Structural Analysis
6th Edition
ISBN: 9781337630931
Author: KASSIMALI, Aslam.
Publisher: Cengage,
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Chapter 2, Problem 17P
To determine
Find the balanced design snow load for the roof of the building.
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Determine the external wind pressure on the roof of the rigid gabled frame of a nonessential industrial building shown in Fig. 2.13(a). The structure is located in a suburb of Boston, Massachusetts, where the terrain is representative of exposure B. The wind direction is normal to the ridge of the frame as shown.
38. A building that is 60 m tall has essentially the rectangular configuration with 30 m by
50 m dimensions shown. Horizontal wind loads will act on the building exerting pressures
on the vertical face that may be approximated as uniform within each of the three “layers"
as shown. From empirical expressions for wind pressures at the midpoint of each of the
three layers, we have a pressure of 781 N/m² on the lower layer, 1264 N/m² on the middle
layer, and 1530 N/m² on the top layer. Determine the resisting shear stress that the
foundation must develop to withstand this wind load.
50 m
20 m
20 m
20 m
P3
MEC32P-2 2Q2122 M1Q2
Air fl ows at supersonic speed toward a compression ramp,as in Fig. . A scratch on the wall at point a creates awave of 30° angle, while the oblique shock created has a508 angle. What is (a) the ramp angle θ and (b) the waveangle ϕ caused by a scratch at b?
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- Problem 1) For the beam shown in the figure below has a width of 150 mm and height of 300 mm: A. Determine the maximum flexural stress of the beamarrow_forwardAn entrance canopy of a building is designed as a slab, where one of its longer sides fixed to the wall. It is 2.50m x 6m in dimension and 225 mm thick. It will carry the following loads: a uniform live load of 2000 Pa, a uniform dead load of 5000 Pa (excluding the slab weight) and a concentrated dead load of 5000 N per meter of the slab, applied at the extreme end of the support. The slab was designed in such a way that the main bars will run parallel to the shorter span. Use the following design properties: f 'c = 21 MPa, fy = 345 MPa, 16- mm-diameter main bars, 10-mm-diameter temperature bars and 20 mm clear cover. Unit weight of concrete is 23, 544 N/m3. a. Determine the ultimate bending moment in the slab due to loads in kN-m b. Determine the spacing of the main bars in mm. c. Determine the spacing of the temperature bars in mmarrow_forward1. A simply supported beam, 2 meters in length, carries a uniformly distributed load of 9 kN/m. If the cross-sectional area of the beam is a circle with diameter of 48 mm. Determine the magnitude of the maximum flexural stress (MPa) experienced by the beam. 2. (Fig. 1) Determine the magnitude of the maximum flexural stress (psi) experienced by the cantlievered beam shown. Assume cross-section of beam to be square with side length of 9.83 inches. 3. (Fig. 2) Determine the shear force at point C of the beam shown.arrow_forward
- Given. A three-story, two-bay SCBF shown in Fig. 3.41. It is part of a building frame system of a structure in seismic design category (SDC) D with a redundancy coefficient p = 1.20. The building is on a site with a short period mapped acceleration response Sps = 0.90. The axial loads acting on the second story brace B2 are Dead load D = 40 kips Live load L = 12 kips Snow load S = 0 kips Hydrostatic load H = 0 kips Seismic force Q = +90 kips Required. Select an appropriate tube section for the second-floor brace B2. Use ASTM A 500, Grade B, F, = 42 ksi, F. (minimum tensile stress) = 58 ksi, steel.arrow_forwardDetermine the minimum height (h) of the beam shown in Fig.(1), if the flexural stress is not to exceed 18 MPa.arrow_forward4.1 Determine the curling stresses in an 8-in. slab during the day under a temperature gradi- ent of 3°F per inch of slab for the following two cases: (a) at an interior point and at an edge point of an infinite slab, and (b) at points A, B, and C in a finite slab, as shown in Figure P4.1. The modulus of subgrade reaction is assumed to be 50 pci. [Answer: (a) 282.4 and 240 psi, (b) 211.4, 198.0, and 57.6 psi) 20 ft h = 8 in. k = 50 pci 12 ft B. 10 ft FIGURE P4.1arrow_forward
- .arrow_forwardA building's entrance canopy is constructed as a fixed slab attached to one of its longer sides. The slab has dimensions of 2.50 m x 6 m and a thickness of 225 mm. It is designed to bear various loads, including a uniform live load of 2000 Pa, a uniform dead load of 5000 Pa (excluding the weight of the slab itself), and a concentrated dead load of 5000 N per meter applied at the far end of the support. The design of the slab ensures that the main bars are oriented parallel to the shorter span. The specified design properties include a compressive strength (fc') of 21 MPa, a yield strength (fy) of 345 MPa, 16-mm-diameter main bars, 10-mm-diameter temperature bars, and a clear cover of 20 mm. The unit weight of the concrete is 23,544 N/m3.Find: 1. Determine the spacing of the main bars in mm 2. Determine the spacing of the temperature bars in mmarrow_forward4. A floor beam in an office supports a 3-m wide and 250 mm thick concrete slab, which serves as a portion of the ceiling for the floor below, with its bottom covered with plaster (back-to-back). Directly on top of the flange of the beam is a 3.5 m-high normal concrete block wall with a thickness of 250 mm. Determine the loading on the beam measured per meter of length of the beam. 250 mm 1.5m 3.5 m 1.5m 250 mmarrow_forward
- A 2-storey office building has interior columns that are spaced 6.71m apart in 2 perpendicular directions. If the (flat) roof loading is 1kN/m2, determine the reduced live load supported by a typical interior column located at ground level. How about 6 storeys? エー AT 6.71 m エ+ 6.71 m -6.71 m- -6.71 m Fig. 1-9 H-arrow_forwardA smooth two dimensional flat plate is exposed to a wind velocity of 80kmph. Laminar boundary layer exists upto Reynolds no.of flow equal to 3 x 105. The kinematic viscosity of wind is 1.5 x 10-5m²/sec. The maximum thickness of laminar boundary layer (in mm) isarrow_forwardA four storeyed building has an elevation shown in Fig. 20.10 and is located in seismic zone IV. Determine the lateral forces and storey shears on an inner frame due to earthquake using the following data: Bay width = 6 m centre to centre (c/c); Frame spacing = 5 m c/c Height of ground floor = 4 m, ROOF THIRD FLOOR SECOND FLOOR FIRST FLOOR Fig. 20.10 Height of other floors = 3.5 m Floor thickness including finish 15 cm Outer columns 25 cm x 30 cm, 2 No.; %3D Inner columns = 25 cm x 40 cm 3 No. Girders below floor slab = 25 cm x 40 cm Live load = 3 kN/m There are no walls in this frame. Its foundation rests on hard soil.arrow_forward
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