7 4 The precast floor system consists of a 150-mm-thick concrete slab carry its self weight as well a (50mm tiles and mortar) is simply supported on four concrete beams (300*500)mm that, in turn, are supported by two concrete girders (300*600mm), as shown in Fig.4. Determine the dead loads acting on beams and girders. (Densities: Let Yconcrete 24 kN/m² and Y tiles and mortar 20 kN/m³) Concrete Girder 10 E 5 m Concrete floor beam (300*500)mm B F 5 m 5 m D 23 50 mm tiles and mortar 150 mm Concrete slab H 150 mm Concrete slab + 50 mm tiles €

7 4 The precast floor system consists of a 150-mm-thick concrete slab carry its self weight as well a (50mm tiles and mortar) is simply supported on four concrete beams (300500)mm that, in turn, are supported by two concrete girders (300600mm), as shown in Fig.4. Determine the dead loads acting on beams and girders. (Densities: Let Yconcrete 24 kN/m² and Y tiles and mortar 20 kN/m³) Concrete Girder 10 E 5 m Concrete floor beam (300*500)mm B F 5 m 5 m D 23 50 mm tiles and mortar 150 mm Concrete slab H 150 mm Concrete slab + 50 mm tiles €

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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Situation 5. A floor slab 100 mm thick is cast monolithically with beams 300 mm wide 500 mm deep spaced 1.5 m on centers, on simple supports over a span of 6.0 m. The floor supports a superimposed service dead load of 1.77 kPa and service live load of 4.8 kPa. Using f'c 21 MPa, long bar fy = 415 MPa, calculate: 12. Factored uniform load on a typical interior beam in kN/m using load factors of 1.2 for dead load and 1.6 for live load. A. 18.68 B. 17.35 A. 1,800 B. 1,500 C. D. 13. Using a T-beam geometry formed from monolithic construction, determine the effective flange width of a typical interior beam in mm. 22.48 25.78 A. 495 B. 560 C. 1,200 D. 1,900 14. Using a T-beam geometry, determine the required area in mm² of 16-mm-dia. flexure bars for maximum ultimate bending. C. D. 620 448
A timber column, 8 in. × 8 in. in cross section, is reinforced on each side by a steel plate 8 in. wide and t in. thick. Determine the thickness t so that the column will support an axial load of 300 kips without exceeding a maximum timber stress of 1200 psi or a maximum steel stress of 20 ksi. The moduli of elasticity are 1.5 × 106 psi for timber, and 29 × 106 psi for steel.
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SITUATION A: The floor system shown has the following applied loads. Super Imposed Dead Load = 2.00 kPa Live Load = 1.90 kPa Slab Thickness = 100.00 mm Weight of Concrete = 24 kN/m3 Self-Weight of the beam = 1.92 kN/m Material Specifications: f’c = 21.00 MPa fy = 345.00 MPa Steel Cover = 50.00 mm What is the maximum positive moment of beam BE, acting on the midspan? in kN-m What is the maximum steel ratio of the section located at the supports? What is the actual steel ratio of the beam section at the supports? What is the ultimate moment capacity of the beam at the supports? in kN-m What is the effective flange width at the midspan? in mm What is the height of the compression block of the section at midspan? in mm What is the ultimate moment capacity of the beam at the midspan? in kN-m What would be the height of the CHB that can be placed on beam BE? Assuming the weight of the blocks is 2.30 kN/m per meter height? in meters
Question 5 A rectangular presressed concrete beam of span 15 m and width 500 mm is loaded with a live load of 30 kN/m. The prestressing force is KN. [Take permissible stresses in concrete and steel as 15 MPa and 1200 MPa respectively]
Answer problem1
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Q: In an attempt to construct a precast building, the architectural in engineer proposed a 400 mm width for a simply supported single reinforced concrete rectangular beam. Design this beam and assume your design that: fc = 25 MPa, fy = 400 MPa, L = 6 m, D.L = 160 kN/m (include self-weight), L.L = 150 kN/m, concrete weight = 24 kN/m3, bar diameter of 25 mm for longitudinal reinforcement and bar diameters 10 mm for stirrups.
Define Osterberg Load Cell.
Immediately after prestressing, a post-tensioned bonded concrete beam has a prestress of 1560kN in the steel, which gradually reduces to 1330 kN. In addition to its own weight of 4.40 kN/m,the beam bears two live loads shown in the figure below. Calculate the mid-span fiber stresses: a. with full prestress and no live load in the initial conditionb. with full live load and in final condition after all losses had occurred
Determine the losses in the post-tensioned concrete beam as shown below. 560 mm Given: POST-TENSIONED BEAM with A PARABOLIC TENDON PROFILE Span Length = 20 m fi = 1200 N/mm² A, = 2850 mm² Ac 4.23x105 mm² 1=9.36x10¹0 mm e-560 mm (@midspan, from N.A.) fc= 40 N/mm² Es = 210,000 N/mm² μ = 0.19 K = 0.0005 (per meter) Anchorage slip = 5 mm (jacked at left-end only). (make sure to draw the force variation diagram for anchorage slip) V/S= 6 RH = 70 Dead Load 9.97 kN/m fpy = 1714 N/mm² Bridge Width III
Minimum of 3 decimal places in all computations. Show your solution on paper