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- 1. (a) Calculate the tributary area, AT, for column 2A in the 4th floor (i.e. the column supporting the roof) to be used in calculation of total roof live load on column 1A (note that "roof live load" is different than "floor live load"). (b) Calculate the tributary area, AT, for column 1A in the 2nd floor to be used for calculation of floor live load acting on the column. c) Calculate the tributary area, AT, for column 1B in the 1st floor to be used for calculation of floor live load acting on the column. (d) Calculate the influence area, AI, for column 1B in the 1st floor for floor live load. e) For a specified live load of p. = 40 psf, calculate the design floor live load, pz [psf], for column IB in the Ist floor using floor live load reduction from code (if allowed). () Using your answers from (c) through (e), calculate the axial force, P. [kip], acting at the top of column 1B in the Ist floor due to floor live load. (g) If columns are 16 in. x 16 in. in x-sect, typical floor beams…t 4#9 1) fé= 5000 psi r Grade 60 steel; 4 #9 Rebars, 5-9" t 4#9 NWC, 5-9" L = 25 ft & Mn = ? 4#9 14" $ 21" #3" Simple span 39Wood planks are used on each working level. The deck width/bearer span is 5 ft.. The bearers and posts are standard pipe and the pipe material is A36 steel with a yield stress of 36,000 psi and modulus of elasticity of 29,000,000 psi. Bearers are to be located at a vertical spacing of 10 ft (largest, lowest post height). Posts are to be 7 ft oc (plank length) parallel to the building wall and 5 ft apart (bearer length) perpendicular to the building wall. There are four working levels and the anticipated scaffold loading will be med duty. A. Assuming the ultimate bending strength of the planks is 3,800 psi (apply a 4:1 F.O.S.), determine the required minimum plank thickness to the nearest 100th. B. Based on the bearer material provided, what is the minimum pipe size that can be safely used? See Appendix 2 in your textbook for steel pipe properties. C. Based on the post material provided, can a 2” standard pipe be used safely? Be sure it satisfies buckling stress conditions only.
- Situation #2 A concrete co lumn has a diameter 4 300 mm. The column has 6 6teel rinforcing bars. Each renforcing bar has a crocs-sectiomal area 4 J0o mm2. The column is I150m lorg and has a load 17 1,370 kn applied to a igid steel plati af the top y the column. The plati distributes the load evenly over the 4 the co lumn.) tumn) top E,- 300 GPa ard Ec=arGPa Find the sfress in the &feel ard in the concrete ard the defomation urder the load.A rectangular beam 250 mm wide, 500 mm deep is reinforced at the bottom with d-20-mm-dismeter bars and at the top with 2-16-mm bars. Concrete cover to bar centroid at the top is M0 mm and at the bottom is 70 mm. Use concrete strength r'e-21 MPa und steel yield strength fy 415 MPa for 20- mm bars and fy= 275 MPA for 16 mm bars Detenmine the design moment capacity n kN m of the beam in negative bending. A 40.06 O45.07 C. 42.70 D47.55Seatwork No. 11 whole yellow sheet of paper or bondpaper A rectangular beam having a 7-m simple span is to Support a superimposed dead load of 28 kN/m and a live lood of x. The unit weight of concrete is 24 kN/m² Consider only 1 layer of reinforcements at the tension Zone. Ise Pmax to compute your area of steel. Given fc-40 MPa fg 400 MPa X= ID. No. 1000≤x≤ 2000 424 - 1000 = 1424 N/m 3950 - 2000 = 1,950 N/m
- 3. A reinforced rectangular concrete beam having a width of 300 mm, effective depth of500 mm, fc’ = 24 MPa, fy = 415 MPa, 4 - 28 mmɸ, d’ = 65 mm. Present the following (a) actual steel ratio (b) maximum steel ratio (c) a(d) c (e) check if steel yields (f) ?steel(g) type of failure (h) reduction factor (i) moment capacity(1) (2) 24" (3) 4#7 12" 4#8 12% 4 #9 14" 41 3" 18.5" L 2.5 opening I 2,5" 14" 4" 21" nobuje to 4 3" 3" 4#9 fó= 4000 psi NWC Grade 60 Steel. & Mn = ? fé=3000 psi Grade 60 steel, Tied Bars. &Mn = ? fé= 4ksi. NWC Grade 60 steel, Tied Bars. & Mn = ? 21" NwC 13" fe= 3 ksi Nwc Grade 60 steel & Mn = ?) A gable frame is subgected to-a wind doading frame is subgected to-a wind hoading as shown below deter minie the veactions at Its due to he londing (b) if it is mede d Su pport Timber wiit e find e? Sqnare cross Sectron
- Determine the reaction forces for a middle rafter and the beam. ELgreD HAPTERG BEAHING HALL -FAFTBRS @ 24'ae. -BBAM •COLIMN FRAMING PLAN -BEAM -COLUMNS DEABINT WALL FRONT ELEVATION SIDE ELEVATION Live snow load = 40 psf • Dead load: (1) Roof and Sheathing = 5 psf, (2) Rafters = 6 lb/ft, (3) Beam = 20 lb/ft • Roof pitch: 5:12 %3! Please round to the nearest one tenth (i.e., 0.1). Total load (LL + DL) on a middle rafter after adjusting to horizontal projection = Ib/ft Reaction force for a middle rafter (one side) = Ib Reaction force for the Beam (one side) = lb(1) Considering the figure of the frome below, we would you ar Structure is stable, is agree with us? Justify your answer (ii) What information would to illustrate the use of trusses on-site? give Space youProblem 2. (1) Tension reinforcement is at fy Normal weight concrete Stimups #3@4"4c f'c = 4ksi; by = 60ksi" @ WHAT IS THE DESIGN SHEAR CAPACITY OF THE BEAM? [*V₁ = 4*(Vc + Vs)] (b) DOES THE SHEAR STEEL MEET MINIMUM AREA REQUIREMENTS? 14" DH 201 O