DESIGN CRITERIA AND LOAD COMPUTATION

Proposed Project: Construction of Two-Storey Staff Housing

Location: Quezon City

Owner: DPWH-Region IV-A

I. Materials:

a. Concrete f’c = 20.7 MPa (3,000 psi at 28 days)

b. Steel Reinforcement fy = 275 MPa (40,000 psi)

c. Structural Steel Shapes : fy = 248 MPa (36,000 psi)

II. Codes & Specifications:

a. National Building Code of the Philippines

b. Implementing Rules and Regulations, NBCP

c. National Structural Code of the Philippines 2001 (NSCP C101-01)

III. Loads:

a. Earthquake Load Zone IV – UBC 1997 STAAD Generated Load

b. Wind load Zone II V = 200 kph

c. Roofing Dead Load:

1. Roof Sheeting = 0.10 kPa

2. Purlins @ 0.70 meter o.c. x 0.03 kN/m = 0.043 kPa

3. Ceiling = 0.25 kPa

4. Truss selfweight = 0.50 kPa (estimated)

d. Floor Dead Load (Superimposed)

1. Floor finish = 1.20 kPa

2. Ceiling and utilities = 0.60 kPa

3. Exterior masonry walls (150mm) = 3.60 kPa

4. Exterior masonry walls with large opening = 2.40 kPa

5. Interior masonry walls (100mm) = 2.50 kPa

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6. Movable Partition allowance = 1.0 kPa

e. Floor Live Load = 1.9 kPa

f. Corridor and Stair Live Load = 4.8 kPa

g. Roof Live Load = 4.8 kPa

IV. DEAD LOAD COMPUTATIONS (Superimposed)– Ground Floor Framing

Ground Beams will serve as Tie Beams / Intermediate Column Support

and therefore shall carry only it’s own weight.

Walls will be carried by wall footings.

V. DEAD LOAD COMPUTATIONS (Superimposed) – 2ND, Floor Framing

a. For 6.25m x 5.0 Two Way Slab

LS = {1.8 kPa x 5.0.m/3} {3.0 –(5.0m/6.25m)2}/2 = 3.54 kN/m

SS = 1.8 kPa x 5.0m/3 = 3.0 kN/m

b. For 6.25m x 4.0 Two Way Slab

LS = {1.8 kPa x 4.0m/3} {3.0 –(4.0m/6.25m)2}/2 = 3.11 kN/m

SS = 1.8 kPa x 4.0m/3 = 2.40 kN/m

c. For 5.0m x 2.5 Two Way Slab

LS = {1.8 kPa x 2.5m/3} {3.0 –(2.5m/5.0m)2}/2 = 2.06 kN/m

SS = 1.8 kPa x 2.5m/3 = 1.50 kN/m

d. For 4.0m x 2.5 Two Way Slab

LS = {1.8 kPa x 2.5m/3} {3.0 –(2.5m/4.0m)2}/2 = 1.96 kN/m

SS = 1.8 kPa x 2.5m/3 = 1.50 kN/m

e. For Beams carrying Exterior walls

W = 3.6kPa x 2.50m high = 9.0 kN/m

f. For Beams carrying Exterior walls with wide opening

W = 2.4kPa x 2.50m high = 6.0 kN/m

g. For Beams carrying Interior walls

W = 2.5kPa x 2.5m high ave. = 6.25 kN/m

h. For beams carrying balcony railings, say 1.1 m high

W = 2.5 kN/m x 1.1m = 2.75 kN/m

i. For Beams carrying Stairs

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VI. DEAD LOAD COMPUTATIONS (Superimposed) – Roof Framing

a. 6.25 + 2.5m Truss Span,

Roof beam load =0.90kPa x 8.75/2 m = 3.94 kN/m

VII. LIVE LOAD COMPUTATIONS – 2ND, Floor Framing

wLL = 1.90 kPa – computer generated

a. For Beams carrying Stairs

VIII. ROOF LIVE LOAD COMPUTATIONS – Roof Framing

b. 6.25 + 2.5m Truss Span

Roof load =1.0kPa x 8.75/2 m = 4.38 kN/m

Refer to STAAD PRINTOUT for design and analysis results.

Prepared by:

NOLI E. PALAD M.PICE M.ASEP M.CCMECivil/Structural EngineerPRC # 20659PTR # 2725146Issued on Jan. 11, 2010Issued at Norzagaray, BulacanTIN # 183-328-567

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6.12kN/m2

4.2kN/m2

3.0m

13.04 kN/m

11.20 kN/m1.4 m

4.80kN/m2

4.8kN/m2

3.0m

10.56 kN/m

10.56 kN/m1.4 m