Shear Torsion Bond Anchorage And Development Length Practice Questions

M20 concrete as per IS 456: 2000 refers to concrete with a design mix having

A reinforced concrete beam with rectangular cross section (width = 300 mm, effective depth = 580 mm) is made of $M30$ grade concrete. It has 1% longitudinal tension reinforcement of $Fe 415$ grade steel. The design shear strength for this beam is 0.66 $N/mm^2$ . The beam has to resist a factored shear force of 440 kN. The spacing of two-legged, 10 mm diameter vertical stirrups of $Fe 415$ grade steel is ______mm. (round off to the nearest integer)

A reinforcing steel bar, partially embedded in concrete, is subjected to a tensile force P. The figure that appropriately represents the distribution of the magnitude of bond stress (represented as hatched region), along the embedded length of the bar, is

Tie bars of 12 mm diameter are to be provided in a concrete pavement slab. The working tensile stress of the tie bars is 230 MPa, the average bond strength between a tie bar and concrete is 2 MPa, and the joint gap between the slabs is 10 mm. Ignoring the loss of bond and the tolerance factor, the design length of the tie bars (in mm, round off to the nearest integer) is _____

For a given loading on a rectangular plain concrete beam with an overall depth of 500 mm, the compressive strain and tensile strain developed at the extreme fibers are of the same magnitude of $2.5 \times 10^{-4}$ . The curvature in the beam cross-section (in $m^{-1}$ , round off to 3 decimal places), is ____

An RCC beam of rectangular cross section has factored shear of 200 kN at its critical section. Its width b is 250 mm and effective depth d is 350 mm. Assume design shear strength $\tau _{c}$ of concrete as 0.62 $N/mm^{2}$ and maximum allowable shear stress $\tau _{c,max}$ in concrete as 2.8 $N/mm^{2}$ . If two legged 10 mm diameter vertical stirrups of Fe250 grade steel are used, then the required spacing (in cm, up to one decimal place) as per limit state method will be ______

As per IS 456-2000 for the design of reinforced concrete beam, the maximum allowable shear stress $\tau _{cmax}$ depends on the

In shear design of an RC beam, other than the allowable shear strength of concrete $(\tau _{c})$ there is also an additional check suggested in IS 456-2000 with respect to the maximum permissible shear stress $(\tau _{cmax})$ . The check for $(\tau _{cmax})$ is required to take care of

The development length of a deformed reinforncement bar can be expressed as (1/k) $(\phi \sigma _{s}/\tau _{bd})$ . From the IS: 456-2000, the value of k can be calculated as________.

A rectangular beam of width (b) 230 mm and effective depth (d) 450 mm is reinforced with four bars of 12 mm diameter. The grade of concrete is M20 and grade of steel is Fe500. Given that for M20 grade of concrete the ultimate shear strength, $\tau _{uc} = 0.36 N/mm^{2}$ for steel percentage, p = 0.25, and $\tau _{uc}= 0.48 N/mm^{2}$ for p = 0.50. For a factored shear force of 45 kN, the diameter (in mm) of Fe500 steel two legged stirrups to be used at spacing of 375 mm, should be

As per IS 456:2000 for M20 grade concrete and plain barsin tension the design bond stress $\tau _{bd}=1.2 MPa$ .Further, IS 456:2000 permits this design bond stress value to be increased by 60% for HSD bars. The stress in the HSD reinforcing steel barsin tension, $\sigma _{s}=360MPa$ . Find the required development length, $L_{d}$ , for HSD barsin terms of the bar diameter, $\phi$ . __________

Consider two RCC beams, P and Q, each having the section 400 mm x 750 mm (effective depth, d = 750 mm) made with concrete having a $\tau _{cmax}=2.1N/mm^{2}$ . For the reinforcement provided and the grade of concrete used, it may be assumed that the $\tau _{c}=0.75N/mm^{2}$ . The design shear in beam P is 400 kN and in beam Q is 750 kN. Considering the provisions of IS 456-2000, which of the following statements is TRUE?

Consider a bar of diameter 'D' embedded in a large concrete block as shown in the adjoining figure, with a pull out force P being applied. Let $\sigma _b$ and $\sigma _{st}$ be the bond strength (between the bar and concrete) and the tensile strength of the bar, respectively. If the block is held in position and it is assumed that the material of the block does not fail, which of the following options represents the maximum value of P?

Consider a reinforcing bar embedded in concrete. In a marine environment this bar undergoes uniform corrosion, which leads to the deposition of corrosion products on its surface and an increase in the apparent volume of the bar. This subjects the surrounding concrete to expansive pressure. As a result, corrosion induced cracks appear at the surface of concrete. Which of the following statements is TRUE?

In the design of a reinforced concrete beam the requirement for bond is not getting satisfied. The economical option to satisfy the requirement for bond is by

A reinforced concrete beam of rectangular cross section of breadth 230 mm and effective depth 400 mm is subjected to a maximum factored shear force of 120 kN. The grades of concrete, main steel and stirrup steel are M20, Fe415 and Fe250 respectively. For the area of main steel provided, the design shear strength $\tau _c$ as per IS:456-2000 is 0.48 $N/mm^2$ . The beam is designed for collapse limit state. In addition, the beam is subjected to a torque whose factored value is 10.90 kNm. The stirrups have to be provided to carry a shear (kN) equal to

At the limit state of collapse, an RC beam is subjected to flexural moment 200 kN-m, shear force 20 kN and torque 9 kN-m. The beam is 300 mm wide and has a gross depth of 425 mm, with an effective cover of 25 mm. The equivalent nominal shear stress ( $\tau _{ve}$ ) as calculated by using the design code turns out to be lesser than the design shear strength ( $\tau _{c}$ ) of the concrete. The equivalent flexural moment $\left (M_{eq} \right )$ for designing the longitudinal tension steel is

Consider the following two statements related to reinforced concrete design, and identify whether they are TRUE of FALSE: I. Curtailment of bars in the flexural tension zone in beams reduces the shear strength at the cut-off locations. II. When a rectangular column section is subject to biaxially eccentric compression, the neutral axis will be parallel to the resultant axis of bending.