Determine end reactions for Beam B-1 and Girder G-1. L1 B-1 • L1= 24 ft • L2 = 6 ft 'I G-1 Live load 30 psf = 4" Thick concrete slab (density = 150 pcf) • 5/8" Thick terrazzo (12 lb/ft2/in) • Beam weight = 35 lb/ft . Girder weight = 26 lb/ft Please round to the nearest one. One end reaction for B-1 = lbs One end reaction for G-1 = lbs Please answer all parts of the question. I H L2 L2 L2 L2 I H

Determine end reactions for Beam B-1 and Girder G-1. L1 B-1 • L1= 24 ft • L2 = 6 ft 'I G-1 Live load 30 psf = 4" Thick concrete slab (density = 150 pcf) • 5/8" Thick terrazzo (12 lb/ft2/in) • Beam weight = 35 lb/ft . Girder weight = 26 lb/ft Please round to the nearest one. One end reaction for B-1 = lbs One end reaction for G-1 = lbs Please answer all parts of the question. I H L2 L2 L2 L2 I H

Steel Design (Activate Learning with these NEW titles from Engineering!)

6th Edition

ISBN:9781337094740

Author:Segui, William T.

Publisher:Segui, William T.

Chapter9: Composite Construction

Section: Chapter Questions

Problem 9.2.1P: A W1422 acts compositely with a 4-inch-thick floor slab whose effective width b is 90 inches. The...

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J Determine end reactions for Beam B-1 and Girder G-1. L1 B-1 H • L1= 24 ft L2= 6 ft Live load = 30 psf 4" Thick concrete slab (density = 150 pcf) . 5/8" Thick terrazzo (12 lb/ft2/in) Beam weight = 35 lb/ft . Girder weight = 26 lb/ft Please round to the nearest one. One end reaction for B-1 = One end reaction for G-1 = 20 F1 F2 @ #3 # F3 G-1 lbs 54 lbs 000 000, F4 $ 5 F5 L2 L2 L2 L2 MacBook Air @ ^ 6 F6 87 F7 ► 11 * 8 F8 F9
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 D47.55
Determine end reaction for Beam 1 (B-1). L1 L2 B-1 L2 L2 L2 • L1 = 20 ft • L2 = 6 ft Live load = 50 psf • 4" Thick concrete slab (density = 150 pcf) • 5/8" Thick terrazzo (12 Ib/ft2/in) • Beam weight = 30 lb/ft Girder weight = 22 lb/ft Please round to the nearest one. One end reaction for B-1 = Ibs MacBook Air 吕0 F3 F7 F4 F5 F2 & * @ 7 8. 2 3 W E R T Y
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.
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.
A3. A composite beam and deck system made up of W360x72 at 1000mm o.c. is to span 8m. The deck when cast is to be 100mm thick concrete (25MPA). The shear studs to be used have an ultimate stress capacity of 415MPA and will have a diameter of 16mm. Assuming 100% connection and that the system is shored during casting determine the ultimate moment of the composite W360.
What is the ultimate uniaxial load capacity of the given column section, according to the design strengths of the materials? Concrete is C30, longitu- dinal steel bars and ties are B420C. Longitudinal bars are o14, ties are o10. b= 300 mm, h= 400mm. The column will be produced on site with adequate quality control. %3D h 1357 kN b) 750 kN 2490 kN d) 1150 kN 1470 kN Leave blank
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
C (b/h) 8ød b/2 b/2 The geometry and reinforcement configuration of the column is given below. The material properties are CX/S420. The analysis results due to different loading combinations are as follows (C30,b=400mm,h%3D600mm) Combo 1: Nd%3D1250 kN / Mdx = 250 kN Combo 2: Nd%3D1000 kN / Mdx = 400 kN Combo 2: Nd%3D750 kN / Mdx = 550 kN Determine the longitudinal reinforcement of the column.
Design 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) Design a cantilever beam with a span length of 2.6m. The beam is exposed to 34kN/m dead load and 20kN/m live load. Height, width and concrete cover of the beam are 69cm and 30cm and 4cm respectively. Use C35 concrete and S420 steel and choose Ø16 bars. b) Calculate the spacing between the bars and indicate whether the bars can be placed as a single layer or not. Assume 2.1 cm concrete cover on the sides, 25mm maximum aggregate size and Ø10 stirrups. c) Draw the cross-section of the beam showing all reinforcement and dimensions. Use Ø12 hanger bars if required.
Design the shear reinforcement of the beam loaded as shown using WSD with fc’ = 20.7 MPa and fy = 276 MPa, fs = (fy/2)