# NSCP 2010

## Example 02: Notched beam with concentrated load

**Problem**

A 150 mm by 300 mm wooden beam having a simple span of 6 meters carries a concentrated load *P* at its midspan. It is notched at the supports as shown in the figure. For this problem, all calculations are based on shear alone using the 2010 NSCP specification given below. Allowable shear stress of wood, *F _{v}* = 1.0 MPa.

- If
*P*= 30 kN, calculate the maximum allowable depth (millimeters) of notches at the supports.- 88
- 62
- 238
- 212

- If the depth of notches is 100 mm, what is the safe value of
*P*(kiloNewton) the beam can carry.- 26.67
- 17.78
- 8.89
- 13.33

- If
*P*= 25 kN and the depth of notches is 150 millimeters, what is the shear stress (MegaPascal) near the supports.- 0.83
- 6.67
- 1.67
- 3.33

**NSCP 2010 Section 616.4: Horizontal Shear in Notched Beams**

When rectangular-shaped girder, beams or joists are notched at points of support on the tension side, they shall meet the design requirements of that section in bending and in shear. The horizontal shear stress at such point shall be calculated by:

Where:

$d'$ = actual depth of beam at notch.

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## Example 01: Safe Uniform Load for a Beam that was Notched at the Tension Fibers at Supports

**Problem**

A 75 mm × 150 mm beam carries a uniform load *w _{o}* over the entire span of 1.2 m. Square notches 25 mm deep are provided at the bottom of the beam at the supports. Calculate the safe value of

*w*based on shear alone.

_{o}Allowable shear normal to grain = 1.85 MPa

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## Notching on Beams

**NSCP 2001**

When rectangular shaped girders, beams or joists are notched at points of supports on the tension side, the horizontal shear stress at such point shall not exceed:

Where

$d'$ = actual depth of beam at notch

When girder, beams or joists with circular cross section are notched at points of support on the tension side, the actual shear stress at such point shall not exceed:

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## Working Stress Design of Reinforced Concrete

Working Stress Design is called **Alternate Design Method** by NSCP (*National Structural Code of the Philippines*) and ACI (*American Concrete Institute, ACI*).

**Code Reference**

NSCP 2010 - Section 424: Alternate Design Method

ACI 318 - Appendix A: Alternate Design Method

**Notation**

_{c}= allowable compressive stress of concrete

f

_{s}= allowable tesnile stress of steel reinforcement

f'

_{c}= specified compressive strength of concrete

f

_{y}= specified yield strength of steel reinforcement

E

_{c}= modulus of elasticity of concrete

E

_{s}= modulus of elasticity of steel

n = modular ratio

M = design moment

d = distance from extreme concrete fiber to centroid of steel reinforcement

kd = distance from the neutral axis to the extreme fiber of concrete

jd = distance between compressive force C and tensile force T

ρ = ratio of the area of steel to the effective area of concrete

A

_{s}= area of steel reinforcement

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