A fully-restrained beam with span length of 10 meters was designed using ASTM A36 steel (Fy = 250 MPa) rolled as W16x57 section. Lateral bracing was only provided on the supports and on third points. The said beam is to be subjected to a super-imposed uniformly distributed dead load of 5.00 kN/m and a total uniformly distributed live load of 20.00 kN/m. The only deflection limit …

Problem 1: Determine the design shear force and bending moment for the indicated girder (W18x65, 0.W.=65 plf). For this case, consider the floor to be supporting patient rooms of a hospital, total dead load is 80 psf. Live load reduction should be applied if applicable. For beam W16x57, O.W.=57 plf a b) LRFD design approach. ASD design approach.

Problem 2: A W16X57 compression member is braced in the x and y axes as shown. The compression member is A992 steel material. Determine the design axial capacity, Ø.Pn, for the W16X57 compression member. Consider all limit states, check local stability explicitly, and state the mode of failure from the column response curve that controls. I5 X ...

Question: 8.2 A 20-ft W16x57 (50 ksi steel) member is subjected to the design loads determined from the first-order analysis of a braced frame. Axial compression load Pu = 1100 kips. The moments acting at the top end of the beam-column are Mux = 25 ft-k and Muy = 5 ft-k, and the moments acting at the bottom end of the beam-column are Mux = 20 ft-k and Muy = 3.5 ft-k.

If the W16x57 is aot sufficient to take the loading, then find an appropriate W16x section which would be adequate in taking bending only. - Calculate C b for the BC segment and check whether the W16x57 is adequate with the inclusion of C4.

Question: A fully-restrained beam with span length of (10) meters was designed using hot-rolled W16x57 section (ASTM A36, fy =248 MPa). Lateral bracing was provided at the supports and at the midspan. The said beam is to be subjected to a super-imposed uniformly distributed dead load of 5 kN/m and a total uniformly distributed live load of 20 kN/m. The only

Question: Problem #2 A W16x57, 24 feet long, is pinned at both ends and braced in the weak direction at five points, as shown in the figure. A992 steel is used. Determine the available LRFD design strength. Calculate the strength for all applicable limit states and clearly indicate which one is controlling. Use design values for K given in the AISC Construction Manal.

3 A992 steel W16x57 WT8x28.5 100 kips In the simple connection shown, six 3/4-inch-diameter Group B bolts are used to connect the W16x57 and WT8 x 28.5 members. The 100-kip load is service load consisting of 25 kips dead load and 75 kips live load.

Problem-2: 20 points A steel beam, (Grade 50 ksi, E= 29,000 ksi), is point loaded as shown. (Hint: MMAX = PL/4), Def = (PL° (48EI) Given: Allowable bending stress= 30 ksi Deflection Limits: Live Load =L/360 Total = Dead Load + Live Load = L/240 Po=1061P3, P=20KIPs W Shapes Area (in) Depth (in) lu (in) S (in) W16x36 10.6 15.9 448 56.5 W16x57 16.8 758 92.2 W16x67 19.7 16.3 …

Question: Required 1. The compression section W16x57 with Fy =65 ksi is classified as * (5 Points) Slender Noncompact Compact Nonslender