National Structural Code of the Philippines 2010

1. SIXTH EDITION

2. NATIONAL
STRUCTURAL
CODE OF THE
PHILIPPINES
2010
VOLUME I
~ BUILDINGS, TOWERS AND
} I OTHER VERTICAL STRUCTURES
I !
! SIXTH EDITION
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Association of Structural Engineers of the Philippines
Suite 7 13, Fut urc Point Plaza Condominium I
112 P a nay A venue, Quezon City, Philippines J 100
Tel. No ; ( +632) 410-0483
Fax No.: (+632) 411-8606
Em a i I: ;1'i~2!lnli'.1£i(f' illJJ.illi-.~~!ll!
Website: http://www.ascponl ine.org
Na t1onal Structural Code of the Philippines 6111 Edition Volume 1
NSCP C101-10

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NSCP C101-10
NATIONAL
SlfrRUCTURAL
CODE OF THE
PHILIPPINES
2010
VOLUME I
BUILDINGS, TOWERS AND
OTHER VERTICAL STRUCTURES
SIXTH EDITION
Association of Structural Engineers of the Philippines

4. NATIONAL STRUCTURAL CODE OF THE PHILIPPINES (NSCP)
CIOI -10
Volume I
Buildings, Towers and Other Vertical Structures
Sixth Edition, 20 I 0, First Ptinting
Copyright @ 20 I 0, The Association of Structural Engineers of the Philippines, Inc. (ASEP)
All rights reserved. This publication or any part thereof must not be reproduced in any fom1 without the written permission
of the Association Structural Engineers of the Philippines, Inc. (ASEP).
ISSN No.: 2094-5477
PUBLISHER
Association of Structural Engineers of the Philippines, Inc. (ASEP)
Suite 7 13 Future Point Plaza Condominium
112 Panay A venue, Quezon City,
1100 Philippines
Telephone Nos.
Facsimile No.
E-mail address
Website
( +{)32) 410-0483
( +{)32) 411-8606
aseponline@gmail.com
http://www.aseponline.org
The Association of Structural Engineers of the Philippines, Inc. (ASEP) is a professional Association founded in August
1961 to represent the structural engineering community nationwide. This document is published in keeping with the
association's objecti vcs;
• Maintenance of high ethical and professional standards in the practice of structural engineering;
• Advancement of structural engineering knowledge;
Promotion of good public and private clientele relationship; and
Fellowship among structural engineers, and professional relations with other allied technical and scientific
organizations.
Print History
First Edition, 1972
Second Edition, 1981
Third Edition, 1987
Fourth Edition, 1992
Fifth Edition, 2001
Sixth Edition, 2010
National Structural Code of the Philippines 61
h Edition Volume 1

5. FOREWORD
For the protection of public life and property, the design of structures and the preparation of
structural plans for their construction have to be controlled and regulated. For almost four decades now,
this control has been exercised in this country by the National Structural Code of the Philippines with the
initial publication by the Association of Structural Engineers of the Philippines (ASEP) of the National
Structural Code for Buildings. The current publication of the 6'h Edition of NSCP ClOl-10 for buildings,
towers and other vertical structures is the affirmation of the mandate of the ASEP to continuously update
the National Structural Code of the Philippines with the latest technological developments. While
attaining a legal status in its use as a referral code of the National Building Code, NSCP C 10 1-lO is a
publication of high technical value in mau:ers of structural concerns.
The NSCP C I 01-10 is not only completely new in its technical substance but also in its format. It
has been a product of a sustained effot1 of ASEP spanning nine years and the fruition of this endeavor has
finally come to reality during my incumbency. It is therefore with a deep feeling of gratitude and pride
that I commend the members of the ASEIP Board, the Codes and Standards Committee and the Publicity
and Publications Committee for their accomplishments.
May 2010.
AD~S,F.ASEP
Pres idem
Association of Structural Engineers of the
Philippines, 2009-2010
Association of Structural Engineers of the Philippines

48. t
203.1 General
Buildings, towers and other vertical stntctures and all
portions thereof shall be designed to resist the load
combinations specified in Section 203.3 or 203 .4 and,
where required by Section 208, or Chapter 4 and the
special seismic load combinations of Section 203.5.
The most critical effect can occur when one or more of
the contributing loads are not acting. All applicable loads
shall be considered, including both earthquake and wind,
in accordance with the specified load combinations.
203.2 Symbols and Notations
D =dead load
E =earthquake load set forth in Section 208.5.1.1
£, = estimated maximum earthquake force that can be
developed in the structure as set forth in Section
208.5. L.l
F = load due to fluids with well-defined pressures and
maximum heights
H = load due to lateral pressure of soil and water in
soil
L = live load, except roof live load, including any
permitted live load reduction
Lr = roof live load, including any permitted live load
reduction
P = ponding load
R = rain load on the undellected roof
T = self-straining force and effects arising from
contraction or expansion resulting from
temperature t:hange. shrinkage. moisture change.
creep in component mat erial~ , movement due to
differential sett lement, or combinations thereof .
W = load due to wind pressure
203.3 Load Combinations using Strength Design or
Load and Resistance Factor Design
203.3.1 Basic Load Combinations
Where load and res istance factor design is used, structures
and all portions thereof shall resist the most crit ical
effects from the fol lowing t:ombinations of factored loads:
!.4(D+F)
1.2(D+ F + T)+ I .6(L+ H}+O.S(l.ror I?)
1.2D + 1.6(L, orR)+ (/1 L or 0.8W)
l .2D + 1.6W + ~L+0.5(Lr orR)
1.2D+ 1.0£+ //-
(203- I)
(203-2)
(203-3)
(203-4)
(203-.'i)
CHAPTER 2 - Minimum Design Loads 2-5
0.9D+l.6W+1.6H (203-6)
0.9D+l.OE+1.6H (203-7)
where:
/ 1 = 1.0 for floors in places of public assembly, for live
loads in excess,of 4.8 kPa, and for garage live load
= 0.5 for other live loads
cyc~~Y.R-~:~::i;:.:!.;. :.,i<;·::+:j;': .~!:4~j;~~:'.!,'f~:;<w~:.(:':1Jtii~ · · ;Jf~?
Fqcf¢~~~H9o/f;·c~kM1~1~~(!f:.fqr_~{rllc;{lft(/. tPM~WP.;Rfr
Se'Ctibrf409..3: ' ·~ · · " l ""''; · · ·:~ · -· ·, .· ··.· ~ ~!: :: • ··..
203.3.2 Other Loads
Where P is to be considered in design, the applicable load
shall be added to Section 203.3.1 factored as 1.2? .
203.4 Load Combinations Using Allowable Stress
Design
203.4.1 Basic Load Combinations
Where allowable stress design (working stress design) is
used, structures and all portions thereof shall resist the
most critical effects resulting from the following
combinations of loads: .··
D+F
D+H+F+L+T
D + H + F + (L/>r R)
D+ H + F +0.75[L+ T + (Lror R)]
D + H + F + (w or E )
1.4
(203-8)
(203-9)
(203-10)
(203-ll)
(203-12)
No increase in allowable stresses shall be used with these
load combinations except as specifically permitted by
Section 203.4.2.
Niltional Structural Code of tl)e Philippines 6111 Edition Volume 1

49. 2·6 CHAPTER 2 - Minimum Design Loads
203.4.2 Alternate Basic Load Combinations
In lieu of the basic load combinations specified in Section
203 .4.1, ~tl1Jctures and portions thereof shall be permitted
to be designed for the most critical effects resulting from
the following load combinations. When using these
altemate basic load combinations, a one-third increase
shall be permilled in allowable stresses for all
combinations, including WorE.
D + H + F + 0. 7s[ L + Lr + ( W or I~~)]
0.60D+W+H
E
0.60D + -+H
1.4
D + L+ LrCor R)
D+L+W
D +L+
E
1.4
(203-13)
(203-14)
(203-15)
(203· 16)
(203-17)
(203-18)
~f..~pjiP(I:'·:•,:: . . ·. . · . .:·'· ·. ·: : ::·
~ ·~.t., .'. i!t ." 0 • • • ·~ l ( .'; .
·cj;~Jf1):'iiop~ .!,CJ.i(df:J!~~- ¥! b~. co~i.,j.~{l,,with:·rg~[Jive
ioJi{'f!Fi~t~~ :morlihah 'One-lialf of ih"e '<tiMa:"tOdil. ·::t·,: .
203.4.3 Other Loads
Where P is l<l be considered in design, each applicable
load shall be added to the combinations specified in
Sections 203 .4.1 and 203.4.2.
203.5 Spec.ial Seismic Load Combinations
For both allowable stress design and strength design, the
following special load combinations for seismic design
shall be used as specifically required by Section 208, or
by Chapters 3 through 7.
(203- 19)
0.9D± 1.0£111 (203·20)
where:
f 1 = 1.0 for noors in places of public assembly, for live
loads in excess of 4.8 kPa. and for garage li ve load.
= 0.5 for other li ve loads
E,., = the maximum effect of horizontal and vcrllcal
forces as set fonh in Section 20!1.5. 1.1
Association of S tnJclur<~l Eng1ne~rs of the Philippines

50. CHAPTER 2- Minimum Design Loads 2-7
Table 204-1 Minimum Densities for Design Loads from Materials (kN/m3
)
Material Density
Aluminum ..................................................................................... 26.7
DiiUminous Products
Asphallum ........................................................................... 12.7
Grnphile ............................................................................... 21.2
Paraflin ........................................................... ...................... 8.8
Petroleum, cmde ···-·····································-·················· .. ·· 8.6
Pelroleum, relined ................................................................ 7.9
Pelrolcum, benzine .............................................................. 7.2
Petroleum. gasoline ·······················-···································· 6.6
Pilch ................................... ···················-···························· I 0.8
Tar ............................... , ........................................................ I 1.8
Brass .............................................................................................. 82.6
Bronze ................................................. .......................................... 86.7
Cas1-s1one masonry (ccmenl, Slone, sand) .................................. 22.6
Cemcnl, portland, loose ............................................................... 14.1
Ceramic lile .................................................................................. 23.6
Charcoal ......................................................................................... 1.9
Cinder fill ....................................................................................... 9.0
Cinders. dry, in hu lk ...................................................................... 7.1
Coal
Anthracite, piled ...................... ............................................ 8.2
Bituminous, piled .................................... ............................. 7.4
Lignite. piled ........................................................................ 7.4
Peat, dry. piled ..................................................................... 3.6
Concrete, Plain
Cinder .................................................................................. 17.0
Expanded-slag aggregalc .................................................... 15.7
Haydite (bumcd-clay aggregate} ................ ....................... 14.1
Slag ................... ................................................. .................. 20.7
Stone ................................................... ................................. 22.6
Vermiculite and perlite aggregate, nonload-lx:aring .... .3.9-7.9
Olher light aggregalc, load bearing ..................... I 1.0· I 6.5
Concrete, Reinforced
Cinder ........ ................... ........... ............................................ I 7.4
Slag ...................................................................................... 21 .7
Stone. (including gravel) .................................................... 23.6
Copper ................................................................. ......................... 87.3
Cork. compressed ......................................................................... 2.2
Earth (not submerged)
Clay, dry .................................................................. ........... 9.9
Clay, damp .......................................................................... 17.3
Clay and gravel. dry ............................................................ 15.7
Silt, moist. loose .................................................................. 12.3
Silt, moist, packed ............................................................... 15.1
Silt, flowing ......................................................................... 17.0
Sand at1d gravel, dry, loose ................................................ 15.7
Sand and gravel, dry. packed ................................................ 17.3
Sand and gravel. wet............................................................. 18.9
Earth (submerged)
Clay ...................................................................................... 12.6
Soil ..................................................................................... 11.0
River mud ............................................................................ 14 I
Sand or :<.:tvcl ............... ................................................... .
Sand or gravel and clay ..................................................... .
Glass ........................... .................... ........................................... ..
Gravel, dry .............................. ................................................... ..
Gypsum. loo~c ............................................................................. .
Gypsurn, wallboard ............................................................. ........ .
Icc
Iron
Cast
Wrought ............................................... ...................... ..... ..
1).4
10.2
25.1
16J
11.0
1.1)
9.0
70.7
75.'1
Material Density
Lead ............................................................................................. 111 .5
Lime
Hydrated, loose .................................................................... 5.0
Hydrated. compacted .......................................................... 7 .I
Masonry, Ashlar Stone
Granite ................................................................................. 25.9
Limestone, crystalline ......................................................... 25.9
Limestone, oolitic ........ ........................................................ 21.2
Marble .................................................................................. 27.2
Sandstone ............ .......................................... ............ ........... 22.6
Masonry, Brick
Hard (low absorption) ......................................................... 20.4
Medium (medium absorption) ............................................ 18.1
Soft (high absorption} ......................................................... 15.7
MASONRY. Concrete (solid portion)
Lightweight units .................................. ................... ........... 16.5
Medium weight units .......................................................... 19.6
Normal weight uni1s ............................................................ 21.2
Masonry grout ................................................................. .............. 22.0
Masonry, Rubble Stone
Granite .. ............................................................................... 24.0
Limestone, crystalline ........................................... .......... .... 23.1
Limestone, oolitic ................. ............................................... 21.7
Marble ... ........ ................... .................................................... 24.5
Sandstone ...... ... .................................................................... 21.5
Mortar, cement or lime ........................... ................ ............ 20.4
Particle board . .... .. ........ ........... ... ... .. ........... ... .... .... ... .. ... .. ... ...... ..... 7 .I
Plywood .......................................... .......................................... .... 5.7
Riprap (notnubmcrged)
Sand
Slag
Limestone ................................................................. ........... 13.0
Sandstone ..... ........... ............................................................. 14.1
Clean and d!)' ...... ................................................................. 14 .1
River, dry ............................................................................. 16.7
Bank
Bank screenings ............................................... ................. ..
Machine ............................................................................. ..
Sand .................................................................................... ..
11.0
17.0
15.1
8.2
Slate ............................................................................................... 27.0
Steel, cold-drawn .......................................................................... 77.3
Stone, Quarried, Piled
Basalt, granite, gneiss ......................................................... 15.1
Limestone, marble, quartz. .................................................. 14.9
Sru1dstonc ............................................................................. 12.9
Shale ..................................................................................... 14.5
Greenstone. hornblende ...................................................... I 6.8
Terra Cotta, Architectural
Voids filled .. .. .... .. .. .. . .. . .. .. .. .. . .. .. .. . .. .. .. .. .. .. . . .. .... 18.9
Voids unfilled ................................................... 11.3
Tin ................................................................................. 72.1
Water
Fresh ..................................................................................... 9.8
Sea ........................................................................................ 10.1
Wood (sec Table 6.2 for relative dcnsilics for Philippine wood)
Zinc. rolled ~heel .......................................................................... 70.5
National Structural Code o f the Pl1ilippines 611
' Edition Volume 1

51. 2-B CHAPTER 2- Minimum Design Loads
Table 204-2 Minimum Design Dead Loads (kPa) (Use actual loads when avai lable)
Component Load
CEILINGS
Acoustical Fiber Board ........... 0.05
Gypsum Board (per mrn
thickness) .......................... 0.008
Mechanical duct allowance ....... 0.20
Plaster on tile or concrete .. .. .. 0.24
Plaster on wood lath ............... 0.38
Suspended steel channel
system ... ............. ...... .... . ... .... 0.10
Suspended metal lath and cement
plaster .................................. 0.72
Suspended metal lath and
gypsum plaster .................... 0.48
Wood futTing suspension
system ..... .. . ............ .............. 0.12
COVERINGS, Roof and Wall
Asphalt shingles ........................... 0.1 0
Cement tile ................................... 0.77
Clay tile (for mortar add 0.48 kPa)
Book tile, 50 nun .................... 0.57
Book tile, 75 mm ........ .. ............ 0.96
Ludowici ................................... 0.48
Roman ............................. .......... 0.57
Spanish ........... .......................... 0.91
Composition:
Three-ply ready roofing ........... 0.05
Four-ply felt and gravcl ........... 0.26
Five-ply felt and gravel ........... 0.29
Copper or tin ................................ 0.05
Comtgatcd asbestos-cement
roofing.................... .. ... 0.19
Deck, mctal20 gage .................... 0.12
Deck, metal, 18 gage ................... 0.14
Fiberboard, 13 mm ........... .... ....... 0.04
Gypsum sheathing, 13 n1m .......... O.IO
Insulation, roof boards (per mm
thickness)
Cellular glass ................... 0.0013
Fibrous glass .. .. . ... .... ... 0.0021
Fiberboard ....................... 0.0028
Perlite ............................... 0.0015
polystyrene foam ............. 0.0004
Urethane foam with skin .. 0.0009
Plywood (per mm thickness) 0.0060
Rigid Insulation, 13 mm .......... ().{)4
Skylight, metal frame,
10 nun wire glass ................ 0.38
Slme, 5 mm ....... ...................... 0.34
Slate, 6 mm .............. 0.48
Waterproofing membranes:
Bituminous, gravel-covered . 0.26
Bituminous, smooth surface .. 0.07
Liquid, applied .. .. ..... 0.05
Single-ply, sheet .... . . ...... O.OJ
Wood Sheathing (per mm
thickness) ................ .. .. 0.0057
Wood Shingles.. ......................... 0. 14
Component Load
FLOOR FILL
Cinder concrete, per mm ........... 0.017
Lightweight concrete, per nun .. 0.015
Sand, per mm .................. ........... O.OJ5
Stone concrete, per mm ............. 0.023
FLOOR AND FLOOR FrNISHES
Asphalt block (50 mm), 13 mm
mortar ...................................... I .4 4
Cement finish (25 mm) on stone-concrete
fi II .............................. I .53
Ceramic or quarry tile (20 mm)
on l3 111111 mortar bed .............. 0. 77
Ceramic or quarry tile (20 mm)
on 25 mm mo11ar bed .............. 1.10
Concrete fill finish (per mm
thickness) .............. ....... ... ....... 0.023
Hardwood flooring, 22 mm ........ O.l9
Linoleum or asphalt tile. 6mm .... 0.05
Marble and mo11ar on stone-concrete
fill .. .. ........ .. 1.58
Slate (per mm thickness) ........... 0.028
Solid flat tile on 25 mm mortar
base .......................................... 1.10
Subflooring, 19 mm ..................... 0.!4
Terrazzo (38 mm) directly on
slab ........................................... 0.91
Terrazzos (25 mm) on stone-concrete
fill. ............................. 1.53
TetTazzo (25 mm), 50 mm stone
concrete .. ............ ... .................. 1.53
Wood block (76 nnn) on masti c,
no fill .................... .................... 0.48
Wood block (76 mm) on 13 nHn
mortar base ...................... ....... 0.77
FLOOHS, WOOD-JOIST (no
plaster)
Joist . Jgis~.~~P.~~i~l.S.
Sizes ' 300 ' 400 ' 600
(mm) mm mm mm
' !
· sox1so .L .. g:~~-- r· ·-6·:~~-- J ..... ?:~s
-~6~~~- J: ::~;~-j·: ::C~0.-~~~~j ... ~:j6· ... ·
50x300 ! 0 40 : 0.35 · 0.30
FRAME l'AIUITJONS
Movable steel partit ions ................... 0.19
Wood or steel studs, 13 mm
gypsum board each side ................ 0.38
Wood studs, 50 x I 00,
unplastercd .. . .... ... ..... .. ....... .... ....... 0.19
Wood studs 50 x 100, plastered
one side ......................................... ... 0.57
Wood studs 50 x I 00, plastered
two side .......................................... 0.96
Associa tion of Structural Engineers of tile Philippines
Component Load
FRAME WALLS
Exterior stud walls:
50x 1( XJ mm @ 400 mm, I 5-mm
gypsum, insulated, 10-mm
siding ........ ......................... 0 .53
50x 150 111111 @ 400 mm, 15- mm
gypsum, insulated, I 0-mm
siding ... . . ... ..................... . 0 .57
Exterior ~tud wall with brick
veneer ..................... ............. 2.30
Windows, glass, frame and
sash ...................................... 0 .38
Clay brick wythes:
100 nun ................................ 1.87
200 111111 ..... ..... .. .... .. .............. 3.80
300 llllll ...... .................... ... ... 5.50
400mm 7.42
CONCRETE MASONRY UNITS
Hollow Concrete Masonry units
(Unplastcrcd, add 0.24 kPa for
each facc_lllastercd)
Grout ' Wythe thickness (mm)
Spacing ; 100 ; 150 : 200
. 16.5 kN/n? Density of Unit :Ho: &rO.ui: : :~T9~5~~T .. i. . is ... .L : :~A~ ::
. ~99 . ... .. , __ L:J.9, ... L !.53 i 2.o 1
6oo 1 .5o : 1.63 ·· :-- · 2:2o · ·
:~·99: :·::·: :r=L22~] · T9z--r ··2:s4 ··
Full : 2.50 i . 2.63 r·3 :59 ..
. 1?.6~1'-Jinr ..1 2~.~~_si!J..?fUni t ...
~.o. grou t : . _1.?:~ .. , 1.34 1.72
80~J . !.59 ~ 1. n ,. ..X .~? ..
~~~ .. ;. . +:~89. .:.; ~:~~ i . 2.2 :~4
; .82
Full 2.69 : 2.82 ; .. 3:88 r,-·-.. ·- ·••-,-::..:.:.=-.c..-_::..:.:::.::__ . ?/-.2 .. kJ~-I/n_r. _Q~D~i_ty of lJ11it
No grout i 1.39 i 1.44
joQ. : . : : : l: ~L?.L.i .. IJ2
· 64o0o0· · · · ··· : 1.83 i 1.96 ! .. .. 2 :·~-3. ..... . 2.2
Full 2 84 i 2.97
r::r~;:: :
! 2.59
···!·······--·······
i 2.92 r·3:9t=

52. 204.1 General
Dead loads consist of the weight of all materials of
construction incorporated into the building or other
structure, including but not limited to walls, floors, roofs,
ceilings, stairways, built-in partitions. finishes. cladding
and other similarly incorporated architectural and
strucLUral items, and fixed service equipment, including
the weight of cranes.
204.2 Weights of Materials and Constructions
The actual weights of materials and constructions shall be
used in determining dead loads for purposes of design. In
the absence of definite infonnation, it shall be permitted
to use the minimum values in Tables 204·1 and 204·2.
204.3 Partition Loads
Floors in office buildings and other buildings where
partition locations are subject to change shall be designed
to support, in addition to all other loads, a uniformly
distributed dead load equal to 1.0 kPa of floor area.
CHAPTER 2 -· Minimum Design Loads 2·9
205.1 General
Live loads shall be the maximum loads expected by the
intended use or occupancy but in no case shall be less
than the loads required by this section.
205.2 Critical Distribution of Live Loads
Where structural members are arranged to create
continuity, members shall be designed using the loading
conditions, which would cause maximum shear and
bending moments. This requirement may be satisfied in
accordance with the provisions of Section 205.3.2 or
205.4.2, where applicable.
205.3 Floor Live Loads
205.3.1 General
Floors shall be designed for the unit li ve loads as set forth
in Table 205-l. These loads shall be taken as the
minimum live loads of horizontal projection to be used in
the design of buildings for the occupancies listed, and
loads at least equal shall be assumed for uses not listed in
this section but that creates or accommodates similar
loadings.
Where it can be determined in designing floors that the
actual live load will be greater than the value shown in
Table 205-1, the actual live load shall be used in the
design of such buildings or portions thereof. Special
provisions shall be made for machine and apparatus loads.
205.3.2 Distribution of Uniform Floor Loads
Where unifonn floor loads are involved, consideration
may be limited to fu ll dead load on all spans in
combination with full live load on adjacent spans and
alternate spans.
205.3.3 Concentrated Loads
Floors shall be designed to support safely the uniformly
distributed live loads prescribed in this section or the
concentrated load given in Table 205-1 whichever
produces the greatest load effects. Unless otherwise
specified the indicated concentration shall be assumed to
be uniformly distributed over an area 750 mm square and
shall be located so as to produce the maximum load
effects in the structural member.
Provision shall be made in areas where vehicles are used
or stored for concentrated loads, L, consisting of two or
more loads spaced 1.5 m nominally on center without
uniform live loads. Each load shall be 40 percent of the
National Structural Co(Je of tile Philippines 611
' Edition Volume 1

53. 2-10 CHAPTER 2 ·-Minimum Desi9n Loads
gross weight of the maximum size vehicle to be
accommodated. Parking garages for the storage of private
or pleasure-type motor vehicles with no repair or
refueling shall have a floor system designed for a
concentrated load of not less than 9 kN acting on an area
of 0.015 rn2 without uniform live loads. The condition of
concentrated or uniform live load, combined in
accordance with Section 203.3 or 203.4 as appropriate,
producing the greatest stresses shall govern.
205.3.4 Special Loads
Provision shall be made for the special vertical and lateral
loads as set forth in Table 205-2.
Table 205-l -Minimum Uniform and Concentrated Live Loads
-·- ·--- ·-·-··-·· .. ··- - - ................ _______ .. ________________ .. _____ .. ________ .. -----------.. - -.. -.... - --.,--·- ·c:'Onccntratc·d---··-
usc or Occut>ancy Uniform Load 1
Load ---- ···-~ -- --···- ----·-···----.. v. --·--- ·----·--·-- -·· ·------·-···----- ----
Category Description kPa kN
Office use 2.4
1. Access floor systems r---- .. -------- - ---1-- -------1------------1
Computer use . 4.8
2. Armories 7.2 0
f-----------------1------------t--------------· .. ·--------
3. Theaters, assembly areas .land
auditoriums.
4. Bowling alleys, poolrooms and similar
recreational areas
5. Catwalk for maintenance access
6. Cornices and marquees
Fixed seats 2.9 0
Movable seats 4.8 0
Lobbies and platforms 4.8 0
Stages areas 7.2 0
3.6 0
1.9 1.3
·------------·--........................ -·------~----- ·----
0
--------- - --------··------ ··----- -·- .. ---·~-----............................... _ - ··- - ----·-----!----
7. Dining rooms and restaurants 4.8 0
8. Exit facilities 5 4.8
-·-----~--···-------------1---------------- ·--------.. - -- ---t-
General storage and/or repair 4.8
- --.. --··---- ----·- -----·-- ..._ ...............- ..., . . __________ ---- ------j
Private or pleasure-type motor 1.9
9. Garages
--------·------------------i---- vel..J ..i.. .c.... .l..e. _"s. -t. .o..._ ra_.,g,_e_ ___i --- ·- ------!·----·---..- --..· ----
Wards and rooms !.9
1--------..,.----..,.---t-------------- ---------~
Laboratories & operating z 2.9 4.5
1-------'r-o-o-m-s- -------.. ------------ .......... _. . ____ .. ____ _______. ................_
l 0. Hospitals
Corridors above ground floor 4.5
- - ------................. _ _.. _ _________
----------~·--·-------·---·----·-------· ...........· --·--·-·----- - - ........ Reading rooms 2.9 4.5 2
·
1-- --- --·-------- --------------- ...............- --------·----
I I . Libraries Stack rooms 7.2 4.5 l
Corridors above ground floor 4.5
·--------------------·-·-- ---------·.. - -------------1- -------·-------------·-----
Light 6.0
12. Manufacturing ·---------------------· .. - .. --.. ---.. - ·---- ·- ·--t-----·---
Heavy 12.0
--------------........... _ ..._ _ _ _ ____ , _ .._ _____. L....._ ______, ,.,_ __. ._ _____. ......... ____ ---·------ -----·
Association of Structural Engineers of the Pt1ilippines

54. CHAPTER 2 -· Minimum Design Loads 2·11
Usc or Occupancy Uniform Load 1 Concentrated
Load ... ,. .. ., , .......... . ··-·- -----···-··········· -·- - ·~ ------ ---~ -- ··-··" .......... . ------....... ·-· .. --------- -----· ·-· .. ... ···· -·· . - -- - ·-----~- - --- -·-· .... ------·-·····-. ----------------------- ·····--- .....
-C-a-te-gory Description ·- kPa kN
Call Centers & BPO 2.9 9.0
-~----- ···- ···--- --- Lobbies & ground floor
4.8 9.0
13. Office corridors
Offices 2.4 9.02
Building corridors above
3.8 9.0
J:~ round floor
Press rooms 7.2 11.02
!4. Printing plants
Composing and linotype
4.8 9.0 2
rooms - -
Basic floor area 1.9 06
Residential8 Exterior balconies 2.9 4 0
15.
Decks 1.94 0
Storage 1.9 0
16. Res trooms 9 -- -- --
·-----
17. Reviewing stands, grandstands,
Bleachers. and folding and telescoping ·- 4.8 0
seating -------·-----------
18. Roof decks Same as area served or
Occueancy -- --
Classrooms 1.9 4.5 2
19. Schools Corridors above ground floor 3.8 4.5
Ground floor corridors 4.8 4.5
20. Sidewalks and driveways Public access 12.0 7 --
...
l,ight 6.0 --
2 1. Storage
_____ ., ________ .. , ___ ,._ .. ___________ _ .. _________ ---·-•-v~--····-·----·
22.
23.
_____ --
___ _
.. Heavy 12.0 ·---·- - ., .. Retail 4.8 4.5 2
Stores
Wholesale 6.0 13.4 2
Pedestrian bridges and walkways -- 4.8 --
-
NOTES 1:0R TAIIL£ 205-1
1 See Section 205.5 for live load reductions.
St•C! St•t·tirm 205 .. 1.3. first paragraph. for an• a of load llflfllicatirm.
J A..tSt'mbly arcaJ include such ocCUf)(liiCif'.' as dtuwt halls, drill rooms. gymntHiwn~. playgroruuls. pla<.n.'i. u~rraccs and .-.imilar occtlp(mci~s that
arr• ~:r•rwrally acct!.uible to the public.
' For specio/-purpo.w mrifs . . we Section 205.4.4.
) Exit facilities slral/ indude .nu:h uS<1.t a.f corridorJ ,·cn•inR an on'UJHmt load of/() or more pct.wms. exterior f'.rit IJolronit•s. JtairwayJ, fin• t>S<'(If><'s
om/ simi/a~ UJC,'.
(, lnt/i,•idlwl stair trt'otl. sholl lu· dcStJ;IWrl to .'Uflf10 rl a I .3 kN CtJIICt'll/ratrd load plw·c•d in a position tlrat would cau.'ie mttrimum ."lrrss Stair
striiii:N.r moy he designt!d {m the utJifomrlood set font. 11rtlrr toblr.
1 Sl!t~ St'< 'limr 20.5.3 . .1, .rt't'f/llr/ pamgmplr.for rmrcrutrated lamlr. Ser Toblr 205-2 forl't!lride /mrrirrs .
. t f?~si(/t'lllin{ O('C'tlflOIIt"it'S incfutfp privnt~ t/w(•/ling.'i. ti{JtJY(IJU..'Ill.~ fllllf hott•f gue.'it I"(}( Jill..
v RrxtrtHJIII lood.r .rlut/1 not lu~ lt•.u them the hHtcl far 11tr ot-rupmu)· u·ith which tht'y an• n.-..fot mtrcl. but nt~tl not t!Xt·c-nl 2.4 I:.Pn.
National Structural CorJe of th<-: Philippines G11
' Edition Volume! 1

55. 2-12 CHAPTEI~ 2 ···Minimum Design Loads
Table 205-2 Special Loads'
______U_ ___() ___________r ·---:V-:c-t-.t.,-ic-a-:-1--r-L-a-tc--r-a~l··-
sc or ccupancy
Load Load ·--·--·-·-···----------· -·--······-·--···--.J---=-==---l---····---
·------c_._at_c~g~o~r}~'----~---~:~cri~!-ic_ll_l_,~ __ k_·P_•_t_~ ___ k_·I_>_a_~
I . Construction,
public access at
site (live load}
Walkway 7.2
1---·----··------------------·-------·----
Cmtopy 7.2
- ··-·-----------·--- 1--------J------t----j
2. (Jrandstant~~.
3.
reviewing,
stands bleachers,
and folding and
telescoping
seating (live
load}
Stage
accessories (h vc
load}
Scats and
footboards
Catwalks
1.75
1.9
s~~e
No/1'3
Fo!low--;;-j;;i':··- -·--·-·----·- ---·-
projection and 2.4
·------------·j....::contro!_~·oot!!.:'._ ·------··------- ---------------
4. Ceiling framing
(live load)
Over stages
A!! uses
except over
1.0
0.5 4
______________ . stages·-·-····----- ···-·-·--·-·······----·- ··-______ _
5.
0.25
Partitions and
i ntcrior wa! Is,
1--:---::::----..,......---+----·----·----·--·-!-----1
6. Elevators and
2 x total
loads
dumbwaiters
(dead and live
loads}
~--~~~----------.-ro-,~-! -lo-ad ______________ --1--------4
0.10 X
total
load6
7.
B.
Cranes (dead
<llld live loads)
Balcony railings
and guardrails
including
impact
increase
Exit facilities
serving an
occupant load
greater than
I .2) X Iota!
load'
0.75
kN/m 7
1-=-5(::....}- ----4---------·-··-- -
Other than
exit facilities
Components
0.30
kN/m 7
------·--------···- ---·---- ···------·····
9 Vehicle bm-ricrs
I 0. Handrai Is
I I . Storage racks
12. Fire sprinkler
struct ural
support
-------------- ------
St~e
Nore 10
See
Note 10
Over 2.4 111 Total See
high loads" Table
·---·---····--··---------+--------+-.::..2(~)(:....1·: ..12:: ._
1.1 kN plus
See
weight of Table
water-filled
J' 208-12
______ i_ __ ~c~·-'--~---------
Notesji1r Table 205-2
1 71Je tabulated foods are minimum loods. When' other ••ertical by
this code or required hy the tksign would ctw.'l' grNJier sln•sse.••.
they slwll be usl'd. /.l)(u/s are in kl'cJ unku otht,nvise ilulicated
inthewbll'.
' Unil.t is kN/111.
·' !.tlt<'l'al Sll'll_l' !>racing loads of 350 N/111 paml/1'1 and 145 N/m
pcrpl'ndicular.· 10 ·"'Ill and jiwtboards.
4 Docs not llj){)/y ro cl'ilings that ltuw.> suj)Ici<~nt tow/ acu·ss ji·on1
below . . mch that occcs.,· is no/ n~quired wilhin tit(.' stwn~ aho't?
the 1:l!iling. Don·nm apply 111 n ·iliugs if 1h1• ollie lltl'IIS Ill/IN<' the
ceilinx are not prm,ided with access. This Iii•(.' load twed not he
considered os cu:liliJ: simrdtwwously H'itlr o!lwr li·~· load.'i
imposed upon tlu.• ceiling framing or its supporting srrurflln~.
·' 111e impact facwrs included are for crmu~s with ,,·t{·d ll'ht.>e/s
riding 011 su,<'f mils. Tl~<·y may be modified if substrmtiating
technical data accepwble to the buildir~g official i.r submit!cd.
l.iw: lo(lds ml crone support Rinlers and /heir coruu!ctio!ls s}wl/
he raken as tire maximum crane 1vlu)el loads. For pt•ndanl~
opt•rated trcweling crane supporl girders and their com1eclions.
lhl' impact factors .r/w/1 be 1.10.
" 7/Jis applies in the ditcction porollel to !lu ru11way rails
(longimdinal). The factorfor forces P<'tpem/icuiM 10 the mil is
0.20 x tlw tra/ISI'crse trm•e/ing lood.r (trolley, m /1, hooks a11d
/({/I'd loads). Forces shall '"' appli<•d at /Of/ of mil awl may /11'
di.rturbcd among mils of multiple rail crane.r (IIU/ shall i>e
distributed wirh due rcgord for lat<'!'al stifftwss of tire structures
supporting lircse rails.
1 A load per lilrcalmeter ( kN/m) 10 b1' applied horizontally at right
rmgt.>.r to tire top rail.
s lnrermediate rails, panel fillers and tireir COI!IIectimu shall be
capable ofwitlwmoding a load of /.2 kl'a app/i<>d horizon/ally at
righl (m/:lex over tlu.! emire tributtll)' area. including opcninns
and Sf>aces between mils. Heactions due to this loading lll'Cd nor
b<• combined with tirose of 1.-oolnote 7.
• A horizontal load in kN atJ(IIied m righr angi<'S to the vehicle
barrier at a hrir;h1 of 450 mm ai/IJI'C tire parkin}/ .!llrfllct'. 7/oe
fore<~ may b.e distril>ured ow:r a JOO·mm·squarC' t1NYl.
10 'llu• IIW/m tin/ of ham/mils shall be .weir that tl~<• compleu•d
handrail and supporti''8 struC:IIlrt' on• capable.• (~( wi!lrslamling tl
load of at leas/ 890 N applied in WI)' din~ction or any poinl on
lhl' rail. 'l11t.'.W1 loads sltalf not l>e a.·sunwd to acl c·umulmil'el·
with Item 9. .
11 lt~rlica l members of Slota{:~~ racks shall /J(' protecJed frnm
impact for<:es <~{operatin.~ equipment, or rocks shall I><' designed
Jo that failur.t! c~f one w!rfic:a/ member wi/{ 1101 Cllll.'il' cot/apse of
more than lite bay or bays dirc•crly ,,·uptwrted hy i/wt member.
0 The 1.1 kN load is 10 be applied ro any single fir~: sprinkler
!·wppon poi111 hut not :;imuil<wt~oitsly to oil .·upporl joim.-r.
Association of Structural Engineers of ttw Philippines

56. CHAPTE:A 2 - Minimum Design Loads 2·13
Table 205-3 Minimum Roof Live Loads 1
·-------
METHOD I METHOD2 -
Tributary Area (ml)
Uniform Rate of
Maximum
ROOF SLOPE o to 20 Tio to 60 Over 60 Load 2 Reduction,
Reduction
- R
Uni rorm Load (kPa) (kPa) r (percentage)
l. Flat J or rise less than 4 units venic'hl in
12 units horizontal (33.3% slope). Arch
!.00 0.75 0.60 1.00 0.08 40
and dome with rise less than one-eighth
of span.
2. Rise 4 units vertical to less than 12 units
vertical in 12 units horizontal (33.3% to
less than I 00% slope). Arch and dome 0.75 0.70 0.60 0.75 0.06 25
with rise one-eighth of span to less than
three-eighths of span.
3. Rise 12 units vertical Ill 12 units
horizontal (100% slope) and greater.
0.60 0.60 0.60 0.60
Arch or dome with rise three-eighths of
span or greater.
No reduction permiued
4. Awnings except cloth covered." 0.25 0.25 0.25 0.25
- - --------·---------·-------------····-·.. ~·- --·-
5. Greenhouses, lath houses and
0.50 0.50 0.50 0.50
agricultural bui ldings. 5
1 For specinl-purpos~ ronfr. s~e Section 205.4.1.
1 Se~ Sections 205.5 tmd 205.6 for li1•e·lond uduc tim:s. The rote of rt•duction r in £qumion 205-I .rhn/1 !Je as indicat<'d in the table. '111~ maximum
reductio n, R, shall not ~xcecd th ~ mlut' indicntt'd in the to hit'.
J A flat roof is "".I' rt)(Jf ~<·ith a slope lc.u thrm /14 unit>•erticnl in / 2 unit.< lw ri:onta / (2% slope). The lil't' food for flat ronfl is i11 addition to thl'
flmulinl: load requirt!d by Sc•cti1111 206. 7.
' Srt• d r{i1111irm in St'l'tion 202.
' Sc·e Srction 205.4.4{or coi/C<'Jitrmed food l'l'lflliremellt.t for ll'"''11hm1.1e mof ml'lnbers.
205.4 Roof Live Loads
205.4.1 General
Roofs shall be designed for the unit live loads, L, set
fo11h in Table 205-3. The live loads shall be assumed to
act vert ically upon the area projected on a horizontal
plane.
205.4.2 Distribution of Loads
Where uniform roof loads are in volved tn the design of
~lruclllra l members arranged to create continuity,
consideration may be limited to full dc.1d loads on all
spans in combination with full roof live loads on adjacent
spans and on al ternate spans.
Exception:
Alteniate spar; loading need not be considered where the
uniform roof live load is 1.0 kPa or more.
For those conditions where light-gage metal preformed
structural sheets serve as the suppor1 and tinish of roofs,
roof structural members a1Tanged to create continuity
shall be considered adequate if designed for full dead
loads on all spans in combination with the most critical
one of the fo llowing superimposed loads:
I . The unifonn roof live load, L, set forth in Table 205-
3 on al l spans.
2. A concentrated gravi ty load, I~, of 9 kN placed on
any span supporting a tributary area greater than 18
m2 to create maximum st resses in the member,
whenever this loading creates greater stresses than
those caused by the uniform live load. The
concentrated load shall be placed nn the member over
a length of750 mm along the span. The concentrated
load need not be applied to more than one span
si mu!tancousl y.
:t Water accumulation as prescribed in Section 206.7.
National Structural Co<je of t11e Philipp1nes 6111 Eclition Volun1e 1

57. 2- 14 CHAPTER 2-Minimum Design Loads
205.4.3 Unbalanced Loading
Unbalanced loads shall be used where such loading will
result in larger members or connections. Trusses and
arches shall be designed to resist the stresses caused by
unit Jive loads on one half of the span if such loading
results in reverse stresses, or stresses greater in any
portion than the stresses produced by the required unit
Jive load on the entire span. For roofs whose structures
are composed of a stressed shell , framed or solid, wherein
stresses caused by any point loading are distributed
throughout the area of the shell, the requirements for
unbalanced unit live load design may be reduced 50
percent.
205.4.4 Special Roof Loads
Roofs to be used for special purposes shall be designed
for appropriate loads as approved by the building official.
Greenhouse roof bars, purlins and rafters shall be
designed to carry a 0.45 kN concentrated load, L,. in
nddition to the uniform Jive load
205.5 Reduction of Live Loads
The design live load determined using the unit live loads
as set forth in Table 205-1 for floors and Table 205-3,
Method 2, for roofs may be reduced on any member
supporting more than 15 m2
, including flat slabs, except
for floors in places of public assembly and for li ve loads
greater than 4.8 kPa, in accordance with the following
equation:
R = r(A -15) (205- I)
The reduction shall not exceed 40 percent for members
receiving load from one level only, 60 percent for ot her
members or R, as detem1ined by the following equation:
R = 23.1(1 + Dl L) (205-2)
where:
A = area of floor or roof supported by the member,
square meter, m2
D = dead load per square meter of area supported by
the member. kPa
L = unit live load per square meter of area supported by
the member, kPa
R = reduction in percentage,%.
r = rate of reduction equal to 0.08 for floor.~. Sec Table
205-J for roofs
f-or storage loads exceedi ng 4.8 kPa, no reduction shall be
made, except that design live loads on columns may he
reduced 20 percent.
The live load reduction shall not exceed -W t'"'._·,:J:! ;n
garages for the s torage of private pleasure cars ha,·iu_s a
capacity of not more than nine passengers per vehicle.
205.6 Alternate Floor Live Load Reduction
As an alternate to &1uation (205- I ), the unit li vc loads set
forth in Table 205-1 may be reduced in accordance with
Equation 205-3 Oil_ any member, including flat slabs,
having an influcncc.,.,area of 40 m2 or more.
(205-3)
where:
A1 = influence area, m2
L = reduced design Jive load per square meter of area
supported by the member
L., = unreduced design live load per square meter of area
supported by the member (Table 205- 1)
The influence area A1 is four times the tributary area for a
column, two times the tributary area for a beam, equal to
the panel area for a two-way slab, and equal to the
product of the span and the full fl ange width for a precast
T-beam
The reduced live load shall not be less than 50 percent of
the unit live load L, for members receiving load from one
level only, nor less than 40 percent of the unit live load L,.
for other members.
/l. ssoci<.ltion of StructurAl Engineers of the Pl1ilippines

58. 206.1 General
Jn addition to the other design loads specified in this
chapter, structures shall be designed to resist the loads
specified in this section and the special loads set forth in
Table 205-2. Sec Section 207 for design wind loads, and
Section 208 for design earthquake loads.
206.2 Other Loads
Buildings and other structures and portions thereof shall
be designed to resist all loads due to applicable fluid
pressures, F, lateral soil pressures, H. ponding loads, P.
and self-straining force.s, T. See Section 206.7 for ponding
loads for roofs.
206.3 Impact Loads
The Jive loads specified in Sections 205.3 shall be
assumed to include allowance for o rdinary impact
conditions. Pro visions shall be made in the struc tural
design for uses and loads that involve unusual vibration
and impact forces. Sec Section 206.9.3 for impact loads
for cranes, and Section 206.10 for heliport and helistop
landing areas.
206.3.1 Elevators
Al l elevator loads shall be increased by J 00% for impact.
206.3.2 Machinery
For the purpose o f desig n. the weight of machinery and
moving loads shall be increased as follows to allow for
impact:
I. Elevator machinery 100%
2. Light mac hinery, shaft- or motor-driven 20%
3. Reciprocating machinery or power-driven units 50%
4. Hangers for floors and balconies 33%
All percentages shall be increased where specified by the
manufac turer.
206.4 Anchorage of Concrete and Masonry Walls
Conc rete and masonry walls shall be anchored as required
by Section I 04.3.3. S uch anchorage shall he capable of
resisti ng the load combinations of Section 203.3 or 203.4
using the greater of the wind or earthquake loads requi red
by this chapter or a minimum horizontal force o f 4 kN/m
of wall , substituted for£.
206.5 Interior Wall Loads
Interior walls, permanent par!JtJons and temporary
partitions that exceed 1.8 m in height shall be designed to
resist all loads to which they are subjected but not less
than a load, L, of 0.25 kPa applied perpendicular to the
walls. The 0.25 kPa load need not be applied
simultaneously with wind or seismic loads. The ddlcction
of such walls under a load of 0.25 kl'a shall not exceed
1/240 of the span for walls with brittle finishes and 11120
of the span for walls with tlcxible finishes. Sc.e Table
208-I 2 for earthquake design requirements where such
requirements arc more restrictive.
Exception: ·.·'
Ffexible;}oiding or portdbl~-piir@otfs;a.re. fiO.f. re(j!{ire.d to
,~~~~( ~~~ 3~a~ . aiftl -~~fl..t~t.i.M/cn(~rift::';b!f;(·i fl.l.~'-r' ·be
a~¢.hori?,· to:_ .. }~ ·_.~~pp.ortf.~¥ · ,r{(:f~t.u,te.;.;to ;tne.e1 the
provis!o~ oftbis,cor;le'. . . · . ·
206.6 Retaining Walls
Retaining walls shall be designed to resist loads due to the
lateral pressure of retained ma terial in accordance with
accepted engineering practice. Walls retaining drained
soil, where the surface of the retained soil is level, shall
be designed for a load, N, equivalent to that exerted by a
fluid weighing not less than 4.7 kPa per meter of depth
and having a depth equal to that of the retained soil. Any
surcharge shall be in addition 10 the equivalent fluid
pressure.
Retaining walls shall be designed to resist s liding by at
least 1.5 times the lateral fo rce and overturning by at least
1.5 times the overturning momcnl, using allowable s tress
design loads.
206.7 Water Accumulation
All roofs shall be designed with sufficient slope or
camber to ensure udcquate drainage after the long-term
deflection from dead load or shall be designed to resist
ponding load, P, combined in accordance with Section
203.3 or 203.4. Ponding load shall include water
accumulation from any source due to deflection.
206.8 Uplift on Floors and Foundations
In the design of basement floo rs and si milar
approximately ho rizontal elements below grade, the
upward pressure uJ water, where applicable , shall be
taken as the full hydrostatic pressure applied over !he
entire area. The hydrostatic load shall be measured from
the underside of the construction. Any other upward
loads shall be included in the design.
Where expansive soils arc present under foundatio ns or
s labs-on-ground. the foundations, slabs, and other
<.:omponents shall be designed lO to lerate the movement or
Nal1oncll Structural Code of tile Pl1ilippines 61
" Edition Volu1110 1

59. 2·16 CHAPTEFI 2- Minimum Design loads
resist the upward loads caused by the expansive soils, or
the expansive soil shall be removed or stabilized around
and beneath the structure.
206.9 Crane Loads
206.9.1 General
The cwne load shall be the rated capacity of the crane.
Design loads for the runway beams, including
connections and support brackets, of moving bridge
cranes and monorail cranes shall include the maximum
wheel loads of the crane and the vertical impact, lateral.
nnd longi tudinal forces induced by the moving crane.
206.9 .2 Maximum Wheel Load
The maximum wheel loads shall be the wheel loads
produced by the weight of the bridge, as applicable, plus
the sum of the rated cap:~city and the weight of the trolley
with the trolley positioned on its runway where the
resulting load effect is maximum.
206.9.3 Vertical Impact Force
The maximum wheel loads of the crane shall be increased
by the percentages shown below to determine the induced
vertical impact or vibration force:
I. Monorail cranes (powered) 25%
2. Cab-operated or remotely operated bridge
cranes (powered) 25%
3. Pendant-operated bridge cranes (powered) 10%
4. Bridge cranes or monorail cranes with
hand-geared ridge. trolley and hoist 0%
206.9.4 Latenll Force
The lateral force on crane runway beams with electrically
powered trolleys shall be calculated as 20% of the sum of
the rated capacity of the crane and the weight of the hoist
and trolley. The lateral force shall be assumed to act
horizontally at the traction surface of a runway beam, in
ei ther direction perpendicular to the beam, and shall be
distributed with due regard to the lateral stiffness of the
runway beam and supporting structure.
206.9.5 Longitudinal Forces
The longitudinal force on crane n111way beams, except for
bridge cranes with hand-geared bridges, shall be
calculated a~ I 0% of the maximum wheel loads of the
crane. The longitudinal force shall he assumed to act
horiwntnlly nt the traction surface of a runway beam, in
either direction parallel to the beam.
206.10 Heliport and Helistop Landing Areas
In addition to olher design requirements of this chapter,
heliport and helistop landing or touchdown areas shall be
designed for the following loads. combined in accordance
with Section 203.3 or 203.4:
I . Dead load plus acwal weight of the helicopter.
2. Dead load plus a single concentrated impact load, L,
covering 0.1 m2 of 0.75 times the fuily loaded weight
of the helicopter if it is equipped with hydraulic-type
shock absorbers. or 1.5 times the fully loaded weight
of the helicopter if it is equipped with a 1igid or skid­type
landing gear.
The dead load plus a uniform live load. L, of 4.8 kPa. The
required live load may be reduced in accordance wi th
Section 205.5 or 205.6.
/SSOCiiltion of Structural En9ineers of the Pl1ilipp1nes

60. . . . . ' . . ~.
207.1 General
207.1.1 Scope
Buildings, towers and other vertical structures, including
the Main Wind-Force Resisting System (MWFRS) and all
components and cladding thereof, shall be designed and
constmcted to resist wind loads as specified herein.
207.1.2 Allowed P1·ocedurcs
The design wind loads for buildings, towers and other
vertical stn1c1Ures, including the MWFRS and component
and cladding clements thereof, shall be determined using
one of the following procedures: (I) Method I ·~
Simplified Procedure as specified in Section 207.4 for
building meeting the requirements specified therein; (2)
Method 2 - Analytical Procedure as specified in Section
207.5 for buildings meeting the requirements specified
therein; (3) Method 3 - Wind Tunnel Procedure as
specified in Section 207 .6.
207.1.3 Wind Pressures Acting on Opposite Faces of
Each Building Surface
In the calculation of design wind loads for the MWFRS
and for componellls and cladding for buildings, the
algebraic sum of the pressures acting on opposite faces of
each building surface shall be taken into account.
207.1.4 Minimum Design Wind Loading
The design wind load, determined by any one of the
procedures specified in Secrion 207.1.2, shall be not less
than specified in this section.
207.1.4.1 Main Wind-Force Resisting System
The wind load to be used in the design of the MWFRS for
an enclosed or partially enclosed building or other
structure shall not be less than 0.5 kPa multiplied by the
area of the building or structure projected onto a vertical
plane normal to the assumed wind direction. The design
wind force for open buildings and other struct ures shall be
not less than 0.5 kPa multiplied by the area A1 as defined
in Section 207.3.
207.1.4.2 Components and Cladding
The design wind pressure for components and cladding of
buildings shall not be less than a net pressu re of 0.5 kPa
acting in either direction normal to the surface.
207.2 Definitions
The following definitions apply to the provisions of
Section 207.
CHAPTER 2 -- Minimum DHsign Loads 2·17
APPROVED.
jurisdiction .
Acceptable to the authority having
BASIC WIND SPEED, V Three-second gust speed at
I 0 rn above the ground in Exposure C (sec Sect ion
207 .5.6.3) as determined in accordance with Section
207.5.4 and associated with an annual probability for 0.02
of being equaled or exceeded. (50-years mean recurrence
interval).
BUILDING, ENCLOSED is a building that does not
comply with the requirements for open or partially
enclosed buildings.
BUILDING ENVELOPE. Cladding, roofing, exterior
wall, glazing, door assemblies, window assemblies,
skylight assemblies, and other components enclosing the
building.
BUILDINGS, FLEXIBLE. Slender buildings that have
a fundamental natural frequency less than I Hz.
BUILDING, LOW-RISE. Enclosed or partial ly enclosed
building that comply with the following conditions:
I. Mean roof height h less than or equal to 18 m.
2. Mean roof height h docs not exceed least horizontal
dimension.
BUILDING, OPEN. A building having each wall at least
80 percent open. This condition is expressed for each
wall by the equation A,<:: 0.8 AK where
BUILDING, PARTIALLY ENCLOSED is a building
that complies with both of the following conditions:
l. the total area of openings in a wall that receives
positive external pressure exceeds the sum of the
areas of openings in the balance of the building
envelope (walls and roof) by more than I 0%; and
2. the total area of openings in a waJI that receives
positive external pressure exceeds 0.5 m' or I
percent of the area of that wall, whichever is smaller,
and the percentage of openings in the balance of the
building envelope docs not exceed 20 percent.
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226. combinations [rom this chapter in conjun ction with strength
reduc tio n factors of Section 426 shall not be permitted.
CHAPTER ~ - Concre te 4 ·~ 3
the appropr iate load combinations of ASCE I SEI 7 shall be
used.
409.3 Required Strength
409.3.1 Required strength U shall be at least equal to the
effects of factored loads in Eq. 409 -1 through Eq, 409-7.
The effect of one or more loads not acting simultaneously
shall be investigated.
U = 1.4(D + F)
U = L2 (D+ F+T) + 1.6 (L+/i) + O.5(L . or R)
U = 1.2 D + 1.6 (L. or R) + ( 1.0L or 0 .80 II')
U = 1.2 D + 1.6 II' + 1.0 L +0.5 (L. or R)
u = 1.2 D + 1.0 £+ 1.0 L
U = 0.9 D + 1.6 II' + 1.6 H
U = 0 .90 D + 1.0 E + 1.6 If
(409- 1)
(409-2)
(409-3)
(409-4)
(409-5)
(409-6)
(409-7)
except as follow s:
I. The load factor on the live load L in Eq. 409 ·3 to 409-5
shall be permitt ed 10 be reduced to 0.5 except for
garages , are as occupied as places of publi c assemb ly.
and all areas where L is grea ter than 4.8 kN/m 2
•
2. Vhere wind load W has not been reduced by a
directionality factor , it shall be pen nined to use 1.3Win
plac e of 1.611' in Eq. 409-4 and 409·6.
3. Where E, the load effects of eart hquake, is based on
se rvice-level seismic forces. 1.4£ shall be used in place
of 1.0£ in Eg' 409·5 and 409-7.
4. The load factor on If. loads due to wcight and pressure
of soil , water in so il, or other mater ials. shall be set
equ al to zero in Eq. 409-6 and 409 -7 if the structural
action due to H counteracts tha t due to W or E. Where
lateral earth pressure provides resistance to structur al
ac tions from othe r forces, it sh all not be included in H
but shall be incl uded in the design resistan ce.
409.3.2 If resistance to impact effec ts is taken into account
in de sig n, such effects shall be includ ed with live load L. _
409.3.5 For post-tensioned anchorage zone des ign. a load
factor of J.2 shall be appli ed to the maximum tendon
ja cking force.
409.4 Design Strength
409.4 .1 Design stren gth provided by a member, its
connections to other members and its cros s sections. in
terms of flexure, axial load. shear and torsion , shall be taken
as the nomin al strength calculated in acco rdance with
requirements and assumptions of this Sect ion . mult iplied by
a strength-reduction factor ¢ in Sections 409.4 .2. 409.4.4
and 409.4.5 .
409.4.2 St re ngt h-Reduct ion Factor
Strength-reduction factor ¢ shall be given in Sections
409.4.2. 1 through 409 .4.2.7:
409 .4.2.1 Ten sion controlled sections as defined in Section
4 10.4.4 (see also Scct ion 409.4.2.7) 0.90
409 .4.2.2 Compress ion contr olled sec tion s, as defined in
Sec tion 4 10.4.3:
I. Members with spiral rein forcement
conforming to Section 4 10.10.3 .. .................. 0.75
2. Other reinforced members 0.65
For sect ions in which the net tensile strength, Cr . is between
the limits for compress ion-cont rol led an d tension-controlled
sections, ¢ shall be permi tted 10 be linearly increased from
that for compression-con trolled sections to 0 .90 as f.,
increases from the compression-controlled strain limit 10
0.005.
Altern atively , when Section 425 is used, for membe rs in
which [I' does not exceed 415 MPa, with symmetric
reinforcement, and with (11 • cl')/I! not less than 0.70. ¢ shall
be permitted to be increased linearly to 0.90 as ¢ P,
decreases from 0.10 Fe A,( to zero. For other reinforced
members. ¢ sha ll be permitted to be increased linearly to
0.90 as ¢ P" decreas es from 0.10F, A ~ or ¢ Ph. whichever is
smaller. to zero.
409.4.2.3 Shear and torsion (Sec also Sect ion 409.4.4 (or
shear walls and frames in Se ismic Zone 4) 0.75
409.4 .2.4 Bearing on concrete (except for post -
tensioning anchorage zones) 0.65
409.3.3 Estimations of differential scu lcmcm. creep.
shrinkage, expa nsio n of shrinkage-co mpensating concrete or
temperat ure change shall be based on a realistic assessment
of such e ffects occurring in service.
409.3.4 If a struc ture is in a flood zone. or is subje cted to
forces from atmospheric precipitations . [he flood la nds and
409.4.2.5 Post-tensioned anchorage zones 085
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