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- Determine the preliminary structural plan for a 10-story (plus a roof) steel residential building which has a rectangular floor plan with a distance between outside columns of 60 ft × 120 ft . The floor-to-floor height for the building will be 14 ft. The lateral system will be concentric K braces in the center bays of the exterior frames.AThe layout of a 200 mm thick unrestrained slab over a proposed single garage has internal dimensions of 6000 x 3000 mm and supports a live load of 1.5 kN/m². It is supported by 230 mm thick walls. The environmental conditions are mild, and 1 hr fire rating is required. Determine the suitable reinforcement and check the code requirements for shear, minimum area of reinforcement and bar spacing. Assume deflection is ok (no need to check), feu= 30 MPa, fy= 450 MPa and Ø 12 mm reinforcement bars for effective depth.
- (a) The detached servant room of a quarter is having internal size of 3.0mxx4.50m. It is to be covered by a roof of RCC. The dead load on roof 4.5kN//m^(2) and the live load is 1.50kN//m^(2) Design the slab by I.S. Code method. Assume grade of concrete as M25 and grade of Steel as Fe415.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 mThe layout of a 200 mm thick unrestrained slab over a proposed single garage has internaldimensions of 6000 x 3000 mm and supports a live load of 1.5 kN/m2. It is supported by 230mm thick walls. The environmental conditions are mild, and 1 hr fire rating is required.Determine the suitable reinforcement and check the code requirements for shear, minimumarea of reinforcement and bar spacing.Assume deflection is ok (no need to check), fcu= 30 MPa, fy = 450 MPa and Ø 12 mmreinforcement bars for effective dep
- 3] A pre-stress concrete beam 300mmx500mm in section has a span of 6.6m and is subjected to a uniformly distributed load of 18KN/m including the self-weight of the beam. The prestressing tendons which are located at the lower third point and provide an effective prestressing force of 1060KN. Determine the extreme fiber stresses in concrete at the mid span section.1. A 340 x 660mm beam is to carry a 660KNm load using concrete and steel with strengths of 21MPa and 350MPa respectively. Design the number of bars using 25mm and 25mm compression and tension bars respectively. What is the capacity moment? Is the beam singly or doubly reinforced? Is there a need to reduce the tension steel area? Does the compression bars yield? What is the stress in the compression steel? Use 40mm clear cover and 12mm stirrup. Assume tension bars are arranged in a single layer only.A rectangular reinforced concrete beam has a width of 300 mm andan effective depth of 450 mm to centroid of the tension bars. Thebeam is reinforced with six 32 mm ɸ tension bars placed in twolayers with the outer layer having a depth of 478 mm, and two 28mm ɸ compression bars with centroid 65 mm from the extreme concretefiber. Use the 2010 NSCP, fc’= 34.5 MPa and fy = 345 MPa. Assumethat the concrete displaced by the compression steel shall not beneglected and that the compression steel yields. Det. the following:19. The balanced steel ratio if the beam is singly reinforced. a. 0.04607 b. 0.03555c. 0.02721 d. 0.03672 20. The maximum steel ratio for a singly-reinforced section intension control. a. 0.03555 b. 0.04607c. 0.03672 d. 0.02721 21. The maximum steel ratio for a doubly-reinforced section intension control. a. 0.02721 b. 0.03672c. 0.03555 d. 0.04607
- INCLUDE FIGURE/DIAGRAM A multistory commercial building is to be designed as a flat plate system with floors of uniform thickness having no beams or drop panels. Columns are laid out on a uniform 20 ft spacing in each direction and have a 16 in. square section and a vertical dimension 10 ft from floor to floor. Specified service live load is 100 psf including partition allowance. Using the direct design method, design a typical interior panel, determining the required floor thickness, size and spacing of reinforcing bars, and bar details including cutoff points. To simplify construction, the reinforcement in each direction will be the same; use an average effective depth in the calculations. Use all straight bars. For moderate spans such as this, it has been determined that supplementary shear reinforcement would not be economical, although column capitals may be used if needed. Thus, slab thickness may be based on Eqs. (13.11 a ), (13.11 b ), and (13.11 c ); or column capital…A rigid building structure has the following particulars: Dimensions: 10 m x 20 mx 16.6 m high Located in an area classified as exposure B. Is neither open nor partially closed. Risk category: I Wind is 120 km/h and acts on the wall with the higher dimension. What is the external wind pressure on the side wall? O a. formula: wind pressure = qGC₂ = (0.613K₁K₂tKalV²) X G X Cp -248 N/m² O b. -896 N/m² O c. -386 N/m² O d. -333 N/m²Determine the LRFD factored load for the following situations on a steel column (Ignore anyroving potential concentrated live loads);a. Tributary area is 324 SF. Column self-weight is 2 kips. The self-weight of the flooring systemthat the column supports is 63 PSF. The column supports a typical office space in an officebuilding. The super-imposed dead load is 10 PSF.b. Tributary area is 900 SF. The column is 15’ tall and weighs 145 pounds per linear foot. Thecolumn is located within a ‘heavy’ storage warehouse. The total dead load (not including theself-weight of the column) is 85 PSF.