1, 2, and/or 3? Explain.
Select the lightest C6 channel shape to be used as a 12 ft long tension member to resist the following service loads, PD = 20 k and P₁ = 32 k. The member will be con- nected by a transverse weld at the end of the channel only. Use A36 Grade 36 steel with F = 58 ksi. (Ans. C6 × 10.5 LRFD and ASD)
please solve part 5
please solve 1.3
A welded tension member is consisting of two channels placed 400mm back to back with flanges turned out. Select a channel for factored tensile of 4RKN using A36 steel and AISC specifications.The member is to be 15m long. Take R= 433.5 Factored design load= R*4
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The three-plate moment connection shown below are all shop- welded- to the column and then field bolted to the girder. The beam is a W18 55 that has a factored moment of Ma = 382 kip ft and a factored shear of V. = 65 kip. All plates are A36 steel (E = 36 ksi, Fu = 58 ksi). Plate 2 is connected to the girder using four bolts as shown. All bolts for the connection are 7/8" diameter A325-X. Plate 1 Plate2 2.00" 2.75" W18 55 2.75" 2.75" 2.00" `Plate3 3.00" 2.50" (a) Design Plate 1, including the required number of bolts and dimensions of the plate. Assume an E70XX weld to the column. Consider limit states only for the plate itself. That is, you do not need to consider limit states for the beam or column. (b) For which plate(s) will you need to check the buckling capacity, Plate 1, 2, and'or 3? Explain.