SITUATION 1 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 imposed for the design of the said structure is that its deflection at midspan due to total service loads should not exceed its span length divided by 150.

Problem 2: A simply supported beam made of f = 6000 psi concrete spans 80 ft between supports. The beam carries a dead load of 1.6 kip/ft and a live load of 2 kip/ft. a.) Using ACI code requirements, determine V₂ at the critical location. b.) Check if the section meets ACI code requirements for Vs,max. c.) At the critical section, find the required spacing (to the nearest inch) of no. 4 stirrups with a fyt = 60,000 psi. 00 00 00 00 6.5 00 50.25"

a) Write and explain one advantage and onedisadvantage of using intermediate stiffeners in plate girders. b) If a plate girder design was initially determined to require intermediate stiffeners, but one optedtonot use them, how else could the plate girder be designed to achieve the same shaer capacity.  c) A w-shepe beam is bent in bi-axial bending. All loading passes through its shear center. Please explain why the flexural  strenght about its weak axis is the fullplastic moment capacity regardless of Lb

A four story "intermediate reinforced concrete moment frames" supports seismic weights of 1400 kip on each floor and 500 kip on the roof. The natural (fundamental) period of this frame as T-0.6 sec. Based on ASCE 7-16 procedures, the base shear this frame must resist in an earthquake is V-846 kip 14 ft 14 ft 14 ft 14 ft A A 7777 7777 777 w=500 kip w=1400 kip w=1400 kip w=1400 kip 7777 1. Based on the natural period, linearly interpolate the value of k that should be used for the equivalent lateral force method. 2. Using your interpolated value of k and the base shear, compute the vertical distribution of lateral loads. 3. Draw an elevation of the frame showing the lateral loads applied to each floor and the roof. 4. Assuming k-2, compute the vertical distribution of lateral loads. 5. Draw an elevation of the frame showing the lateral loads applied to each floor and the roof when k=2.

QB3