For the floor framing system shown in Example 3.3, sketch the loading diagrams for beam B2 and girder G₁ and the load on column B1 if the applied load is 80 psf. Assume the column supports only the single floor shown and no reduc- tions are taken. (Ans: P 43.7 k, girder point loads = 21.3 k) B1 =

What is the midspan value of EI δ for the beam loaded as shown? Draw fbd.

1. Illustrate the loading along BEHK subjected to service dead load of 5 KPa (including its selfweight) and service live load of 2.4 KPa. Use S = 3m and L=4m. 2. Calculate the maximum positive and negative moments using Approximate Method provided by NSCP. 3. Design the reinforcement and provide beam illustration. S S S A D G L B E H L C F L

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/m

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

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 plastic section modulus about the strong axis.

The overhanging beam shown supports the given ultimate load Wu= 5okN/m. The section is 300mm by 500mm rectangular beam having f'c=35MPa, fy=420 MPa, stirrups diameter = 10mm and concrete cover 40mm. a.) Calculate the vertical reaction at B in kN b.) Calcute the vertical reaction D in kN c.) Calculate the area of steel reinforcement corresponding to rho max in mm^2. d.)  Calculate the location of the point of zero shear in the beam measured from the left support B in mm. e.) Calculate the maximum positive moment in the beam in kN.m.s

4. The figures shows a symmetrical built-up girder made up of a 500 mm x 10 mm web plate, 300 mm x 10 mm top and bottom plate and four L 127 x 76 x 12.7. The rivets are 20 mm in diameter have a working stress of 100 MPa and 250 MPa for shear and bearing, respectively. Knowing that the maximum shearing force carried by the girder is 350 kN and the moment of inertia of the section is 1053.65 x 10 mm, determine the largest allowable spacing of rivets that join (a) the angle bars and the top plate; (b) the angle bars and the web. 300 mm 10 mm: Top plate 300 mm x 10 mm L127 x 76 x 12.7 Properties Area = 2420 mm² Longer leg = 127 mm Shorter leg = 76 mm Ix= 3.93 x 10 mm ly= 1.06 x 10 mm² x = 18.9 mm y = 44.2 mm 510 mm 10 mm Web plate 500 mm x 10 mm -10 mm -300 mm Bottom plate 300 mm x 10 mm

Situation 8: Light grade steel channels are used as purlins as shown in the figure. The top chords ofthe truss are inclined at 1V:4H. The trusses are spaced at 6m on center. The purlins are spaced at 6m on center. The purlins are spaced at 1.20m on centers. The roof are as follows: Dead load including roof materials 720MPA 1,000MPA 1,440MPA Live load Wind load Wind pressure coefficient Windward Leeward 0.20 0.60 Channel properties Section modulus, S Section modulus, S Weight 6.19x10*mm 1.38x10*mm %3D 79/m The allowable bending stresses are Ex = 207MPA and E = 207MPA. Assume that all the loads pass through the centroid of the channels. 1.20 1.20 EEÉËÈEE Sagrod 21. Which of the following mostnearly gives the maximum bending stress, fex, for the dead and live load combination (DL+LL)? a. 127.11MPA c. 132.20MP. b. 151.14MPa d. 169.48MPA 22. Which ofthe following most nearly gives the maximum bending stress, f, for the dead and live load combination (DL+LL)? а. 169.48MPа c. 127.11MPA d.…

SITUATION 1 Determine (approximately) the force in each member of the truss. Assume the diagonals can support either a tensile or a compressive force and assuming that the diagonals cannot support a compressive force. A. Use Method 2 7 k 14 k 14 k 7 k H F E 2k 6 ft D В 8 ft 8 ft 8 ft B. Use Method 1 50 kN 40 kN 20 kN | F E 3 m |B 3 m 3 m