A two paneled slab system is shown in the figure 5. Live load on the slab panels is 3 kN/m?. Thickness of the slab shall be taken as 140mm for the load calculations. The floor surface is finished by 4 mm thick PVC material. Consider thickness of cement screed for fixing the PVC tiles to be of 30 mm; mortar ceiling plaster thickness of 20 mm. Determine the design load Determine the initial panel moments in both panels S1 and S2 Determine the final (support and field) design moments by adjustments S1 S2 4.2 m Figure 5 5.04 m 3.5 m

A two paneled slab system is shown in the figure 5. Live load on the slab panels is 3 kN/m?. Thickness of the slab shall be taken as 140mm for the load calculations. The floor surface is finished by 4 mm thick PVC material. Consider thickness of cement screed for fixing the PVC tiles to be of 30 mm; mortar ceiling plaster thickness of 20 mm. Determine the design load Determine the initial panel moments in both panels S1 and S2 Determine the final (support and field) design moments by adjustments S1 S2 4.2 m Figure 5 5.04 m 3.5 m

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

See similar textbooks

Similar questions

A hollow, circular, steel column (E = 30,000 ksi) is subjected to a compressive load P. The column has length L = 8.0 ft and outside diameter d = 7.5 in. The load P = 85 k. If the allowable compressive stress is 7000 psi and the allowable shortening of the column is 0.02 in., what is the minimum required wall thickness t min?
One way slabs 12 shown in Fig.1 is composed of three panels and supported by brick wall. Given: fc'= 28 Mpa, fy=400 Mpa, L = 5230 mm, thickness of Tilling and mortar =0.034 m, Live load = 2.42 KN/m, Find slab thickness
A steel pipe of 100-mm diameter is to support the loading shown. Knowing that the stock of pipes available has thicknesses varying from 6 mm to 24 mm in 3-mm increments and that the allowable nor-mal stress for the steel used is 150 MPa, determine the minimum wall thickness t that can be used.
for the floor system shown below with assuming that service dead load 3 kN/m?, live load 4 kN/m², Answer the following: 1- Classify the floor system into one way or two-way slab. 2- Check the proposed slab thickness according to deflection and shear requirement. 3- Check the proposed reinforcement at top and bottom in direction shown below. 4- What is the ultimate load transfer from slab and brick wall on beam AB? f = 28MPa , fy = 400MPA and y for brick wall = 17kN/m
A rectangular concrete beam has a width of 300mm and an effective depth of 450 mm to centroid of the tension bars. The beam is reinforced with six-32 mm ᴓ tension bars placed in two layers with the outer layer having a depth of 478 mm, and two 28 mm ᴓ compression bars with centroid 65 mm from the extreme tension fiber. Use the 2010 NSCP, fc’ = 34.5 MPa and fy = 345 MPa. Assume the concrete displaced by the compression steel cannot be neglected and that compression steel yields. Determine the following: The balanced steel ratio if the beam is singly reinforced. The maximum steel ratio for a singly-reinforced section in tension control. The maximum steel area in mm2 for a doubly reinforced section in tension control.
Design a two way slab using the Coefficient Method considering an interior panel (Case 2). The slab will carry retail storage from a commercial warehouse for service live load. The dimensions of the interior panel are 4.50 m x 5.50 m. Use 2015 NSCP Strength Design with f'c = 28 MPa and Fy = 276 MPa. Unit weight of concrete is 23.56 KN/cu m. Include simple structural details as part of your output at the end of your computations. Note: Refer to the NSCP for your live load.
Determine the friction and wobble loss of a post-tensioned prestressed concrete, in percentage form (simply supported L=15m, H=900m, B=300mm) given that, fpi=1100MPa. f'ci=40MPa, Eps=200GPa, and the total area of the straight profile tendons (both ends jacked placed on a greased and wrapped unbonded duct) is 140 sq.mm.
Design a 1 way slab to carry a live load of 4.8 KPa on a simple span of 4.50 m. Use f'c = 20.70 MPa, fy = 275 MPa and unit weight of concrete 23.56 KN/cu m. Use 2015 NSCP specifications Draw/sketch your final output with proper labeling of reinforcements/temperature bars
A square footing 2.3 m x 0.35 m thick supports a 300 mm square column at its center. Column loads are service conditions: DL= 396 kN LL= 269 kN Pc= 21 MPa fy = 415 MPa Concrete cover to the centroid of steel reinforcement = 100 mm Calculate the nominal one way shear stress in the slab. Write your final answer with 2 decimal places if the unit is MPA
Show complete solution and figures. Design a two way slab using the Coefficient Method considering an interior panel (Case 2). The slab will carry 2.40 KPa of service live load. The dimensions of the interior panel are 4.00 m x 5.00 m. Use 2015 NSCP Strength Design with f'c = 20.70 MPa and Fy = 276 MPa. Unit weight of concrete is 23.56 KN/cu m.
Calculate the cracking moment (max. resisting moment) for the unreinforced concrete beam shown. Assume normal-weight concrete with f’c=3,000 psi. Use the internal couple method and check with the flexure formula.
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