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.

A 35-feet simply-supported floor beam, made of ASTM A572 Gr. 50 (Fy = 50 ksi) W18x50 hot-rolled section bent about its major axis, is to carry a superimposed uniform dead load of 0.45 kip/ft and uniform live load of 0.75 kip/ft throughout its entire span. The beam is braced against lateral deflection at its supports and at its midspan. Assess the adequacy of the beam to carry the given loads. Use IBC limits for satisfying deflection requirements. Use LRFD specifications.

A reinforced concrete T-beam is to be designed for tension only. The beamwidth is 250 mm. effective depth to bottom bars is 400 mm, flange thickness is 100mm, simple span is 3.6 m and beam spacing is 1.2 m on centres. If the applied designmoment is 300 kn-m, fc’ = 20.7 MPa and fy = 414 MPa. Determine the effective widthof the compression flange and the number of 28 mmφ diameter bars necessary forthe beam.

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. Assess if the designed section for the beam is adequate for its purpose. Consider flexure, shear, and the imposed deflection limit. Use LRFD specifications. Assume unstiffened webs.

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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

A simply supported bseam of a beam and slab system, rests on a support of width 450 mm. The clear span of the beam is 10.0 m., The thickness of the slab is 120 mm. The depth of the beam below the slab is 480 mm and the width of the beam is 250 mm. The beam is reinforced with one row of 32 mm diameter steel rods. The total load including the super imposed dead load, live load and its own weight is 25.0 kN/m at service stage. Compute the maximum nominal design shear stress in the concrete.