All question pertain to the following floor plan. The floor load is 60 lb/ft2. Ignore the self weight of the members. The building is three stories tall. I- GZ 20 10! C2 I- B1 30' 22 What is the value in kips of the axial force in Column C2 on the first story?
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- The prestressed concrete girder is made from plain stone concrete and four-in. cold-form steel reinforcing rods. Determine the dead weight of the girder per foot of its length. Correct answer is 468.25lbs/ft Just wanted to know the calculation.Design an interior span slab of a concrete floor system with the following description: Span = 20 m Imposed dead load= 800 N/m2 Live load= 4800 N/m2 fc’= 28 MPa fy = 415 MPaA monolithic floor system consists of 100 mm thick one-way slabs supported by beams 250 mm wide, 2.9 m on centers. The floor carries a superimposed dead load of 2.2 kPa and live load of 4.7 kPa. For a typical interior span of a slab, calculate the required spacing of top flexure bars. Use f'c = 21 MPa and flexure bar diameter 10 mm, grade 230 MPa. Express your answer in mm rounded down to a whole number.
- Discuss Structural dead loadsSITUATION 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 metersA cylindrical wood covered with steel is the cross-section of the post of a signage as shown. The steel signage has a thickness of 20 mm with a 1.5 m width by 1 m height dimensions and has a density of 7500 kg/m. During storm, the wind strike the signage a pressure of 0.9 kPa. Neglecting the weight of the post and the stress from the torsional moment, find the following; Esee 200 GPa, Eod 10 Gna. Outside diameter of the post is 100 mm, inside diameter is 80 mm. a. The Ia of the transformed section with wood as base material. b. State of stress at point A. Principal stresses and maximum in plane shear stress of "C". d. The transformed stresses of "C" at 20° clockwise.
- A floor is supported by 75 mm x 200 mm wooden joists spaced at 400mm on centers with an effective span of 3m. The total floor load transmitted to the joists is 5kPa. If the unit weight of wood is 6.3 kN/m3 and elastic modulus of wood is 12x103 MPa. W Tributary 400 6001 mm -3m Was kPa FO 400 in Floor (a) Determine the maximum bending stress (fb). (b) Determine the maximum shearing stress (fy). (c) Determine the maximum deflectiona floor slab 100 mm thick is cast monolithically with beams 250 mm wide 450 mm deep spaced 1.2 m on centers, on simple supports over a span of 5.0 m. the floor supports a service live load of 2.1 kPa. using f'c =21MPa, rebar strength fy=415 MPa, calculate the following if a typical interior beam is reinforced with 3-16-mm dia. flexure bars at the bottom enclosed with 10-mm-dia. stirrups: 1. nominal moment capacity (kN.m) of a typical interior beam in positive bending considering T-beam geometry. a. 96.66 b. 86.99 c. 91.10 d. 81.99 2. maximum factored uniformly distributed load (kN/m) a typical interior beam can sustain against positive bending. a. 30.93 b. 27.83 c. 26.23 d. 29.15 3. maximum service superimposed dead load in kPa. a. 17.73 b. 11.08 c. 16.52 d. 14.77Design economical spacing of 10 mm diameter stirrups for the beam which carries the loads shown. Design shear reinforcement of prestressed beam with the following properties listed. Properties: f’c = 28 MPa fy = 276 MPa Aps = 800 mm2 Ds = 10 mm Dm = 18 mm fse = 800 MPa fpu = 1500 MPa fpe = 860 MPa Pe = 250 kN
- A W1422 acts compositely with a 4-inch-thick floor slab whose effective width b is 90 inches. The beams are spaced at 7 feet 6 inches, and the span length is 30 feet. The superimposed loads are as follows: construction load = 20 psf, partition load = 10 psf, weight of ceiling and light fixtures = 5 psf, and live load = 60 psf, A992 steel is used, and fc=4 ksi. Determine whether the flexural strength is adequate. a. Use LRFD. b. Use ASD.2) Determine the critical axial buckling load for an 8 ¾ x 12 in. glu-laminated column braced at 10 ft from the bottom in the y axis for a total height of 25 ft. Assume pin connections at top and bottom. Fc = 1750 psi, E = 1.8 x 106 psi. (Western cross section glu-lam data is in the text.) 3) What is the load to cause the column of problem 2) to crush? Will the column buckle orcrush first?Determine 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.