A three-story hotel (that is two framed floors and a roof, no basement) has interior columns thatare spaced 30 feet apart in two perpendicular directions. If the roof design dead load is 30pounds per square foot, the floor dead load is 80 pounds per square foot, and the roof designsnow load is 40 pounds per square foot, determine the total axial load (using strength loadcombinations) supported by a typical interior column at (a) the ground level, and (b) a pointlocated slightly above the second-floor level. Do not consider live load reduction

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Given the floor layout below. Assume this is an upper story in a multistory office building. Perform live load reduction as appropriate. The floor is subjected to service (i.e. unfactored) superimposed dead load of 6.94 kPa and L = 3.24 kPa. Concrete weighs %3D 23.6 kN/m3. Typical interior floor beam is 326 x 649 mm. Slab thickness is 143 mm. Columns are 352x352 mm square. Determine the maximum factored bending moment (in kN-m) on a typical interior floor beam (secondary) assuming simply supported at both ends. 9-75 m 9-75 m 9-75 m 2 @ 6m 2 (@ 6 m 2 @ 6 m 6 m 12 m 12 m 12 m 12 m

8.ASAP

Work Sheet No. I Example 1 A rectangular concrete beam of cross-scction 30 cm deep and 20 cm wide is prestressed by means of 15 wires of 5 mm diameter leeated 6 5 em from the bottom of the beam and 3 wires of diameter of 5 mm, 2.5 cm from the top. Assuming the prestress in the steel as 840 N/mm', calculate the stresses at the extreme libers of the mid-span section when the beam is supporting its own weight over a span of 6 m. If a uniformly distributed live load of 6kN/m in imposed, evaluate the maximum working stress in conLiete. The density of concrete is 24KN/m Clheck the alluwable stresses of ACI code 200 mm I 25 mm o 12 MPa fei= 33 MPa K- A 300 Answer Tas 65 mm The resultant working stresses đue to (self weight + prestress + LL) in the concrete =11.16 N/mm (compressive) and 1.16 N/mm (tensile)

Subject : Concrete & Masonry Structure

The load information for a floor type roof is given as follows. The design action (ULS) on the roof cladding is Dead load = 0.15 kPa Live load = 0.25 kPa External wind (ULS) = -2.5 kPa Internal wind (ULS) = 1.5 kPa or -0.5 kPa

3) Calculate the nominal moment strength and the design ultimate moment of the precast T-beam shown in Figure if the beam span is 30 ft. Given: f=4000 psi, normal-weight concrete fy=60,000 psi Reinforcement area at the tension side: 2 in. 40 in. 4 No. 9 bars 10 in. 2.5 in. 20 in.

The internal axial force and bending moment acting on a cross-section of a 10" diameter concrete column is 12 kips and 3 kip-ft, respectively. What is the maximum compressive stress on the cross-section to the nearest psi?

Floor joists 50 mm wide by 200 mm high, simply supported on a 4 m span, carry a floor load at 4.8 kPa. Compute the centerline spacing between joists to develop a bending stress of 8 MPa. What safe load could be carried on a centerline spacing of 0.40 m?