IS 875 5

1. Ad
Indian Standard

CODE OF PRACTICE FOR
DESIGN LOADS (OTHER THAN EARTHQUAKE)
FOR BUILDINGS AND STRUCTURES

PART 5 SPECIAL LOADS AND COMBINATIONS
( Second Revision )

Fear Reprint NOVEMBER 1997

© Copyright 1993

BUREAU OF INDIAN STANDARDS
MANAR BHAVAN, 9 BAMADUR SHAM. ZAAR MANO

2. 15 1 875 (Part 3) 1987
Indian Standard

CODE OF PRACTICE FOR
DESIGN LOADS (OTHER THAN EARTHQUAKE)
FOR BUILDINGS AND STRUCTURES

PARTS SPECIAL LOADS AND LOAD COMBINATIONS

(Second Revision )

Sara Safny Seional Commitee, BDO 37

ue De LV. Renania goer le ney Ata

eur. Branch, Ary Hadas,

Cid
© Gov Des

3. 18 1075 (Pare 5) = 1987

‘Sand 0.8. jamas, ages! Job) Development, Corporation
Jeunz Dizeron Srexoanos Mi of Raion:

Dx MN. Kenora Rao Seni Eine Rec estr (SIR)

su N Rage Seach Jia Le, Booty
AS lie) if Stee Tramport (Ronda Wag

D Da Cea, 15 {Bi Menke)

4. 8 975 (Part 5) - 1987
Indian Standard

CODE OF PRACTICE FOR
DESIGN LOADS (OTHER THAN EARTHQUAKE)
FOR BUILDINGS AND STRUCTURES

PARTS SPECIAL LOADS AND LOAD COMBINATIONS

(Second Revision )

0 FOREWORD

01 This Indian Standard ( Part 5) ( Second Revision) war adopted by
the Bureau of dian Standard on 31 August 1887, after the drat rai
ced by the Stuctaral Safety Sectional Commitee had been approved by
the Cin! Engineering Divion Council
02 A building has to perform many functions sate cri. Amonget
thee ean ar the ug of the bull ar be toed’ and
‘ceupancy structural fe, Arc safety and compliance with hygicnie,
Sg veto an day gh unard Fe denn of the Bung
dependent upon the minimem requirements preesibed for each of the
shove faneion: The minimum reqdiements pertaining to the structural
Ay of buildings are being covered in this Code by way of tying down
Mich design nds which have to be aimed for dead load, Impored
Toads, snow lo and other external lsd the structure would be requ
to pea, Suit conformity to loading
Exe, Ich hoped, sil no only
Shich are being designed and. the county and they
Fee the hazards 10 life and property caured by una actores, but
‘tho eliminate the wastage eased by asi, unnecenarily heavy Toads
imp. Notwithstanding what iv sated regarding the rrvcoral ale of
ididinga te application ofthe provisions should be carie out by come
Detent and responsible tractoral designer who would satay imac that
The saciar designed in accordance with the desired
Perfonmanee requieinente when the same it
Fpeciteations
3 This standard code of practice was Gon
uldance of cil engineers, designers and archi
{og and design of buldog: It included the pro

3

5. 184875 (Pare 5) - 1907

loads (dead Ind, ve loads, wing loads and scmicionds) tobe sesame
{the design of bling, Toft rat revision In 1968, the wind. prewure
provision ere modified onthe bas of der of wind phenomenon and
[ec on sructaree, undertaken bythe special committe in conltation
with the Indien Mocorcioia! Departa. In addon to this, ner
Ses on wind loads for Duter type structures were Included) wind
pressure colicient for sheeted roots both curved and sloping were mod
Rd achmie load provisions were deleted (separate Code having been
prepared and meth apte of weights and measurement was adoperd

93.1 With the incremed adoption of the code, a number of comments
were recived on the provkiene on live load vals adopted for diferent
Spano: Simular live load surseps have been ctried out in
inca, Camada and other counts to arrive at relic lie loads based
sn determinación of hang {-tovble and immovable) In
Sent occupancies, Keeping ii In vien and other developments in the
‘eld of wind engineeing he Gommittee reponse forthe preparation of
the standard decided to prepare second avion In the flowing ve par

Part 1 Dead losds

Part 2 Impoted loads

Part 3 Wind lande

Part 4 Snow lads

are 5 Special loads and Jod combinasons

Earthquake lo i covered in a separate standard, namely IS: 1899.
1904+ whieh should be conidered long withthe above loads,

(0.3.2 This code (Part 5) deals wich lads and load effects (ther than
shove covered in Parts 10 4, and seimie loads) due to. temper
ture changes, interrally generating reses (due to creep, bra,
Bret eulement, ete) n the bulding And y components sol and
hyaronate presore ideal loads ete. This part als includes gut
Shee’ on Toad combinations.

“The cade has ten ito account the prevalig practices in regard to
fending standard followed inthis country By the Various munici author
Fes dod hap aio taken note of the development in a aber ef ¿nic
ttroud: Ja the preparation of this code, the following national standard
‘ave been examined

3) National Building Code of Canada (1977 ) Supplement
Canadian Stractral Design Manual

4

6. 15 9075 ( Pare 3) -1987

b) DS 410-1908 Gode of practice for loads for the design of sruct-
tres Danish Standard Ina.
NZS 4209-1976 New Zealand Standard. General structural design
and design loading, for balding, Standards Auociation of New
Zealand
ANSI A 581-1982 American Standard Building. code require
‘Bont for minimum dei fade ia uldings and ther sewers

1. score

LL This code ( Part 5) dala with fonds and Jod effects due o temper-
tre change, oad dort premura, internally generating reses
(ate to crec shrinkage diferente tement, ete}, accidental ande
he to be comiderel ithe design of Bulnes te appropriate: ‘This part
Si clas guidance on load combinations. The nature of loads t be
for a partialar station is to De based on engineering
Fe
2. TEMPERATURE EFFECTS

21 Expansion and contraction due to changes in temperature ol the

mater of a square shal be conmdered In ergo, Provision shal be
fade ether to relieve the stc by provision of expanson/contaction
ont in accordance with IS 3414-1960 or design the srvsire 1 cu

‘Sédiionalstenes due to temperature effec a appropriate to Ihe
ben

21.1 The temperature range varie for diferent regions and under
fe dual und vemos condon. The sort taste ad
‘isu temperature which may be expected in dicen locals in
the country are indicated a Fig. | and 2 respectively. These Ogures may
bese for guidance in auesing the main variations of temperature,

21.2 The temperatures indicated ia Big. 1 and are the sir tempera
suri he shade. The rang varian temperature the Pull
maria may be appreciably greser or lee than the variation of ai
{emmperature and à inhuenced by the condition of expone and the fate at
‘whi the materiale composing te vructure abso or radate heat That
Siference in temperature versions ofthe material and ar hou be given
ue connderation,

21.3 The vacia! anlyi must take nto account (4) changes of the
mean {eng the section} temperate in seston tote in tempers
Store (a Je and (0) dhe vemperatre gradient through the scion,

8. 3
i
Ë
a

9. 181875 (Part 5) 1987

23: I should be bone in mind thatthe change of m

stare in relation to the intial ae Hable to difer as between on

lent and another sa bulldogs or structures, as for example, between

de Sera wa and he internal coments of» bung The denon

‘ot temperature through secon of singlet mrctural cements may
mel linea for the porpone of analysis.

21.32 The effect of mean temperature changes
pe anges

temperature gradicos o, and e ln he hot and
“ ical principio
Nora — Fr pre of the ture below round Il evo of
o A

RSR ee er ee ee

3. HYDROSTATIC AND SOIL PRESSURE
3.1 In the design oftrutars or parts of structures below ground level,
ich as retaifng, walls and other wal in basement oor the presire
sd br tr rl shall edly accrued or on eee
of bled theories. Due allowance tall e made fr possible surcharge
ftom stationary or moving lode, When a portion or wie ofthe sl
‘below the fee water surface, the lateral cafı presure shall be evaluated
(or weight of oll dimaishe by buoyancy andthe fall hydrostatic pressure.

31.1 All foundation slabs and other footings subjected to water pres
sue shall be designed o rex a uniformly tribute uplift equal tothe
Fu hydronic gremure. ‘Checking. of overturning of foundation under
vubmerged condljon shall De done eomidering buoyant weight of
Toundaton
32 While determining the lateral wil premuro on column lke structural
member, such ar pile which rest iv sloping sol, the width of the
‘member shall be taken as follows (a Pig. 3)
cal With of Member Reto of Ei Wid ts
ect an

Les than 05 m 50

Beyond 0 m and up to Lm 301020

Beyond I'm 20

‘The relieving premre of sail in font ofthe structural member

‘eoncerned may gener not be taken into account

10. 18175 (Part 5) 1987

rol
[RSS]

Fro. 3. Seetom Snow Erracrrve Wrorn or Putak rox Catevtammo
Pann

3.3 Safe guarding of structures and stactural members against overtur
ing ad À be veria. Imposed loads having aver
able effec shal be daregarded foe the purpose, Due consideration al

de ven fo the pomo of soll bog permanent e tempe

4. FATIGUE

41 General — Fatigue cracks are usually initiated at points o high tes
Concentration, These ures concesteations may be caused by or acta
eth ale (such as bole or rivet oles in ses structures), weds face
ing sra or Aion in see! structures, defects immaterial, and local and
pren Ganges in geometry of members: The crack Oral propose

‘Where there i such loading cycles, sudden changes of shape of a
member or part of a member, specail Ip regions of tense ses andjor
Theat secondary bending hal be avoided. Suitable steps shall be ten
‘od critical erations due to wind and other ease.

ermisible testes shall be reduced to all

“Alowance fr fatigue shall be made for combinations of
Ares due te dead load and impored load. Senses due to wind and
cuales may be ignored when Tate is Being consdered uns oe
tive mec inthe relevant codes of practice.

11. 18 4875 (Pare 5) -1987

Bach element ofthe structure shall be designed for the number of
res cycles of each magie to which is ertimated that he element
Is Table to be Subjected during the expected lie of the sure, The
umber of eyes of each magnitade shall be estimated In the ght of
Available data regarding the probable frequency of occurence ol each type
otloading.

Tey See

5. STRUCTURAL SAFETY DURING CONSTRUCTION

51 Al Load requise to be caried by the structures or any part of it
ue to storage of pondoning of construction materials and ereston equipe
ment including al" loads due to operation of such equipment, ul be
‘omidered as erection loads. Proper provision shall be made, including
femporary bracing to take care of all seca due wo erection lona. The
structure at à whole and ll parts of sucre in conjunction with the
lemporary brings shall be capable of sustaining these erection Toads
‘witout exceeding the permiile arcos specified la rapeaive coder of
practice Dead lud, wind lond and such pars of ipod loud se would
Ectmposed on the sucre during the period of erechon shall be taken
a acting together with erection loud

6. ACCIDENTAL LOADS

6.0 General — The occurence of accidental load with asignieant value,
la unlikely on à given structure over the period of tine under consideration,
toda le mon e that aro: Te ore of an axa
could in many cass be expected to case severe consequences Unless
special measures ate taken: A

‘The accidental lads arising out of human action include the
following

3) Impact and colision,

») Explosion, and

e) Fie.

CCharacternie ofthe above sated loud ae that they are not a conser
quence of normal wie sod that they ave vadesied, and that exons

‘ifort are made to avoid them. Ar a Fen, the probability of occurrence
‘ofan accidental load mal whereas the consequences may be aver,

10

12. 181875 ( Pare 5 )- 1987

“The cauts of accidental onde may bet
2) inadequate ay ol equipment (due pue den or por

1) wrong operation (due to insffeent teaching or training, indie
‘onlay megligente or unfavourable external Gcamsanes).

Im most cats, accidental load only develop under a combination of
several unfavourable occurrence In penclienlappieationg, de may be nee.
SS à neglect the mot unlkch lors The probably of occurrence of
dental loss which are neglected may dir for diferent consequences
‘of ponble falure A daca Das for a due calculation of the probar
Bi wil seldom be available

r= Dain of il Lao Type and nena of acide

LA Gora! — During an impact, the Kie impact energy has 0 be
bin by the vehicle Hung te arunure and bythe usura
In an arcurate analy, ee probably ol occurrence ofan Impact wi
via curp and iz dematon Curacomndo of te ob hing
the strucurctod the structure ici atthe actual place mutt be consider
a: Impact eng for cropped ojees shoud be bad on the actual
Fandi espacio and ting ogi

Common sources of impact are
a) vehicle;

1) dropped objects from eranes, fork if, et;
+) crane cut of contro, crane alas; and
4) Bing Fragments

The coal requirements regarding impact from vehicle and crank
ae gives in 6D TE oe

6:12 Coli Bts Vie and Seta! Element — In road tra
be requirement that sucture shall be able o resi colision may be
Agua to be falle ie demonstrated thatthe structural element ie
ble to sop 4 Seto vehicle, ar described o be fllowing. ICh aun
‘cd that the vehicle site the sucio! clement at height ef 12 m ln any
poule direction and ata speed of 10 fs ( 38 kmh)

mn

13. 182875 (Part 5) = 1987

The fictitious vehicle shall be considered to. consist of two masses
sm and m which during conspresion of the veice produce an Impact
Force Inereasing unitary from 200, corresponding 3 the Hdi Cy
and Cy. e nica, thatthe mass yi Drake completly Belo the
brake of mass m begins

The following numerical values should be wed:
Im = 400 kg, Gi = 10 000 EN perm the vehicle is compremed,
mv — 12000, Gy = SOON per onthe vehicle s comprened.

me a Taig fe mm wi result in an impact wave,
(he effet of which wil dépend to agreateatent onthe ind of structural
‘omen concerned." Consequently, Wr aot always be ution o design,
forthe wa re.

6.1.3 Safay Range — With regard o safety railings pat up to protect
structure against colision due wo oud we, 1 ould be shown thet
Falling are abe u ren on Impact a described in
(514 Coane Impact Load on Bar Sup — The basic horizontal tod Py
Cannes } seing along the crane ack produced by impact of the crane
Sn the ble top, esloted by the following formula

Pye VUE
where

Y — speed at which the crane is taveling at the moment of
{impact Casen egal to all the nominal valve} (m/s

F = maximum shortening ofthe bles, sumed equal wo O1
In or light duty, mediumadety and Reaves) eros ik
fixe fosd suspension and Wading eapaciy aot exceeds
{ng 30%, and 0É m in every other ane, and

M = the reduced crane mas (tom); and e obtained by the
Fra

w= Beery Bet]

14. 151 675 ( Part 5) 1987

where
= sceleration due o gravity (981 mst
Pa = crane beldge weigh (0;
PU — cea weight (0s

= a corficient, sumed equal to zero for cranes with exible
isd mupenion and equal to one for eranee wich ghd

Q = crane loading capacity (3
La — crane span (
1 2 nearness of crab (m)

62 Explosions

621 Graal — a a race

2) Internal gas explosions which may be caused by leakage of gus
Pinion (reading piping outside Ihe room ), cvaporaton fom
Vola igus of vclmentinal evopormion rom surface mate.
"al (for example fies
Internal dust exploran
Boiler failure;

External gut cloud explosions and
+) Exteroal explosions of high-ezplorives (TNT, dynamite

“The codal requirement regarding interna gas explosions is given
in622

622 Explosion Efe in Clad Rooms — Gas explosion may be caused,
for example, by leaks in gas pipes ( Inchive of pipes cute the room J.
‘raporation from voatie iquide or unintentional evaporation of gas from
al cairo (for example, caused by Bre}.

Norn = The fet of «slo Agenda oo thy rios medium, te
Belag nn rem 74 fat (3 J'en machine ado ins Ya Den

u

15. 184875 ( Pare 5) = 1987

Be pre me ac mn oon aw a

Xan bn a ine re of action he loin (Pi 4) home
A io]
Mi “is es Marcel coa. etic en darle cnc
CS CE

63 Vertical Load on Ale Raid Shelters

631 Crate Valuer — As regards buildings in which the

Ve following characterise values
2) Buildings with upto 2 woreye
À) Buildings with 310 4 storeys
©) Boilings with mare than 4 storeys AN

©) Buildings of particulary stable construction — 28000
respective othe number of nor

In the case of buildings with Noor hat are acted upon by a charae-
ts lugar aci age an En Le aoe ue ho De
Bond ‘by the difereste Detunen the average tmpoeed setion on all
Morey above the one concerned and SON

1

16. 154875 (Part 5) = 1987

a bunt

Fio.4. Searout Suowoxo Retamion Berwenx Presa ano Ta,

A
wave
onset eos
vor e tes

— 7.
TEs?

io. 5 Ssaron Suowso Try Terzavar Axo Pres

CES

64.1 Graral — Posible extraordinary loads during a See may be
condered as accidental scons, Example are Toads from people along
‘Scape routes and lode on another Arche fromm srwture ang Dota
ERES
642 Thermal Eu During Fi — The thermal effect during Gre may
be determine from one of the folowing metas
=) Timetemperature curve and the required Are cesan
Vaimuer) or
+) Energy balance method.
1 toe hermal effect during Ace i determined rom energy balance
method, the Are lod is taken to be
pears

1s

17. 181875 ( Pare 5) 1987

3 = fee action (KJ per moor}, and
da = required fe riance (minutes) (ae 15: 1642-1960).

7. OTHER LOADS

LA Other loads not included in the present code such as special lon
due to technical procen, molture aná alinea sei, ce, shoul
taken foe account where pale by Bling design cotes or estable
in accordance with the performance requirement of the rue.

8. LOAD COMBINATIONS

.9 General — A judicious combination of the load (specie in Part 1
Pot du andará and earthquake ) Lecping In mew the probabi-

9) their ating together, and
») their disposition in relation o other loads and severity of trees
‘rdelormations caused by combinations of the varios loads à

ecesary to ensure the required safety and economy inthe des

8.1 Load Combinations — Keeping the spect specified in 8.0, the varie
tut loads should, therefore be combi tn atcodance with the putes
inthe necmmnt denen codo, la the absence of much Tocomencedetons,
the follwing loading comiation, whichever combington produces he
most unfavourable effet in the building, foundation or Structural member
‘concerned may be adopted (as à general guidance )- It should abo be
renal ln fod cubos atthe Pullaneous occurrence of naa
‘mun values of wind, cardiquake, imposed and snow loads snot ke
1) DL

©) DLEWL
à DEEL
9 DLETL

DLE LAWL
© DLAIAEL

18. 73 (Part 5) = 1987

Mm Dis me TL
j) DLEWETL
&) DL+ELETL
m) DI M+ Wha TL
A) DEIA ELS TL
(DL = dead load, HL = imposed td, = wind lad,
BL earthquake ou, FL = temperature iad

19. 1095 (Part 5) 1987

Panel on Loads ( Other than Wind Loads ), BDO 37 : PS

Pistons En A mr, (Cn

20. ‘agen Mae

“Ean CI See EM 12 Red Maia CALCUTA OSE

Ses 0 6 Donges hopes PO Piney See,