NSCP_2010

SIXTH EDITION

NATIONAL STRUCTURAL CODE OF THE PHILIPPINES 2010

VOLUME I ~ BUILDINGS, TOWERS AND }

I OTHER VERTICAL STRUCTURES I ! ! SIXTH EDITION i i '

I I !

Association of Structura l Engineers of the Philippines Suite 7 13, Fut urc Point Plaza Condominium I 11 2 P a nay A venue, Quezon C ity, 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.ascponline.org

Nat1onal Structural Code of the Philippines 6111 Edition Volume 1

NSCP C101-10

I 1 t ! ! j I l I • [

f

l i i i i '

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

NATIONAL STRUCTURAL CODE OF THE PHILIPPINES (NSCP) CIO I -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, 20 10

National Structural Code of the Philippines 61h 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

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 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 Pres idem Association of Structural Engineers of the Philippines, 2009-2010

Association of Structural Engineers of the Philippines

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 material~, 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 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:

!.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.

Nil tional Structural Code of tl)e Philippines 6111 Edition Volume 1

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. 7 s[ 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 StnJclur<~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

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 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 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 mastic,

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 .. . .... ... ..... .. ..... .. .... ....... 0.1 9 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 .. 12~.~~_si!J..?fUn it ... ~.o. grout : . _1.?:~ .. , 1.34 1.72 80~J . !.59 ~ 1. n , ... X.~? .. ~~~ .. ; .. +:~89. . :.; ~:~~ i . 22. :~4

; .82 Full 2.69 : 2.82 ; .. 3:88 r,-·-.. ·- ·••-,-::..:.:.=-.c..-_::..:.:::.::__

. ?/-.2 .. kJ~-I/n_r. _Q~D~i_ty of lJ11i_t No grout i 1.39 i 1.44

joQ. : . : : : l: ~L?.L.i .. IJ2 600 : 1.83 i 1.96 · 4oo· · · · ····· · ! .. .. 2:·~-3. ..... . 2.2

Ful l 2 84 i 2.97

r::r~;: : : ! 2.59

···!·········--·········· i 2.92 r··3:9t=

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 add ition 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 sat isfied 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 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 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 des igned 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

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 latera l 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

--------·------------------i---- v_el ..... Ji ..... c ..... le_."-st ..... o_ra_.,g,_e _ ___ i--- ·- ------!·----·---.. ---.. ·----

9. Garages

Wards and rooms !.9 1--------..,.----..,.---t-------------- ---------~

Laboratories & operating z 2.9 4.5

rooms 1-------'------------.. ------------ ......... ._ .. _____ .. _ ____ _______ ................. _ 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

CHAPTER 2 -· Minimum Design Loads 2·11

Usc or Occupancy Uniform Load 1 Concentrated Load . .. ,. .. ., , ... ....... . ··-·- -----· ··-·············· -·- -·~------ ---~ -- ··-··" .......... . ------...... . ·-· .. --------- -----· ·-· .. ... ····· -·· . - -- - ·-----~- ---- -·-· .... ------·-·····-. ----------------------- ·····--- .....

Category Description kPa kN ---- ·-Call Centers & BPO 2.9 9.0

-~----- ···- ···--- ---Lobbies & ground floor

4.8 9.0 13. Office corridors

Offices 2.4 9.0 2

Building corridors above 3.8 9.0

J:~ round floor

Press rooms 7.2 11.0 2

!4. Print ing plants Composing and linotype

4.8 9.0 2

rooms - -Basic floor area 1.9 06

Residential 8 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/() o r more pct.wms. exterior f'.ri t 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

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· :..1: 2:._ 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 (long imdinal). The factorfor 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 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/mtin/ 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.'.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

CHAPTE:A 2 - Minimum Design Loads 2·13

Table 205-3 Minimum Roof Live Loads 1

·-------METHOD I METHOD2 -

Tributary Area (m l) Uniform Rate of

Maximum o to 20 Tio to 60 ROOF SLOPE 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 wi th 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 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 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 ~lruclllral 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 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 si mu!tancousl y.

:t Water accumulation as prescribed in Section 206.7.

National Structural Co<je of t11e Philipp1nes 6 111 Eclition Volun1e 1

2- 14 CHAPTER 2- Minimum Design Loads

205.4.3 Unbalanced Loading

Unbalanced loads shall be used where such loading will resul t 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 other 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

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 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 J 00% 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 machinery 100%

2 . Light mac hinery, shaft- or motor-dri ven 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

Concre te and masonry walls 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 Sect ion 203.3 or 203.4 using the grea ter o f the wind or earthquake loads requi red by this chapter or a minimum horizonta l 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 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 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 sha ll be designed to resist loads due to the lateral pressure of retained material 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 add ition 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 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 construction. Any other upward loads shall be included in the design.

Where expansive soi ls a rc 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

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 monorai l 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.

206.9.3 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 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.

/\SSOCiiltion of Structural En9ineers of the Pl1ilipp1nes

. . . . ' . . ~.

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 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 Section 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 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 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.

National St1·uctural CorJe of the Philippines 6111 E'cJit ion Volume 1

ilippines

eers of the Phllippincs

1

nes

es

, .,. 511

combinations [rom this chapter in conjun ction with strengthreduc 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 beused.

409.3 Required Strength

409.3.1 Required strength U shall be at least equal to theeffects of factored loads in Eq. 409 -1 through Eq, 409-7.The effect of one or more loads not acting simultaneouslyshall be investigated.

409.3.2 If resistance to impact effec ts is taken into accountin de sig n, such effects shall be included with live load L. _

except as follow s:

I. The load factor on the live load L in Eq . 409 ·3 to 409-5shall be permitt ed 10 be reduced to 0.5 except forgarages , 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 adirectionality factor , it shall be pen nined to use 1.3W inplace of 1.611' in Eq . 409-4 and 409·6.

3. Wh ere E, the load effects of eart hquake, is based onse rvice-level seismic forces. 1.4£ shall be used in placeof 1.0£ in Eg' 409·5 and 409-7.

4. The load factor on If. loads due to wcight and pressureof soil , wa ter in so il, or other mater ials. shall be setequ al to zero in Eq. 409-6 and 409 -7 if the structuralaction due to H counteracts that due to W or E. Wherelateral earth pressure provides resistance to structuralac tions from other forces, it shall not be included in Hbut shall be incl uded in the design resistance.

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)

409.3.5 For post-tensioned anchorage zone design . a loadfactor of J.2 shall be appli ed to the maximum tendonja cking force .

409.4 Design Strength

409.4 .1 Design strength provided by a member, itsconnections to other members and its cros s sections. interm s of flexure, axial load. shear and torsion , shall be takenas the nomin al strength calculated in acco rdance withrequirements and assumptions of this Sect ion . mult iplied bya strength-reduction factor ¢ in Sections 409.4 .2. 409.4 .4and 409.4.5 .

409.4.2 St re ngt h-Reduct ion Factor

Strength-reduction factor ¢ shall be given in Sections409.4.2. 1 through 409 .4.2.7:

409 .4.2.1 Ten sion controlled sections as defined in Section4 10.4.4 (see also Scct ion 409.4.2.7) 0.90

409 .4.2.2 Compress ion controlled sec tions, as defined inSec tion 4 10.4.3:

I. Members with spiral rein forcementconforming 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 betweenthe limits for compress ion-control led an d tension-controlledsections, ¢ shall be permi tted 10 be linearly increased fromthat 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 inwhich [I ' does not exceed 415 MPa, with symmetricreinforcement, and with (11 • cl')/I! not less than 0.70. ¢ shallbe permitted to be increased linearly to 0.90 as ¢ P,decreases from 0.10 Fe A,( to zero. For other reinforcedmembers. ¢ sha ll be permitted to be increased linearly to0.90 as ¢ P" decreases from 0.10F, A~ or ¢ Ph. whichever issmaller . to zero.

409.4.2.3 Shear and torsion (Sec also Sect ion 409.4.4 (orshear walls and frames in Se ismic Zo ne 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 ortemperat ure change shall be based on a realistic assessmentof such e ffects occurring in service.

409 .3.4 If a struc ture is in a flood zone. or is subje cted toforces fro m atmospheric precipitat ions . [he flood la nds and

409.4.2.5 Post-tensioned anchorage zones 085

National Structural Code of the Philippines 6th Edition Volume 1

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