For the given indeterminate beam: A 30 m B W 30 m P с 30 m D
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- A flooring system consists of parallel I-beam sections spaced at 3 m. on centers simply supported over a span of 9 m. The beam supports a 200 mm thick concrete slab of ultimate strength f’c = 21 MPa. The flooring system is designed for as ceiling and floor load of 750 N/m2. The properties of the I=beam sections are: A = 11,500 mm^2 d = 350 mm; tw = 10 mm bf = 250 mm; tf = 16 mm Ix = 266x10^6 mm^4 Iy = 45 x 10^6 mm^4 Fy = 248 MPa Wb = 90 kg/m Fy = 248MPa calculate the total factored uniformly distributed dead load in kN/mA flooring system consists of parallel I-beam sections spaced at 3 m. on centers simply supported over a span of 9 m. The beam supports a 200 mm thick concrete slab of ultimate strength f’c = 21 MPa. The flooring system is designed for as ceiling and floor load of 750 N/m2. The properties of the I=beam sections are: A = 11,500 mm^2 d = 350 mm; tw = 10 mm bf = 250 mm; tf = 16 mm Ix = 266x10^6 mm^4 Iy = 45 x 10^6 mm^4 Fy = 248 MPa Wb = 90 kg/m Fy = 248MPaA flooring system consists of parallel I-beam sections spaced at 3 m. on centers simply supported over a span of 9 m. The beam supports a 200 mm thick concrete slab of ultimate strength f’c = 21 MPa. The flooring system is designed for as ceiling and floor load of 750 N/m2. The properties of the I=beam sections are: A = 11,500 mm^2 d = 350 mm; tw = 10 mm bf = 250 mm; tf = 16 mm Ix = 266x10^6 mm^4 Iy = 45 x 10^6 mm^4 Fy = 248 MPa Wb = 90 kg/m Fy = 248MPa calculate the plastic section modulus about the strong axis.
- USE NSCP 2010 A rectangular beam reinforced for both tension and compression barshas an area of 1450 mm² for compression bars and 4350 mm² fortension bars. The tension bars and compression bars are placed at a distance of 600 mm and 62.5 mm respectively from the top of thebeam. The beam width 300 mm, fc’ = 21 MPa, fy = 415 MPa andtension steel covering is 60 mm.If it is 8 m-simply-supported beam that carries three concentratedservice live loads P applied at three quarter points of the beam (exceptat the supports), neglecting the self weight of the beam, determine themaximum value of service load P in kiloNewtons.Use Fy= 50 ksi and select a W-shapefor a typical floor beam ABfor the following conditions: Assume that the floor slab provides continuous lateral support. Slab thickness = 5.0 in. (normal-weight concrete) Partition load = 22 psf Weight of ceiling = 7 psf Live load = 100 psf The maximum live load deflection cannot exceed L/360.A floor system is supported by WF A36 steel beams 8.6m long and spaced 3m on centers. The beams are simply supported at their ends and are laterally supported over their entire span. Assume compact section and neglect beam self-weight. The properties of the beam section are: d=518mm, tw=46mm, bf=347mm, tf=55mm, k=76mm, shape factor SF=1.20, Sx=8,439x103mm3. Use allowable deflection (1/360) of beam span. Calculate the SERVICE floor load in KPa that the beam can carry against DEFLECTION. Express your answer in 2 decimal places.
- A floor system is supported by WF A36 steel beams 7.7m long and spaced 3.8m on centers. The beams are simply supported at their ends and are laterally supported over the entire span. Assume compact section and neglect beam self-weight. The properties of the beam section are: d = 559 mm, tw = 47mm, bf = 299mm, tf = 57mm, k = 72mm, shape factor SF= 1.2, Sx= 8478x10^3. Use allowable deflection (1/360) of beam span. Calculate the ULTIMATE floor load in KPa that the beam can carry against SHEAR. Express your answer in 2 decimal placesDetermine the flexural strength of a W14x 68 of A572 Grade 50 steel subject to a. Continuous lateral support. b. An unbraced length of 20 ft with Cb = 1.0. c. An unbraced length of 30 ft with Cb = 1.0.Select a K-series open-web steeljoist for the following conditions: Assume that the floor slab provides continuous lateral support. joists spaced at 3 feet and spanning 26 feet Slab thickness = 4.0 in. (normal-weight concrete) Weight of ceiling = 7 psf Other dead load = 12 psf Live load = 80 psf Partition load = 20 psf The maximum live load deflection cannot exceed L/360.
- Problem 1. A W30 x 116 beams has the top flange restrained against lateral displacement and rotation and has an unstiffened web. A point load is applied to the top flange at 2m. From the left support. The beam spans 12 m. Use A36 steel with yield strength of Fy = 248 Mpa. b. Compute the maximum value of point load that may be applied without web crippling occurring. d = 762 mm; K = 41.28 mm; bf = 266.7 mm; tf = 21.59 mm; tw = 14.33 mmUse ASD and select an HSS with Fy = 264 MPa for the following compressive loads: dead load = 330 kN and live load = 189 kN,. The length is 4800 mm. Both ends are fixed, and there is a support against the weak axis at a point 1800 mm from the top. Find HSS, SRmax (decimal) and Calculated UR (decimal). Please dont use a shortcut method and please input formulaUse A992 steel and select a W shape for the following beam: Simply supported with a25-foot span, continuous lateral support, service DL = 1k/ft, service LL is a 35-kips concentratedload at midspan. Don’t forget to check with self-weight. There is no limit on deflection. Pleasecheck for bending capacity and shear capacity. You may use AISC Table 3-2 to check for both.Solve using LRFD and ASD.