Determine the LFRD design strength and the ASD allowable for the WF section shown connected by 4-020 holes. Fy = 350 MPa, Fu = 450 MPa a. yielding b. rupture c. block shear

Note: Don't copy from Chegg.

PROBLEM. DETERMINE THE DESIGN CAPACITY OF THE GIVEN TENSION MEMBER ASSUME THAT THE SLENDERNESS REQUIREMENT IS SATISFIED AND THE PLATE AND CONNECTION DESIGN ARE ADEQUATE. UKSE LREB SPECIFICATIONS ASTM A36 (Fy=36 KS) ;FU=58 KSI) A-DETERMINE THE CAPACITY OF THE SECTION BASED ON THE YIELDING OF GROSS IDEA. B DETERMINE THE CAPACITY OF THE SECTION BASED ON TENSILE FRACTURE OF THE CRITICAL CONSIDER ALL POSSIBLE RUPTURE CONNECTING PLATE دریا 2." 1.5 ju 12 · PL 3/4" X 60 "1/2" & bolts

a) The short steel post as shown in Figure 4 is a 152 x 152 UC37 with three compressive loads applied to the top. There is a central load of 200KN and eccentric loads of 'W kN and 100kN. The maximum allowable stress on the face AB is 185 N/mm?. (Area=D47.1cm2,Zxx=273cm) What is the value of the load 'W in kN? WkN A. 152 x 152 UC37 100mm -200KN 50mm 100KN Not to scale Figure 4