The member is connected to a gusset plate with 10 inch longitudinal welds. Fin el shape to carry the loading. Use only yielding and rupture limit states to desigr O ksi, Fu=65 ksi). Assume yielding limit state controls in the design process; After selecting the lightest section, check the rupture limit state. Do not redesi

The single shear connection consists of six 26-mm-diameter bolts. If the ultimage strength of the bolts is 720 MPa, determine the factor of safety for the connection at an applied load of P= 570 kN. P=570 kN

Design an unequal angle section to serve as a tie member of 1.6 m length in a roof truss. It has to carry an axial load of 118 kN. The gusset plate is connected to the longer leg of the angle. Also design the fillet weld. Permissible stress in weld = 108 N/mm² Permissible stress in axial tension = 150N / m * m ^ 2 Thickness (t), sectional area (A), weight/m run (w), distance of centres of gravity along x-axis and y-axis. cx and cy maximum and minimum radius of gyration f max and r min are given for some angles for design.

A C130x10 tension member is welded to a plate as shown in the figure. The channel is of Grade 350W steel. The channel is welded on both sides with 110 mm long fillet weld. Assume the weld does not govern the capacity, calculate the factored tension resistance of the channel. The tension resistance is not governed by the plate. C130 XI0

The welded frame beam connection consists of the framing angle 100 x 75 x12.5mm and the column W12 x 72. The welds are 9mm fillet welds made with E70 electrodes. All members are A36 steel. 12.5 mm a.) Determine Pu base on the capacity of the welds. Use LRFD design Factors. W 12x72 Angular Section 75 m 18.75 18.75 Angular section Angular section 800

Please Use LRFD * ASD!

3) will upvote anyone who will answer

Using SMAW process, E70 electrodes and an A572 steel. Determine thelength of the side fillet welds for the full capacity the 125x100x10mm angle tensionmember as shown below. Assume that the member is subjected to repeatedstress variations making any connection eccentricity undesirable. Check theblock shear strength of the member. Assume that the WT chord has sufficientstrength to develop the weld strengths and the thickness of its web is 12mm. UseU = 0.87 for class use and LRFD Method only.

The truss below is pin connected at A and E, and is acted on by the forces shown. E A D B Identify all of the ZERO-FORCE MEMBERS by checking the boxes below (if there are none, leave all boxes unchecked): BF AF BC BH CD EG -GH AB CH DG DH DE -FH

Five M20 8.8/ bolts are used in the connection between a beam and a column. Both sides of the cleat plate are welded to column using fillet weld (Manual metal arc AS4855 B-E43XX) with size of 5 mm. The design force transferred from beam to column is 300 kN. The cleat plate has thickness of 12 mm, fy = 300 MPa, and fü = 360 MPa. Determine the unit stress sustained by the weld