SIXTH EDITION
NSCP C101-10
NATIONAL STRUCTURAL CODE OF THE PHILIPPINES 2010
I
VOLUME I BUILDINGS, TOWERS AND OTHER VERTICAL STRUCTURES
!
SIXTH EDITION
~
}
I! i
i
'
I I !
Association of Structura l Engineers of the Philippines Suite 7 13, F ut urc Point Plaza Condominiu m I 11 2 P a na y A venue, Qu ezon C ity, Philippines J 100 Tel. No ; ( +632) 410-0483 Fax No. : (+632) 4 11-8606 Ema i I: ;1'i~2!lnli'.1£i(f' illJJ.illi-.~~!ll! Website: http://www.ascponline.org 111 Nat1onal Structural Code of the Philippines 6 Edition Volume 1
NSCP C101-10
NATIONAL SlfrRUCTURAL CODE OF THE PHILIPPINES I
2010
1
t ! !
j
I l
VOLUME I BUILDINGS, TOWERS AND OTHER VERTICAL STRUCTURES
I
•[ f
l
SIXTH EDITION
i i i
i '
Association of Structural Engineers of the Philippines
NATIONAL STRUCTURAL CODE OF THE PHILIPPINES (NSCP) CIO I -10 Volume I Buildings, Towers and Other Vertical Structures Sixth Edition, 20 I0, First Ptinting Copyright @ 20 I0, The Associatio n 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
[email protected] 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, 20 10
1
National Structural Code of the Philippines 6 h Edition Volume 1
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 attaini ng 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 grati tude 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
Presidem Association of Structural Engineers of the Philippines, 2009-2010
Association of Structural Engineers of the Philippines
CHAPTER 2 - Minimum Design Loads
0.9D+l.6W+1.6H
(203-6)
0.9D+l.OE+1.6H
(203-7)
where:
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.
t
2-5
/ 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~:;
·
;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? .
203.2 Symbols and Notations
D E £,
=dead load =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
F
= load due to fluids
208.5. L.l
with well-defined pressures and
maximum heights 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 arisi ng from resulting from contraction or expansion temperature t:hange. shrinkage. moisture change. creep in component mat erial~ , movement due to differential sett lement, or combinations thereof . W = load due to wi nd pressure
H
= load due
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
(203-8)
D+H+F+L+T
(203-9)
D + H + F + (L/>r R)
(203-10)
D+ H + F +0.75[L + T + (Lror R)]
(203-ll)
D + H
+F +
(wor
203.3.1 Basic Load Combinations
Where load and resistance 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: (203- I)
1.2(D+ F + T)+ I .6(L+ H }+O.S(l.r or I?)
(203-2)
1.2 D + 1.6(L, orR )+ (/1L or 0.8W)
(203-3)
l .2D + 1.6W + ~L+0.5(Lr orR)
(203-4)
1.2D + 1.0£+ //-
(203-.'i)
(203-12)
No increase in allowable stresses shall be used with these load combi nations except as specifically permitted by Section 203.4.2.
203.3 Load Combinations using Strength Design or Load and Resista nce Factor Design
!.4(D+F)
E ) 1.4
111
Niltional Structural Code of tl)e Philippines 6 Edition Volume 1
2·6
CHAPTER 2 - Minimum Design Loads
203.4.2 Alterna te 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~~)]
(203-13)
0.60D+W+H
(203-14)
E 0.60D + -+H
(203-15)
+ L+ LrCor R)
(203· 16)
1.4
D
D+L+W D +L+
(203-17) E
(203-18)
1.4
~f..~pjiP(I:'·:•,:: . . ·.
. ·. .:·'· ·. ·: : ::· . 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 '
0
•
•
·~
•
203.4.3 Other Loads Where P is l
(203·20)
where:
f1
= 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
CHAPTER 2- Minimum Design Loads
2-7
Table 204-1 Minimum Densities for Design Loads from Materials (kN/m3) Material
Density
Aluminum ..................................................................................... 26.7
Density
Material
Lead ............................................................................................. 111 .5
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
MASONRY. Concrete (solid portion) Lightweight units .................................. ................... ........... 16.5 Medium weight units .......................................................... 19.6 Normal weight uni1s ............................................................ 21.2
Coal
Masonry grout ................................................................. .............. 22.0
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
Masonry, Rubble Stone Granite ................................................................................. Limestone, crystalline ........................................... .......... .... Limestone, oolitic ................................................................ Marble .................................................................................. Sandstone ............................................................................. Mortar, cement or lime .......................................................
Copper ................................................................. ......................... Cork. compressed ......................................................................... Earth (not submerged) Clay, dry .................................................................. ........... Clay, damp .......................................................................... Clay and gravel. dry ............................................................ Silt, moist. loose .................................................................. Silt, moist, packed ............................................................... Silt, flowing ......................................................................... Sand at1d g ravel, dry, loose ................................................ Sand and gravel, dry. packed ................................................ Sand and gravel. wet............................................................. Earth (submerged) Clay ...................................................................................... Soil ..................................................................................... River mud ............................................................................ Sand or :<.:tvcl ............... ................................................... . Sand or gravel and clay ..................................................... .
87.3 2.2
9.9 17.3 15.7 12.3 15.1 17.0 15.7 17.3 18.9 12.6 11.0 14 I 1).4
10.2
Glass ........................... ............................................................... .. 25.1 Gravel, dry ................................................................................. .. 16J Gypsum. loo~c .............................................................................. 11.0 Gypsurn, wallboard ...................................................................... 1.1) Icc 9.0 Iron Cast 70.7 Wrought .......................................................................... .. 75.'1
Lime Hydrated, loose .................................................................... Hydrated. compacted ..........................................................
5.0 7 .I
Masonry, Ashlar Stone Granite ................................................................................. Limestone, crystalline ......................................................... Limestone, oolitic ................................................................ Marble .................................................................................. Sandstone ............ .......................................... ............ ...........
25.9 25.9 21.2 27.2 22.6
Masonry, Brick Hard (low absorption) ......................................................... 20.4 Medium (medium absorption) ............................................ 18.1 Soft (high absorption} ......................................................... 15.7
24.0 23.1 21.7 24.5 2 1.5 20.4
Particle board ..... .. ........ ........... ... ... .. ........... ... .... .... ... .. ... .. ... ...... ..... 7.I Plywood .......................................... .............................................. 5.7 Riprap (notnubmcrged) Limestone ................................................................. ........... 13.0 Sandstone ..... ........... ............................................................. 14.1 Sand Clean and d!)' ....................................................................... 14.1 River, dry ............................................................................. 16.7 Slag
11.0
Bank Bank screenings ............................................... ................... Machine ............................................................................... Sand .................................................................................... .. Slate ............................................................................................... Steel, cold-drawn ..........................................................................
77.3
Stone, Quarried, Piled Basalt, granite, gneiss ......................................................... Limestone, marble, quartz. .................................................. Sru1dstonc ............................................................................. Shale ..................................................................................... Greenstone. hornblende ......................................................
15.1 14.9 12.9 14.5 I 6.8
17.0 15.1 8.2 27.0
Terra Cotta, Architectural Voids filled .. .. .... .. .. .. . .. . .. .. .. .. ... .. .. . .. .. .. .. .. .. . . .. .... 18.9 Voids unfilled ................................................... 11.3 ................................................................................. 72.1
Tin
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 6
11
'
Edition Volume 1
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 stoneconcrete 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 stoneconcrete 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 stoneconcrete 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 Sizes (mm)
'
.Jgis~.~~P.~~i~l.S. ' 400 ' 600 mm mm mm
... ·-~6~~~- J:::~;~-j·: : C~0.-~~~~j . . ~:j6·. .· sox1so
!
.L..g:~~-- r· ·-6·:~~-- J ?:~s
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 .. . .... ... ..... .. ....... .... ....... 0.1 9 Wood studs 50 x 100, plastered one side ......................................... ... 0.57 Wood studs 50 x I00, plastered two side .......................................... 0.96
Associa tion of Structura l Engineers of tile Philippines
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 (m m) Spacing ; 100 ; 150 : 200 . 16.5 kN/n? Density of Unit &rO.ui: : :~T9~5~~T i.. :~A~ . ~99. ... . . ,__L:J.9,...L !.53 i 2.o 1 6oo 1.5o : 1.63 ·· :-- ·
:Ho:
:~·99: Full
.. is .. .L:
::
2:2o·· :·::·: :r=L22~] · T9z--r ··2:s4 ·· : 2.50 i .
2.63
. 1?.6~1'-Jinr ..12~.~~_si!J..?fUn i t ... ~.o. grou t
80~J
~~~
Full
300
'
Component
: . _1.?:~ .. , 1.34 . !.59 ~ 1. n
.. ;.. +:~89. .:.; 2.69
1.72
,...X.~? .. ~:~~ i; .22..82 :~4
: 2.82 ;.. 3:88
r ,- · -..·- ·••- ,-::..:.:.=-.c..-_::..:.:::.::__
.?/-.2 ..kJ~-I/n_r. _Q~D~i_ty of lJ11i_t No grout
r·3:59 ..
i
1.39
i 1.44
r::r~;:: : ! 2.59
joQ. : . : : : l: ~L?.L.i . IJ2 i 1.96 ·600 4oo· · · · ······:!.. ..21.83 :·~-3. ..... . 2.2
···!·········--··········
i 2.97
r··3:9t=
Ful l
2 84
i 2.92
CHAPTER 2 -· Minimum Design Loads
2·9
204.1 General
205.1 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 eq uipment, includin g the weight of cranes.
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.
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.
205.2 Critical Distribution of Live Loads Where structural members are arranged continuity, members shall be designed using conditions, which would cause maximum bending moments. This requirement may be accordance with the provisions of Section 205.4.2, where applicable.
to create the loading shear and sat isfied in 205.3.2 or
205.3 Floor Live Loads
204.3 Partition Loads
205.3.1 General
Floors in office buildings and other buildings where partition locations are subject to change shall be designed to s upport, in add ition to all other loads, a uniformly distributed dead load equal to 1.0 kPa of floor area.
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 bui ldings 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 Un iform 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 des igned to support safely the uniformly distributed li ve 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 concentrati on 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, consistin g of two or more loads spaced 1.5 m nominally on center without uniform live loads. Each load s hall be 40 percent of the
National Structural Co(Je of tile Philippines 6
11 '
Edition Volume 1
2-10
CHAPTER 2 ·-Minimum Desi9n Loads
accordance with Section 203.3 or 203.4 as appropriate , producing the greatest stresses shall govern.
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 2 of 0.015 rn without uniform live loads. The condition of concentrated or uniform live load, combined in
205.3.4 Special Loads Provision shall be made for the special vertical and latera l loads as set forth in Table 205-2.
Table 205-l -Minimum Uniform and Concentrated Live Loads
-·- ·--- ·-·-··-··..··-
- - ................_______.._________________..______.._________ ..-----------..- -..-....- --.,--·- ·c:'Onccntratc·d---··1 usc or Occut>ancy Uniform Load Load ----
Category
1. Access floor systems
r - - --
···-~ -- --···-
----·-···----.. v. --·--- ·----·--·-- -·· ·------·-···---------
Description
kPa
Office use
2.4
kN
----- - -- - ---1-- -------1------------1
..
. 4.8
Computer use
2. Armories 7.2 0 f - - - - - - - - - - - - - - - - - 1 - - - - - - - - - - - - t - - - - - - - - - - ----·..·-------2.9 0 Fixed seats 3. Theaters, assembly areas .land auditoriums.
Movable seats
4.8
0
Lobbies and platforms
4.8
0
Stages areas
7.2
0
3.6
0
4. Bowling alleys, poolrooms and similar recreational areas 5. Catwalk for maintenance access 6. Cornices and marquees
- - - - - - - --
-
1.3
1.9
· - - - - - - - - - - - - · - -........................-·------~-----
- - - - --- -··- ----- ··----- -·-
. ---·~-----..............................._ - ··- - -- - - · - - - - -! - - --
7. Dining rooms and restaurants
·- -- 0
0
4.8
8. Exit facilities 5
4.8 ·--------..- -- ---tGeneral storage and/or repair 4.8
-·-----~--···-------------1----------------
-
9. Garages
- -..--··---- ----·- -----·--
..._ ...............- ...,..__________
. 19
Private or pleasure-type motor
--------·-------------- - - - -i-- -- v_ e l.....Ji.....c..... le_."st-..... o_ra_.,g,_e_ ___i - -- ·Wards and rooms
- - - - --!· -- - - ·---..- - -..·----
!.9 1- -------..,.----..,.---t-------------Laboratories & operating
l 0. Hospitals
---------~
2.9
4.5
z
rooms 1 - - -----'--- - - - - - - - -.. ---------- -- .........._.._____.._ ____ ____ _ __................._ Corridors above ground floo r
- - ------.................
----------~·-- ·-------·---·----·-------·
...........·--·--·-·· -----
Reading rooms
1-- - -- - -·--------
I I . Libraries
Corridors above ground floor
_
4.5
___ _____
........_..
2
2.9
4.5
7.2
4.5 l 4.5
6.0
·-- - ------------------· ..- ..--..---..- ·---- ·- ·--t-----·--Heavy ...__ _
_
__ __
·
------- ·----- -- ------·-----
Light
12. Manufacturin g
--
--------------- ...............---------·----
Stack rooms
·------------------ --·-·-- ---------·. ------------- -1-
- - - - - - - ---- ---........... _
- - -- - -- -- - j
12.0
, _ .._____ _.L....._______,,.,_ _ _.._ _ _ _ _ _.......... ____ - - - · -- - - --
Association of Structural Engineers of the Pt1ilippines
- -- - - ·
CHAPT ER 2 -· Minimum Design Loads
...,. ..
., ,
.......... . ··-·- -----···-··············
Usc or Occupancy ··-··" .......... . ------....... ·-·.. --------- -----··-·.. ... ····· -·· .
-·- - ·~ ------ ---~ --
Category
Description
----
Con centrated
Uniform Load 1 Load .... ------·-·····-. ----------------------- ·····--- ..... kN kPa
- -- - ·-----~- - --- -·-·
·-
Call Centers & BPO
2.9
-~-----
Lobbies & ground floor corridors
13. Office
!4. Print ing plants
16. Res trooms
9.0
Offices
2.4
9.0
Building corridors above J:~ round floor
3.8
9.0
Press rooms
7.2
11.0 2
Composing and linotype rooms
4.8
9.0 2
Basic floor area
1.9
Exterior balconies
2.9 4
0
Decks
1.94
0
Storage
1.9
0
--
--
--
·-
4.8
0
Same as area served or Occueancy
--
--
C lassrooms
1.9
4 .5 2
Corridors above ground floor
3.8
4.5
Ground floor corridors
4.8
4.5
Public access
12.0
--
9
·-----
17. Reviewing stands, grandstands, Bleache rs. and folding and telescoping seating
-------·-----------
18. Roof decks
19. Schools
20. Sidewalks a nd dri veways ...
l,ight 6.0 _____ ________ .. ___ ,._ ..___________ _.._________ .,
2 1. Storage
,
Heavy
..
·---·-
12.0
-
NOTES 1:0R TAIIL£ 205-1 1
-
2
7
--
-- ___ _ _____
---·-•-v~--····-·----·
.,
..
2
4.5
Who lesale
6.0
13.4 2
--
4.8
--
-
-
06
4.8
Retail
22. S tores 23. Pedestrian bridges and walkways
9.0
···- -- ---
···-
4.8
15. Reside ntial 8
2·11
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< .t a.f corridorJ ,\·cn•inR an on'UJHm t load of/() o r more pct.wms. exterior f'.rit IJolronit•s. JtairwayJ, fin• t>S<'(If><'s 1
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 d esignt!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.
11
National Structural CorJe of th<-: Philippines G ' Edition Volume! 1
2-12
CHAPTEI~
2 ···Minimum Design Loads
Table 205-2 Special Loads' ______U _____()____________ sc or ccupancy Load Load ·--·--··-·-···- ---------· -·--······-·--···--.J---=-==---l---····--·------c_._at_c~g~o~r}~'----~---~:~cri~!-ic_ll_l_,~__k_·P_•_t_~___k_·I_>_a_~ r·---:V-:c-t-.t.,-ic-a-:-1--r-L-a-tc--r-a~l··-
I.
Construction, public access at site (live load}
s~~e
' 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~.
No/1'3
·' 111e impact facwrs included are for crmu~s with ,,·t{·d ll'ht.>e/s
Walkway 7.2 1---·----··------------------·- ------·---Cmtopy 7.2
- ··-·-----------·- -- 1- -- - - - - -J---- - - t - - - -j 2.
(Jrandstant~~.
reviewing, stands bleachers, and folding and telescoping seating (live
1.75
Scats and footboards
load}
3.
Stage accessories (h vc load}
Catwalks
1.9
Fo!low--;;-j;;i':··- -·--·-·----·- - - - · projection and
2.4
·------------·j....::contro!_~·oot!!.:'._ ·------··------- --------------Over stages 1.0 4.
Ceiling framing (live load)
A!! uses except over 0.5 4 ______________ . stages·-·-····----- ···-·-·--·-········----·- ··- ______ _ 5. Partitions and 0.25 i ntcrior wa! Is,
1--:---::::----..,......---+- - - - · - - --·----·--·-!-----1 6.
Elevators and dumbwaiters (dead and live loads}
Cranes (dead
b<• combined with tirose of 1.-oolnote 7.
______________--1--------4 I .2) X Iota!
including impact
load'
Exit facilities serving an occupant load greater than Balcony railings and guardrails
righl (m/:lex over tlu.! emire tributtll)' area. including opcninns and Sf>aces between mils. Heactions due to this loading lll'Cd nor
loads
increase
B.
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 com1eclion s. lhl' impact factors .r/w/1 be 1.10. " 7/Jis applies in the ditcction porollel to !lu ru11way rails (long imdinal). The factorfo r forces P<'tpem/icuiM 10 the m il 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
2 x total
~--~~~----------.ro -,~!load
7.
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'.
0.10 X total load
• 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<~ 10
6
may b.e distril>ured ow:r a JOO·mm·squarC' t1NYl. '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/ 8 90 N applied in WI)' din~ction or any poinl on lhl' rail. 'l11t.'.W loads sltalf not l>e a.\·sunwd to acl c·umulmil'el\· with Item 9. . 1
0.75 7 kN/m
1-=-5(::....}- - - - - 4 - - - - - - - - -·-··--
Other than exit facilities
-
0.30 kN/m
11
7
0
\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.
The 1. 1 kN load is
Components
------·------- -····- ---·---- ·····------····· 9
Vehicle bm-ricrs
I 0. Handrai Is
I I . Storage racks
12. Fire sprinkler
struct ural support
-------------- ------
Over 2.4
high
111
St~e
See
Nore 10
Note 10
Total loads"
See
weight of water-filled
Table
10
be applied ro any single fir~: sprinkler
!·wppon poi111 hut not :;imuil
Table ·---·---····--··---------+--------+-.::..2(~)(:....1·:..1:2:._ 1.1 kN plus
See
J' 208-12 ~c~·-'--~---------
_ _ _ _ _ _i __ _
Association of Structural Engineers of ttw Philippines
CHAPTE:A 2 - Minimum Design Loads
2·13
Table 205-3 Minimum Roof Live Loads 1
·- - -----
METHOD I Tributary Area (m l) oto 20 Tio to 60 Over 60 Uni rorm Load (kPa)
ROOF SLOPE l. Flat J or rise less than 4 units venic'hl in 12 units horizontal (33.3% slope). Arch
METHOD2
(kPa)
Rate of Red uction, r
Maximum Reduction R (percentage)
Uniform Load 2
!.00
0.75
0.60
1.00
0.08
40
0.75
0.70
0.60
0.75
0.06
25
3. Rise 12 units vertical Ill 12 units horizontal (100% slope) and greater. Arch or dome with rise three-eighths of span or greater.
0.60
0.60
0.60
0.60
4. Awnings except cloth covered."
0.25
0.25
0.25
0.25
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 wi th rise one-eighth of span to less than three-eighths of span.
No reduction permiued
- - --------·----- - ---·-------- -----····-·..
--·-
~·-
lath 5. Greenhouses, agri cultural bui ldings. 5
houses
and
0.50
0.50
0.50
0.50
1 For specinl-purpos~ ronfr. s~e Section 205.4.1. 1
J
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'.
"".I'
A flat roof is rt)(Jf ~<·ith a slope lc.u thrm /14 unit>•erticnl in / 2 unit.< lw ri:onta / (2 % slope). The lil't' food fo r 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 fo r 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 vertically 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.
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 following 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 simu!tancousl y.
:t
Water accumulation as prescribed in Section 206.7.
Exception: Alteniate spar; loading need not be considered where the uniform roof live load is 1.0 kPa or more.
National Structural Co
111
Eclition Volun1e 1
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, wherei n 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 li ve 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, exce pt fo r floors in places of public assembly and for li ve loads g reater than 4.8 kPa, in accordance with the following equation: R = r(A -15)
(205- I)
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 livc 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
= 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) L
The influence area A 1 is four times the tri butary 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.
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 D L
R r
= area
of floor or roof supported by the member, square meter, m2 = dead load per square meter of area supported by the member. kPa = unit live load per square meter of area supported by the member, kPa = reduction in percentage,%. = rate of reduction equal to 0.08 for floor.~. Sec Table 205-J for roofs
f-o r storage loads exceedi ng 4.8 kPa, no reduction shall be made, except that design live loads on columns may he reduced 20 percent.
/l.ssoci<.ltion of StructurAl Engineers of the Pl1ilippines
206.5 Interio r Wall Loads
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.
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 subjec ted 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 s imultaneously 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 requireme nts 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'.
.
.·
.
·
206.3 Impact Loads The Jive loads specified in Sections 205.3 shall be assumed to include allowance for o rdinary impact condi tions. 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 J00% fo r impact.
206.3.2 Machinery For the purpose o f desig n. the weight of machinery and moving loads shal l be increased as follows to allow for impact:
I.
Elevator m achinery
2.
Light mac hinery, shaft- or motor-dri ven
3.
Reciproc ating mac hinery or power-driven units 50%
4.
Hangers for
100%
floors and balconies
20%
33%
All percentages shall be increased where specified by the manufac turer.
206.4 Anchorage of Concrete and Masonry Walls Conc re te a nd masonry wall s shall be anchored as required by Section I 04.3.3. S uc h anchorage shall he capable o f resisti ng the load combinations o f Section 203.3 or 203.4 using the grea ter o f the wind or earthquake loads requi red by this chapter o r a mi nimum hori zonta l force o f 4 kN/m of wall , substituted for£.
206.6 Retaining Walls Retaining walls sha ll be designed to resist loads due to the lateral pressure of retained ma terial in accordance with accepted engineerin g 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 surc harge shall be in add ition 10 the equi valent 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 w ith sufficient slo pe or camber to ensure udcquate drainage after t he 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 accumu latio n from any source due to deflection .
206.8 Uplift on Floors and Foundations In the design of basement floo rs and si mi lar approximately ho rizontal elements below grade, the upward pressure u J water, where applicable , sha ll be taken as the full hydrostatic pressure applied over !he entire area. The hydrostatic load shall be measured from the underside o f the co nstruction. Any other upward loads shall be included in the design. Where expansive soi ls a rc present under foundati o ns or s labs-on-ground. the foundatio ns, slabs, a nd other <.:omponents shall be designed lO to lerate the moveme nt or
Nal1oncll S tructural Code of tile Pl1ilippines 61" Edition Volu1110 1
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 appl icable, 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.
206.10 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 wi th 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 fuil y 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.
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 La tenll 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 either 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 .
/\SSOCiiltion of Structural En9ineers of the Pl1ilipp1nes
CHAPTER 2 -- Minimum DHsign Loads
. .. . '
..
~.
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 structures shall be not less than 0.5 kPa mu ltiplied by the area A1 as defined in Section 207.3.
APPROVED. jurisdiction.
Acceptable to the
2·17
authority having
BASIC WIND SPEED, V Three-second gust speed at I 0 rn above the ground in Exposure C (sec Section 207 .5.6.3) as determined in accordance with Section 207.5.4 and associated with an annual probabilit y 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 followi ng conditions: I.
Mean roof he ight h less than or equal to 18 m.
2.
Mean roof height h docs not exceed least horizontal dimension.
BUILDING, OPEN. A building hav ing 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.
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.
National St1·uctural CorJe of the Philippines 6111 E'cJition Volume 1
ilippines
eers of the Phllippincs
1
nes
es
, .,. 511
CHAPTER ~ - Co ncre te
4 ·~ 3
combinations [rom this chapter in conjun ction with strength reduc tio n factors of Section 426 shall not be permitted.
the appropr iate load co mbinations of ASCE I SEI 7 shall be used.
409.3 Required Strength
40 9.3.5 For post-tensioned anchorage zone design . a load factor of J.2 shall be appli ed to the maximum tendon ja cki ng force .
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 on e or more loads not acting simultaneously shall be investigated.
409.4 Design Strength 409.4 .1 Design stren gth provided by a member, its connections to other membe rs and its cros s sections. in term s of flexure, ax ial load. shear and to rsion , 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 .
U = 1.4(D + F)
(40 9- 1)
U = L2 (D+ F + T) + 1.6 (L+/i) + O.5(L . or R)
(409-2)
U = 1.2 D + 1.6 (L. or R) + ( 1.0L or 0 .80 II')
(409-3)
U = 1.2 D + 1.6 II' + 1.0 L + 0.5 (L. o r R)
(409-4)
u=
(409 -5)
409.4.2 St re ngt h- Redu ct ion Facto r
U = 0.9 D + 1.6 II' + 1.6 H
(409 -6)
Strength-reduction factor ¢ shall be gi ven in Sections 409.4.2. 1 through 409 .4.2.7:
U = 0 .90 D + 1.0 E + 1.6 If
(409-7)
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
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 o f publi c assemb ly. 2 and all areas where L is grea ter than 4.8 kN/m •
409 .4.2.2 Co mpress ion contr olle d sec tion s, as defined in Sec tion 4 10.4.3:
1.2 D + 1.0 £ + 1.0 L
except as follow s: I.
2.
\Vhere wind load W has not been reduced by a directionality factor , it shall be pen ni ned to use 1.3 W in plac e of 1.611' in Eq . 409-4 and 409·6.
3.
Wh ere E, the lo ad effects of eart hquake, is based on se r vice-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 , wa ter 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 pressur e provides resistance to structur al ac tio ns from o the 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. _ 409.3.3 Estimations o f differential scu lcmc m. creep. shrinkage, expa nsio n of shrinkage-co mpensa ting concre te or temperat ure change shall be based o n a realistic assess ment of such e ffects occurring in service. 409 .3.4 If a struc ture is in a flood zone. o r is subje cted to forces fro m atmospheric precipitations . [he flood la nds and
I.
2.
Members with spiral rein forcem en t conforming to Section 4 10.10.3 .. ..................
0.75
Other reinforced members
0.65
For sect ions in which the net tensile strength, Cr. is between the limits for co mpress ion-cont rol led an d tensio n-controlled sectio ns, ¢ shall be permi tted 10 be linearly increased from that for compression-con trolled sectio ns to 0 .90 as f., incre ases from the co mpression-controlled strain lim it 10 0.005. Altern atively , when Sectio n 425 is used, for membe rs in which [I' does not exceed 415 MPa, with s ymmetric 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 o ther reinforced memb ers. ¢ sha ll be permitted to be increased linearly to 0.90 as ¢ P" decreas es from 0.10 F, A ~ or ¢ Ph. whic hever is smaller. to zero. 409.4.2.3 Shear an d torsion (Sec also Sect ion 409.4.4 (or shear walls and frames in Se ismic Zo ne 4) 0.75 409.4 .2.4 Bearing on co ncrete (except for posttensioning anchorage zones )
0.65
409.4.2.5 Post-tensioned anchorage zone s
085
th
National Structural Code of the Philippin es 6 Edition Volume 1
1
me 1
ilippines
ume 1
s of tile Philippines
€
