STRUCTURAL DESIGN CRITERIA
PROPOSED BUNGALOW RESIDENTIAL
I.
Applicable Codes and References
1. National Structural Code of the Philippines, NSCP 2015, 7th Edition
2. National Building Code, PD1096 and Implementing Rules and Regulations
3. ASEP Steel Handbook, Association of Structural Engineers of the Philippines,
Volume I, 2001
4. ASEP Earthquake Design Manual, 1st Edition
5. ASEP Earthquake Resistant Design of Structures, 1991 Edition
6. Uniform Building Code 1997, UBC (Seismic Provisions)
7. Building Code Requirements for Structural Concrete, American Concrete Institute,
ACI 318-14
8. Manual of Steel Construction, Allowable Stress Design, American Institute of Steel
Construction, 9th Edition
II.
Gravity and Lateral Loadings
1. Gravity Load
Dead Load
Material Densities:
i. concrete
ii. structural steel
iii. concrete hollow blocks
iv. ceramic tiles
24.00 kN/m3
77.00 kN/m3
21.20 kN/m3
23.60 kN/m3
LOWER GROUND FLOOR LEVEL
Superimposed Dead Load
 ceiling and utilities
 concrete topping (50mm thk.)
 waterproofing (liquid)
 ceramic tiles (10mm thk.)
Live Load
 basic unit (residential)
0.48 kPa
1.20 kPa
0.05 kPa
0.24 kPa
1.90 kPa
UPPER GROUND FLOOR LEVEL

Superimposed Dead Load
 ceiling and utilities
 concrete topping (50mm thk.)
 waterproofing (liquid)
 ceramic tiles (10mm thk.)
0.48 kPa
1.20 kPa
0.05 kPa
0.24 kPa
Live Load
basic unit (residential)
1.90 kPa
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2. Seismic Load
Static Lateral Force Procedure Design Base Shear, V
V = (CvI/RT) x W
V = (2.5CaI/R) x W
V = (0.11CaI) x W
V = (0.8ZNvI/R) x W
(NSCP 208-8)
(NSCP 208-9)
(NSCP 208-10)
(NSCP 208-11)
Fundamental period, T= Ct (hn)3/4
where:
zone factor, Z = 0.40
seismic source type, Type A
distance from source, 37.6 km
soil profile type, SD
importance factor, I = 1.0 (Standard Occupancy)
response modification factor, R = 8.5 (concrete)
force amplification factor, Ωo = 2.8 (concrete)
reliability and redundancy factor, ρ = 1.25 (max)
near source factor, Na = 1.00 and Nv = 1.00
numerical coefficient, Ct = 0.0731 (0.03 English System)
building height: hn = 7.4m
3. Wind Load
Wind loading is based on the wind design provisions of NSCP 2015 for Category IV
buildings with basic wind speed of V = 250 kph Wind pressures on main wind force
resisting systems are obtained using the following equation:
p = qh [(GCpf ) - (GCpi)]
where:
qh
G
GCpf
GCpi
=
=
=
=
velocity pressure
gust effect factor
external pressure coefficient
internal pressure coefficient
Velocity pressure, qh, at height h is obtained using the following equation:
qh = 0.613 Kz Kzt Kd V 2
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Kz
Kzt
Kd
III.
= velocity pressure exposure coefficient evaluated at height h
= topographic factor
= wind directionality factor
Load Combinations
1. Reinforced Concrete, Strength Design
a.
b.
c.
b.
c.
d.
e.
U = 1.4 ( D + F )
U = 1.2(D + F + T) + 1.6(L + H)+ .5(Lr or R)
U = 1.2D + 1.6(Lr or R) + (f1L or .50 W)
U = 1.2D + 1.0W + f1L + 0.5(Lr or R)
U = 1.2D + 1.0E + f1L
U = 0.9D + 1.0W + 1.6H
U = 0.9D+1.0E + 1.6H
(203-1)
(203-2)
(203-3)
(203-4)
(203-5)
(203-6)
(203-7)
2. Structural Steel, Allowable Stress Design
a.
b.
c.
d.
e.
f.
D + H + F + 0.75 [ L+ Lr + (0.6W or E/1.4)]
0.6D + 0.6W + H
0.6D + E/1.4 + H
D + L + ( L r or R )
D + L + 0.6 W
D + L + E/1.4
where :
IV.
D
L
Lr
W
E
R
H
f1
=
=
=
=
=
=
=
=
(203-13)
(203-14)
(203-15)
(203-16)
(203-17)
(203-18)
dead load
live load
roof live load
wind load
earthquake load
rain load on undeflected roof
earth pressure
1.0 for floors of public assembly and live load greater than 4.80 kPa
0.5 for live load less than or equal to 4.80 kPa
Allowable Soil Bearing Capacity
The foundation is designed as isolated, combined and mat footings based on a bearing capacity of
60 kPa at 2.0 meters embedment from the natural grade level.
The allowable bearing capacity is increased by 1.33 for combinations with earthquake loads.
V.
Material Strengths
1. Concrete, fc’
:
2. Reinforcing bars
:
3. Structural Steel
:
3,000 psi (21 MPa) – columns beams, girders, slabs &
footing
40,000 psi (275 MPa) 10 mm & 12mm dia.
60,000 psi (414 MPa) 16mm dia. & larger
36,000 psi (248 MPa)
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