For this exercise consider the single-bay building framing plan shown below. The thickness of the one- way slab spanning between the beams has been determined to be five inches. • • Interior beam design: Assume all beams are simple span and design the typical interior floor beams for moment. Design the beams as rectangular sections. Edge girder: Assume the edge girders are simple span and design the girders for moment. Design the girders as rectangular sections. Use a design (unfactored) live load of 80 pounds per square foot. Include the weight of the slab, beams, and girders in the dead load plus include an additional 10 pounds per square foot of superimposed dead load (weight of ceiling, lights, mechanical ducts, and floor finish). Assume the width of the interior beams is twelve inches. The columns are 15" x 15" and the width of the beams and girders framing to the columns will be the same width as the columns (that is, fifteen inches). Use f'c = 4 ksi and fy = 60 ksi. Include a sketch describing the final beam and girder sections. On your sketch, be sure to indicate - but do not design - the shear reinforcement (that is, the stirrups). edge girder (typ. of 2) 35'-0 edge beam (typ. of 2) 4 spaces @ 8'-0" = 32'-0 Interior beam (typ. of 3) 15"x15" column below (typ. of 4)

1. Girders AC and DF have a width of 350 mm and a total depth of 500 mm. Given: Total dead load - 4.9 kPa (including wt. of slab and beam) Concrete f'e = 20.7 MPa Longitudinal bars fy = 415 MPa Live Load = 4.8 kPa Shear bars fyv = 275 MPa Distance on center of girders: Concrete cover = 70 mm L= 6 m, S = 2.8 m, Column = 0.35x0.35 a. ) For beam BE, calculate the factored shear force (kN) at the critical section. Assume a simply supported span. b.) Determine the spacing (mm) of two legs of 10 mm ø shear bars at the critical section. c. ) In accordance with NSCP provisions, what should be the maximum spacing (mm) of stirrups at the critical section of the shear. A 2.80 m E 2.80 m 6.00 m Girders 350x500 mm Beams 250x400 mm

Please answer all the questions. Show complete solution. Don’t round up nor round off. Draw the needed diagram

help with (d-iv) & (e)

a) Write and explain one advantage and onedisadvantage of using intermediate stiffeners in plate girders. b) If a plate girder design was initially determined to require intermediate stiffeners, but one optedtonot use them, how else could the plate girder be designed to achieve the same shaer capacity.  c) A w-shepe beam is bent in bi-axial bending. All loading passes through its shear center. Please explain why the flexural  strenght about its weak axis is the fullplastic moment capacity regardless of Lb

How do you show that the truss below is a planar truss? Please give a good analysis. And show all nesscary workings

The shown is a beam-column connection. Assuming normal weight concrete, f'c = 5000 psi, fy = 60 ksi and all the steel bars are uncoated. The top tension bars are # 9 bars and the bottom compression bars are # 8 bars. Column X2 X3 21.56 in. 17.25 in. 27.6 in. a 34.5 in. X1 Tension Steel I Compression I Steel a 4 Beam d b Beam Dimension and Reinforcement: b = 16 in., d =24 in. clear cover = 1.5 in. Stirrups are # 3 bars with 6 in. spacing. A, = 4# 9 bars, A', =2 # 8 bars The total cross-sectional area of the column ties confining the hooked bars are 1.38 in.² The minimum distance "X2" required by ACI 318-19 code is most nearly equal to: As A's Sec.a- a

B4

A two span beam subjected to shear and flexure only is reinforced as follows: SECTION @ MIDSPAN @ FACE OF SUPPORTS TOP BARS 2-16 mm diameters 5-16 mm diameters BOTTOM BARS 3-16 mm diameters 2-16 mm diameters Given: Stirrup diameter = 10 mm Concrete f'c = 21 MPa Steel rebar fy = 415 MPa Stirrup fy = 275 MPa Beam size b x h = 250 mm x 450 mm Assume all bars laid out in single layer. Calculate the following: Tensile steel ratio in positive bending at midspan Design Moment Strength of section at midspan for positive bending in kN-m Nominal Moment Strength of section at face of support for negative bending in kN-m

QUESTION 1A concrete floor slab measuring 6 m x 3 m is simply supported on one side brick load-bearing walls along the 6 m sides. The concrete slab is 200 mm thick and reinforced at the bottom as follows. a. Main reinforcement (short span i.e the bars are parallel to the short span), Y12, shape code 34 @ 125 mm centre to centre,b. Distribution reinforcement (long-span i.e the bars are parallel to the long span), Y 10, shape code 20 @ 300 mm centre to centre,c. Concrete cover, 30mm,d. Concrete strength, 40MPa. Draw the reinforcement layout for this slab, in plan and section, indicating all thereinforcement and necessary information required by the contractor. Calculate and indicate the number of bars required on your drawing. You do not need to calculate the bar lengths and the curtailment. Neat drawing please