Is code 456 2000
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18 456 : 2000
ARA ATA
wars wa vaferd te — a
(hen ra)
Indian Standard
PLAIN AND REINFORCED CONCRETE —
CODE OF PRACTICE
(Fourth Revision)
oms 200
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
July 2000
Price Rs 260.00
ARA ATA
wars wa vaferd te — a
(hen ra)
Indian Standard
PLAIN AND REINFORCED CONCRETE —
CODE OF PRACTICE
(Fourth Revision)
oms 200
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
July 2000
Price Rs 260.00
Indian Standard
PLAIN AND REINFORCED CONCRETE —
CODE OF PRACTICE
( Fourth Revision )
FOREWORD
‘Tis Indian Standard (our Revision) wat adopted by he Buesa o Idan Standart, for the drat alized
‘the Cement and Concrete Section Commie bad ben approved by the iil Engineering Division Coun
“Thi standard was first ube in 195 under the tie Code ol practice or pai an einfored concrete or
genera bling conseucion and suboquenly revised in 1957. Die ende ws uber revised in 1968 and
publie under moi Code of practice o pan and ore concrete, us clarin the cope of
‘he ofthis code o cures cer tan general olla Construction alo. The third revision was published in
1978, un inch it ae approach to dese. Ti he our revision of he andar. Th revision
vas taken up with view to keping abras wid rap development inthe el of once technology td
‘tring in rer modicaonfinprovements inthe ight ofexprene pane wile sing the cuir version
ofthe standard
‘This revision incorporates number o important hangs. The majo dustin the revision i onthe folowing
pa
9) In recent yeas, drabiliy of concrete structures have become the cue of cocer o al conato
vechaclogists. This as ed the ned to ad the durability requiemacts wer over. In his evo
‘ofthe code, i ero node ua prtecte from cos affa a sce, eater caso oo
urbliy has bees elaborted and a dtd las covrap illes spec of design of dane
ancre as bon incorporated,
9) Sampling und acceptance rite for once have been revised. With his revision ascptance riera
as been simplifie inline wit the provisions given in BS $328 (Part #):1990 “Concrete: Part à
pecan fo the procedures o be se in sampling testing and assesing compliance of once
‘Some of he infant change incorporated in Section 2 re as follows:
1 Al th tire grades of onary Portland cement namely 3 grade, 43 grade and 5 grade and sulphate
Tessin Porta coment have been included in cn of types of coment wed Gn aon fo abr
‘ype ofcemen).
9) Thegemisitle miso solis water have een modified spin in vow he durability remera.
©) The clause on site hs been modified in view ofthe aval of sw types of matures
incading uperpasiizen.
4) In Table 2 “Grades of Concrete’, gules higher thn M 40 ave bee ice
©) has ben recommended hat minimum grade of concrete sal be no ls than M 20 in riores
conce work (er alo 613).
1 The formula for simon of modulos of lait of concrete has ben revised
1) In e absence of proper craton between compacting fc, verdes me and sump, workability
Ts now been seri al in em of lump in ne with th provisions in BS 5328 Pare 0 4).
Durability clase as en enlarged nca ead ua coceing thefts fig duality.
‘The table on “Enviromental Exposure Coston hat been mie wo include very eve” and
“extome expos conditions ‘This clas alo coves requirements forthe ad ie of memo,
doom cove conce gai equrenen again par aggresae chemical ande
tack, minimum cement reqement and maximum water cement ran, to ride content bl
ia econ, and Inporune of compaction, ishing and cui
Ains on ‘Quality Assurance Measures hasbeen icoporated give due emphasis to god practices
Sreomeeing
Prope nis have bcaintrodceon he secur o meaning equipment o ensure acute thin
conce
PLAIN AND REINFORCED CONCRETE —
CODE OF PRACTICE
( Fourth Revision )
FOREWORD
‘Tis Indian Standard (our Revision) wat adopted by he Buesa o Idan Standart, for the drat alized
‘the Cement and Concrete Section Commie bad ben approved by the iil Engineering Division Coun
“Thi standard was first ube in 195 under the tie Code ol practice or pai an einfored concrete or
genera bling conseucion and suboquenly revised in 1957. Die ende ws uber revised in 1968 and
publie under moi Code of practice o pan and ore concrete, us clarin the cope of
‘he ofthis code o cures cer tan general olla Construction alo. The third revision was published in
1978, un inch it ae approach to dese. Ti he our revision of he andar. Th revision
vas taken up with view to keping abras wid rap development inthe el of once technology td
‘tring in rer modicaonfinprovements inthe ight ofexprene pane wile sing the cuir version
ofthe standard
‘This revision incorporates number o important hangs. The majo dustin the revision i onthe folowing
pa
9) In recent yeas, drabiliy of concrete structures have become the cue of cocer o al conato
vechaclogists. This as ed the ned to ad the durability requiemacts wer over. In his evo
‘ofthe code, i ero node ua prtecte from cos affa a sce, eater caso oo
urbliy has bees elaborted and a dtd las covrap illes spec of design of dane
ancre as bon incorporated,
9) Sampling und acceptance rite for once have been revised. With his revision ascptance riera
as been simplifie inline wit the provisions given in BS $328 (Part #):1990 “Concrete: Part à
pecan fo the procedures o be se in sampling testing and assesing compliance of once
‘Some of he infant change incorporated in Section 2 re as follows:
1 Al th tire grades of onary Portland cement namely 3 grade, 43 grade and 5 grade and sulphate
Tessin Porta coment have been included in cn of types of coment wed Gn aon fo abr
‘ype ofcemen).
9) Thegemisitle miso solis water have een modified spin in vow he durability remera.
©) The clause on site hs been modified in view ofthe aval of sw types of matures
incading uperpasiizen.
4) In Table 2 “Grades of Concrete’, gules higher thn M 40 ave bee ice
©) has ben recommended hat minimum grade of concrete sal be no ls than M 20 in riores
conce work (er alo 613).
1 The formula for simon of modulos of lait of concrete has ben revised
1) In e absence of proper craton between compacting fc, verdes me and sump, workability
Ts now been seri al in em of lump in ne with th provisions in BS 5328 Pare 0 4).
Durability clase as en enlarged nca ead ua coceing thefts fig duality.
‘The table on “Enviromental Exposure Coston hat been mie wo include very eve” and
“extome expos conditions ‘This clas alo coves requirements forthe ad ie of memo,
doom cove conce gai equrenen again par aggresae chemical ande
tack, minimum cement reqement and maximum water cement ran, to ride content bl
ia econ, and Inporune of compaction, ishing and cui
Ains on ‘Quality Assurance Measures hasbeen icoporated give due emphasis to god practices
Sreomeeing
Prope nis have bcaintrodceon he secur o meaning equipment o ensure acute thin
conce
1 456: 2000
IM) The clause on Constat Joints has hee odie.
1) The clas on ‘speton has ben modi to ve more emphass on qualiy asin.
‘The significant changes incorpore in Seton 3 are as follows:
9) Requirements for Fe Resinance" have been further deso.
9) The iure for estimation of molten factor or eaionriaorcement used i callo of baie
value pan tete depth 1 contol he deletion of festa member as Den modi,
+) Recommendations regarding effective length of nier have been aed
©) Recommendations egurng deflection due 1 tral oa have ben aed.
+) Recommendations fr adjustment of support momen in rein slabs have been iced,
D. Inte eteminain of effective length of compresion members, ability index has been introduced to
eine sy no susy conditions
8) Recommendations have been made fra ng of ook fo brs in rc tension and rural tension
1) Recommendation regring argón of weld ave been modi.
1) Recommendations rearing covert enormes have ben modified, Cover bas been specified
‘based on rail requirements for diferent exposure conions. The rm nominal cover’ has been
invoduced, The cover has now been specified based 0 durabliy requirement ss well as for fre
“Te signifient change incorporated in Section isthe modifico fhe clause on Walls The maid clause
includes design of walls against hriznal shat.
In Section $ on limit sate method a new clause bas been od fr callao enhanced shear strength of
sections clos o supports. Some modifications have slo been made in the lee on Trio. Fois for
‘elation of rack with has been aed (sepuruly given in Anex
Working sess method ha now bee given o Annex B 0 so give greater emphasis rit state eig. In
‘he Annex, modiladons ping toon and hanced shear rea onthe same ns a in Section Share
teen made,
‘isthe common methods of design and constuction have ben covered in this code, peca systems of
design and conrtrstion of any pan or enfrced comes stare not covered by thie ode maybe permit
on production of saisfctry evidence regarding thir adequacy and safety by anlyi ar txt or both
Gee 19.
is code it has ben assumed tate design of plain and eeinferced cement concrete work is east à
(uiid engneer ad tha te execution of cement concee work care ot under e Gren of qualified
nd experienced superior
In be formulation of his standar, sistance as ben derived fom the flowing publicas:
BS S328: Pr: 1991 Concrete: Part | Guide wo specifying concrete, Bris Standard sion
BS 538 ; Pan 2: 1991 Concrete: Pan 2 Methods fr specifying concrete mies, British Standards
BS 328: Part 3 : 1990 Core Pat 3 Speciation forthe procedures 1 be wot in producing and
‘eansponing conte, Br Standard ton
BS 5328; Par: 1990 Concrete; Part Specification forthe procedures he used in sampling. esting
and assessing compliance o concrete, Bish Standard station
BS 8110: Par: 1985 Sutra us of concrete Par Code of practice or designan consi,
‘Brith Standards sition
BS 8110: Par 2: 1985 Stu us of conste: Pur 2 Coe of pce for special ivumstnces,
Bish Standards sion
‘ACL319 1989 Bailing ode requirement for rie concrete, American Concrete asa
[AS 3600; 1988 Concrete structures, Standards Asche of Aura
IM) The clause on Constat Joints has hee odie.
1) The clas on ‘speton has ben modi to ve more emphass on qualiy asin.
‘The significant changes incorpore in Seton 3 are as follows:
9) Requirements for Fe Resinance" have been further deso.
9) The iure for estimation of molten factor or eaionriaorcement used i callo of baie
value pan tete depth 1 contol he deletion of festa member as Den modi,
+) Recommendations regarding effective length of nier have been aed
©) Recommendations egurng deflection due 1 tral oa have ben aed.
+) Recommendations fr adjustment of support momen in rein slabs have been iced,
D. Inte eteminain of effective length of compresion members, ability index has been introduced to
eine sy no susy conditions
8) Recommendations have been made fra ng of ook fo brs in rc tension and rural tension
1) Recommendation regring argón of weld ave been modi.
1) Recommendations rearing covert enormes have ben modified, Cover bas been specified
‘based on rail requirements for diferent exposure conions. The rm nominal cover’ has been
invoduced, The cover has now been specified based 0 durabliy requirement ss well as for fre
“Te signifient change incorporated in Section isthe modifico fhe clause on Walls The maid clause
includes design of walls against hriznal shat.
In Section $ on limit sate method a new clause bas been od fr callao enhanced shear strength of
sections clos o supports. Some modifications have slo been made in the lee on Trio. Fois for
‘elation of rack with has been aed (sepuruly given in Anex
Working sess method ha now bee given o Annex B 0 so give greater emphasis rit state eig. In
‘he Annex, modiladons ping toon and hanced shear rea onthe same ns a in Section Share
teen made,
‘isthe common methods of design and constuction have ben covered in this code, peca systems of
design and conrtrstion of any pan or enfrced comes stare not covered by thie ode maybe permit
on production of saisfctry evidence regarding thir adequacy and safety by anlyi ar txt or both
Gee 19.
is code it has ben assumed tate design of plain and eeinferced cement concrete work is east à
(uiid engneer ad tha te execution of cement concee work care ot under e Gren of qualified
nd experienced superior
In be formulation of his standar, sistance as ben derived fom the flowing publicas:
BS S328: Pr: 1991 Concrete: Part | Guide wo specifying concrete, Bris Standard sion
BS 538 ; Pan 2: 1991 Concrete: Pan 2 Methods fr specifying concrete mies, British Standards
BS 328: Part 3 : 1990 Core Pat 3 Speciation forthe procedures 1 be wot in producing and
‘eansponing conte, Br Standard ton
BS 5328; Par: 1990 Concrete; Part Specification forthe procedures he used in sampling. esting
and assessing compliance o concrete, Bish Standard station
BS 8110: Par: 1985 Sutra us of concrete Par Code of practice or designan consi,
‘Brith Standards sition
BS 8110: Par 2: 1985 Stu us of conste: Pur 2 Coe of pce for special ivumstnces,
Bish Standards sion
‘ACL319 1989 Bailing ode requirement for rie concrete, American Concrete asa
[AS 3600; 1988 Concrete structures, Standards Asche of Aura
18456: 2000
DIN 1045 uly 198 Saul us of ones, designan consti, Deutsches ata fr Normung EN.
CEP Model code 190, Comite Euro Iteration! Du elon
Te composition ofthe technical commit responsible forthe formulation ofthis standards given in
Annex.
Forte purpose of deciding whee a parle requirement of his standar compli wih ie fa valu,
tered a called, expreing te est of tert or analysis sal be round of in accordance ith
152: 1960 Rue orronding off numercl values (revised) The number of signe places retinol the
rounded of Yalu shoul bee same as hat fhe specifi value is standard
DIN 1045 uly 198 Saul us of ones, designan consti, Deutsches ata fr Normung EN.
CEP Model code 190, Comite Euro Iteration! Du elon
Te composition ofthe technical commit responsible forthe formulation ofthis standards given in
Annex.
Forte purpose of deciding whee a parle requirement of his standar compli wih ie fa valu,
tered a called, expreing te est of tert or analysis sal be round of in accordance ith
152: 1960 Rue orronding off numercl values (revised) The number of signe places retinol the
rounded of Yalu shoul bee same as hat fhe specifi value is standard
154562000
CONTENTS
Pa
SECTION GENERAL
SECTION 2 MATERIALS, WORKMANSHIP, INSPECTION AND TESTING
51 Cement 5
52. Minera Admins 5
54 Waser u
SS Admire 15
56 Reinforcement 8
57 Sur of Muerte 5
$ Cuca 5
$1 Gees 1
62. Pope of Concrete 15
7 Wonxanti or Conce ”
$ Dear or Conner [2
A2 Genen
82. Requirement fr Derbi
92. Design Mir Corte a
93 Nominal Mix Conese ES
10 Prooxcms oF Conner a
101 Quai Asumace Messrs »
102 Bathing 2
103. Mixing 2
1 Femme as
Ha Gent as
112. Cleaning and Treatment of Forme as
12 Assy or Resaca as
13 Tesoro, Pan, Comer Ca 2
154 Tanporing an Handing 2
(32 Placing 2
133 Compaction 26
CONTENTS
Pa
SECTION GENERAL
SECTION 2 MATERIALS, WORKMANSHIP, INSPECTION AND TESTING
51 Cement 5
52. Minera Admins 5
54 Waser u
SS Admire 15
56 Reinforcement 8
57 Sur of Muerte 5
$ Cuca 5
$1 Gees 1
62. Pope of Concrete 15
7 Wonxanti or Conce ”
$ Dear or Conner [2
A2 Genen
82. Requirement fr Derbi
92. Design Mir Corte a
93 Nominal Mix Conese ES
10 Prooxcms oF Conner a
101 Quai Asumace Messrs »
102 Bathing 2
103. Mixing 2
1 Femme as
Ha Gent as
112. Cleaning and Treatment of Forme as
12 Assy or Resaca as
13 Tesoro, Pan, Comer Ca 2
154 Tanporing an Handing 2
(32 Placing 2
133 Compaction 26
15456: 2000
16
”
20
134 Construction Joins nd Cold Join
135 Caring
Cent Us Siri Cosmos
141 Wok in Extreme Wether Codions
162. Unde Water Concreting
Swine ax Sram oe Descnen Cor Mt
151 Gen
152. Frequency of Sampling
153 Tet Specimen
154 Tet Res of Sample
Isora a Tasa or Sen
SECTION GENERAL DESIGN CONSIDERATION
Bacs ton Desi
181 Aim of Design
182. Methods of Desi
183. Dara, Workmanship aod Materials
Longs mo Fosas
191 Gene
192 Dead Loe
193 nosed Land, Wind Lode and Seow Loss.
194 Partquak Forces
195 Strintag,Crsp and Temperate Ec
196. Dior Forces an Etc
197. Combination of Loads
198 Dead Lond Coursing Ote Lode and Forces
199. Design Loud
Smaumvorne Sucre
Int Ones
202 siding
203 Probabl ario In Dead Lond
204 Moment Coman
20S Lateral Seay
Fa Rasen
222. Elective Span
223 Siren
paca
E
2
»
»
»
»
30
16
”
20
134 Construction Joins nd Cold Join
135 Caring
Cent Us Siri Cosmos
141 Wok in Extreme Wether Codions
162. Unde Water Concreting
Swine ax Sram oe Descnen Cor Mt
151 Gen
152. Frequency of Sampling
153 Tet Specimen
154 Tet Res of Sample
Isora a Tasa or Sen
SECTION GENERAL DESIGN CONSIDERATION
Bacs ton Desi
181 Aim of Design
182. Methods of Desi
183. Dara, Workmanship aod Materials
Longs mo Fosas
191 Gene
192 Dead Loe
193 nosed Land, Wind Lode and Seow Loss.
194 Partquak Forces
195 Strintag,Crsp and Temperate Ec
196. Dior Forces an Etc
197. Combination of Loads
198 Dead Lond Coursing Ote Lode and Forces
199. Design Loud
Smaumvorne Sucre
Int Ones
202 siding
203 Probabl ario In Dead Lond
204 Moment Coman
20S Lateral Seay
Fa Rasen
222. Elective Span
223 Siren
paca
E
2
»
»
»
»
30
a
a
ES
2
224 Sieur! Frames
225 Moment and Shear Cole for Continuut Beans
226 Ciel Sections for Moment and Shear
227. Reditibation of Moments
230. Effective Depth
2A Pleans and L- Beams
232. Control of Deletion
253 Slendemes Limit or Beams wo Exsure Lateral Silty
Sou Sas
DAL General
242 Saba Coniour Over Supports
243 Sabe Moncinie with Sports
24: Sb Spanning in Teo Directas a Right Angles
245. London Supporting Beams
Coursson Moss
252 tete Length of Compression Members
253 Sendemess Limits for Columns
254 Minimum Excentiet
Raums Corera Reseoncnunr no Denane
261 Genen!
262 Development of Stes Reinforcement
263. Spain of Reitocement
264 Nominal Cover 10 Reinforcement
265 Requirement of Reinforcement for Staa Members
Bonn Jones
SECTION SPECIAL DESIGN REQUIREMENTS FOR
STRUCTURAL MEMBERS AND SYSTEMS
Coscare Coes
281 General
Deer Des
22 LeverAm
293. Reinforcement
Rie, Hotiow Buzos on Var Su
304. Genera
303 Shear
304 Defcaon
as
3
%
36
36
y
»
»
»
a
a
a
sésessss
a
ES
2
224 Sieur! Frames
225 Moment and Shear Cole for Continuut Beans
226 Ciel Sections for Moment and Shear
227. Reditibation of Moments
230. Effective Depth
2A Pleans and L- Beams
232. Control of Deletion
253 Slendemes Limit or Beams wo Exsure Lateral Silty
Sou Sas
DAL General
242 Saba Coniour Over Supports
243 Sabe Moncinie with Sports
24: Sb Spanning in Teo Directas a Right Angles
245. London Supporting Beams
Coursson Moss
252 tete Length of Compression Members
253 Sendemess Limits for Columns
254 Minimum Excentiet
Raums Corera Reseoncnunr no Denane
261 Genen!
262 Development of Stes Reinforcement
263. Spain of Reitocement
264 Nominal Cover 10 Reinforcement
265 Requirement of Reinforcement for Staa Members
Bonn Jones
SECTION SPECIAL DESIGN REQUIREMENTS FOR
STRUCTURAL MEMBERS AND SYSTEMS
Coscare Coes
281 General
Deer Des
22 LeverAm
293. Reinforcement
Rie, Hotiow Buzos on Var Su
304. Genera
303 Shear
304 Defcaon
as
3
%
36
36
y
»
»
»
a
a
a
sésessss
18.456: 2000
”
»
3s
ES
205 Sine and Psion of Ri
306 Hollow Blocks nd Formers
307 Arrangement of Reinforcement
208 Precast Jost and Hollow Filer Blocks
SLL Gener
312 Proportoning
313 Determination of Bending Moment
314 Direct Design Method
315. Equivale rame Mad
316. Shea Fat Sub
317. Slab Renforcement
318. Openingsin Fi ibe
221 Genen
22 Empiñca Design Method for Wall Sujet 1 lao erica! Loads
323 Walls Sbjct to Combined Horizon! and Vera Forces
324 Design or oir Shar
325. Minimum Requirements fr Reinforsementin Walls
‘Soins
IM Effective Span of Stirs
322. Distribution of Lauin on Stirs
323 Dephof Sesion
341 Genen
362. Moments and Forces
343 Teale Reinforcement
344 Transfer of Load atthe Base Coloma
SECTIONS STRUCTURAL DESIGN (LIMIT STATE METHOD)
Sassy no Senna Rogue
381 Gener
352. Limit State of Collapse
383. Limit Stes of Servcebliy
354 Oter Limit Sates
Casaca ao Dest Vus A Paru Sarre Fueros
361 Chance Suengi of Materias
362 Charter Loads
363 Design Vas
364 Paria Safety Fotos
371 Analice
Pace
2
s
s
s
susen
a
A
6
sl
e
e
e
e
6
aaares ea
”
»
3s
ES
205 Sine and Psion of Ri
306 Hollow Blocks nd Formers
307 Arrangement of Reinforcement
208 Precast Jost and Hollow Filer Blocks
SLL Gener
312 Proportoning
313 Determination of Bending Moment
314 Direct Design Method
315. Equivale rame Mad
316. Shea Fat Sub
317. Slab Renforcement
318. Openingsin Fi ibe
221 Genen
22 Empiñca Design Method for Wall Sujet 1 lao erica! Loads
323 Walls Sbjct to Combined Horizon! and Vera Forces
324 Design or oir Shar
325. Minimum Requirements fr Reinforsementin Walls
‘Soins
IM Effective Span of Stirs
322. Distribution of Lauin on Stirs
323 Dephof Sesion
341 Genen
362. Moments and Forces
343 Teale Reinforcement
344 Transfer of Load atthe Base Coloma
SECTIONS STRUCTURAL DESIGN (LIMIT STATE METHOD)
Sassy no Senna Rogue
381 Gener
352. Limit State of Collapse
383. Limit Stes of Servcebliy
354 Oter Limit Sates
Casaca ao Dest Vus A Paru Sarre Fueros
361 Chance Suengi of Materias
362 Charter Loads
363 Design Vas
364 Paria Safety Fotos
371 Analice
Pace
2
s
s
s
susen
a
A
6
sl
e
e
e
e
6
aaares ea
34 Lau Sr oF Cars: Fun
sa
Assumptions
39 Loar Sn or Cors Courson
i
92
»3
54
»s
96
37
Assumptions
Minimum Benicio
‘Shor Axial Loaded Member in Compresion
(Compression Members with Helical Reinforcement
Member Subjected to Combined Axil Loud und Unlsal Bending
Member Subjected to Combined Al Loud and Banal Bending
Slender Compression Members
40 Lou Sramor Conan: Si
wi
3
wos
ws
‘Nominal Sear Suess
Design Shear Stength of Concrete
‘Minimum Sher Renforcement
Desig of Shea Reinforcement
Enhanced Shear Seng of Sections Cow o Support
41. Laer Sn Cours: Tons
u
a2
43
aa
Genet
Crea Seton
Shea and Torsion
Reinforcement in Members Subjected to Torsion
42. Lar Sua Sanaa Danson
ai
lea! Members
43 Lau Srozor Secar: Cuerno
mn
Penal Meere
Compression Memes
ANNEX A. LIST OP REFERRED INDIAN STANDARDS.
ANNEX | STRUCTURAL DESION (WORKING STRESS METHOD)
Ra
Goa
B-L1 General Design Requirements
B12 Reditibuon of Moments
B13 Assumption for Design of Mentes
Presence Sue
21 Permis Stresses in Conor
22 Permisible Swessesin Stel Reinforcement
123 crue a Peris Ses
Prmessmue Loros + Comes Moss
331 Pedesals ad Short Coloma wih Lateral Ts
1932 | ShortColumas with Heil Reinforcement
333 Long Columns
B34 Composite Columas
18456: 2000
Pace
so
so
so
so
so
so
so
so
sa
Assumptions
39 Loar Sn or Cors Courson
i
92
»3
54
»s
96
37
Assumptions
Minimum Benicio
‘Shor Axial Loaded Member in Compresion
(Compression Members with Helical Reinforcement
Member Subjected to Combined Axil Loud und Unlsal Bending
Member Subjected to Combined Al Loud and Banal Bending
Slender Compression Members
40 Lou Sramor Conan: Si
wi
3
wos
ws
‘Nominal Sear Suess
Design Shear Stength of Concrete
‘Minimum Sher Renforcement
Desig of Shea Reinforcement
Enhanced Shear Seng of Sections Cow o Support
41. Laer Sn Cours: Tons
u
a2
43
aa
Genet
Crea Seton
Shea and Torsion
Reinforcement in Members Subjected to Torsion
42. Lar Sua Sanaa Danson
ai
lea! Members
43 Lau Srozor Secar: Cuerno
mn
Penal Meere
Compression Memes
ANNEX A. LIST OP REFERRED INDIAN STANDARDS.
ANNEX | STRUCTURAL DESION (WORKING STRESS METHOD)
Ra
Goa
B-L1 General Design Requirements
B12 Reditibuon of Moments
B13 Assumption for Design of Mentes
Presence Sue
21 Permis Stresses in Conor
22 Permisible Swessesin Stel Reinforcement
123 crue a Peris Ses
Prmessmue Loros + Comes Moss
331 Pedesals ad Short Coloma wih Lateral Ts
1932 | ShortColumas with Heil Reinforcement
333 Long Columns
B34 Composite Columas
18456: 2000
Pace
so
so
so
so
so
so
so
so
18456: 2000
BA Mavs Seanerio o Conso Auk: Las we Bowne
B41 Design Based on Unerced Section
B42 Design Based oo Cracked Section
143 Members Subjected to Combined Diet Load and Ferre
BS Seem
B52 Design Sear Sen of Concrete
B.53 Minimum Shear Reinforcement
BSA. Design of Sear Renforcement
1.55. Enhanced Shar Suengih of Sections Clos to Sapper
B61 Genet
B62 Cal Seaton
263 Stearand Torsion
2.64 Reinforcement in Member Subjected o Toon
ANNEX CALCULATION OF DEFLECTION
CA Tom Denaro
C3 Densenm Die ro Same
C4 Dani ren
ANNEX D. SLABS SPANNING IN TO DIRECTIONS
DA Remusen Sus
D2 Samy Sumo Su
ANNEXE EFFECTIVE LENGTH OF COLUMNS
ANNEX. CALCULATION OF CRACK WIDTH
[ANNEX G MOMENTS OF RESISTANCE FOR RECTANGULAR AND TSECTIONS
GA Recre Serna
6-11 Secos without Compresion Renorcement
(6-12 Secos with Compresion Reinforcement
G2 Rave Seen
ANNEX H COMMITEE COMPOSITION
1
BA Mavs Seanerio o Conso Auk: Las we Bowne
B41 Design Based on Unerced Section
B42 Design Based oo Cracked Section
143 Members Subjected to Combined Diet Load and Ferre
BS Seem
B52 Design Sear Sen of Concrete
B.53 Minimum Shear Reinforcement
BSA. Design of Sear Renforcement
1.55. Enhanced Shar Suengih of Sections Clos to Sapper
B61 Genet
B62 Cal Seaton
263 Stearand Torsion
2.64 Reinforcement in Member Subjected o Toon
ANNEX CALCULATION OF DEFLECTION
CA Tom Denaro
C3 Densenm Die ro Same
C4 Dani ren
ANNEX D. SLABS SPANNING IN TO DIRECTIONS
DA Remusen Sus
D2 Samy Sumo Su
ANNEXE EFFECTIVE LENGTH OF COLUMNS
ANNEX. CALCULATION OF CRACK WIDTH
[ANNEX G MOMENTS OF RESISTANCE FOR RECTANGULAR AND TSECTIONS
GA Recre Serna
6-11 Secos without Compresion Renorcement
(6-12 Secos with Compresion Reinforcement
G2 Rave Seen
ANNEX H COMMITEE COMPOSITION
1
SECTION’ GENERAL
1 score
1.1 This standard deals with he genera structural ose
of plain and reifernd concrete
1.1.1 Forth purpose of is standard, lin concrete
‘nacre are he where rltorcemt if provided
ignored fer determin of regio te sche.
12 Special requirements fees such as shells,
(led plates, aces, ige, chimney, as resistant
structures, hydraulic structures, liquid retaining
tructura eat resistant stares covered
{respective standard have no been cover in is
‘Sandard estandard sal be sed in concis
dh i stands.
2 REFERENCES
“The Indian Standards listed in Annex A contin
provisions which throogh reference in thi text,
‘onsite provisos of ue standard. Ate tie of
publication, the editions diet were valid. Al
$apdards re subject 1 revision and partes to
presents based on ths sacré we encouraged to
investigate the possi) af appying he mest een
‘tone ofthe andar indicted in Anne À
3 TERMINOLOGY
Fer the purpose of this standar, he definition given
in 4845 and 15 6461 (Pas 11012) sal genealy
ap.
4 SYMBOLS
For he purpose of is standard, following ler
symbols shal ave te meaning indicat gars each
ee other symbols re wid, hey are explained a
‘he appropriate place:
A Aves
bo Brestthofteam, share dimension
of rectangular clama,
ha = Estcine wid of ab
b= Elocivewiino! Mango
Be = Brett of web ob
BD = Overall depth of beam of sab or
lamer of column; dimension of a
rectangular col inthe direction
‘der onideaton
D, = Thickness of age
DL Deal load
4 = icv ep of beam or sab
8 - Depthof compression reinforcement
‘fom the highly compressed face
E = Modus of elasticity o concrete
a -
PERS
FETE
m-
P-
argue load
Model of last lee
Esceniciy
Characteristic cube compressive
eng o concrete
Modulus of rupture of concrete
(lex tensile eng)
Splting tenio rng of concrete
Design strength
Character strength of see
Unsupported eight of wall
Eee eight of wall,
Etre moment of inertia
Moment fini ft gros si
excaing renforement
Moment of nei of racked section
Siles of member
‘Constant rcofiet or factor
Development length
Live la orimpesed fo
orion dance between entres
‘ier etait
Length ofa column or team between
adeguate lateral restraints or the
unsuppored eng af clama
Elecive span of beam or lab or
cine length of column
Et eng abou canis
fective length about yy ais
Clear span fc o-face fps
1, for hole ofthe two pans ge
shales
Length of shorter side of lb
Leng of longer side of slab
Distance between points of zero
moment in abc
Span in the direction in which
moments are determined, centre 10
enue of semper
Span waneverse 1, cents o centre
apre
1, forthe shorter ofthe continuous
spans
Bending moment
Modular ajo
Number of samples
‘Axa oad ona compression member
Catala maximum ening peso
1 score
1.1 This standard deals with he genera structural ose
of plain and reifernd concrete
1.1.1 Forth purpose of is standard, lin concrete
‘nacre are he where rltorcemt if provided
ignored fer determin of regio te sche.
12 Special requirements fees such as shells,
(led plates, aces, ige, chimney, as resistant
structures, hydraulic structures, liquid retaining
tructura eat resistant stares covered
{respective standard have no been cover in is
‘Sandard estandard sal be sed in concis
dh i stands.
2 REFERENCES
“The Indian Standards listed in Annex A contin
provisions which throogh reference in thi text,
‘onsite provisos of ue standard. Ate tie of
publication, the editions diet were valid. Al
$apdards re subject 1 revision and partes to
presents based on ths sacré we encouraged to
investigate the possi) af appying he mest een
‘tone ofthe andar indicted in Anne À
3 TERMINOLOGY
Fer the purpose of this standar, he definition given
in 4845 and 15 6461 (Pas 11012) sal genealy
ap.
4 SYMBOLS
For he purpose of is standard, following ler
symbols shal ave te meaning indicat gars each
ee other symbols re wid, hey are explained a
‘he appropriate place:
A Aves
bo Brestthofteam, share dimension
of rectangular clama,
ha = Estcine wid of ab
b= Elocivewiino! Mango
Be = Brett of web ob
BD = Overall depth of beam of sab or
lamer of column; dimension of a
rectangular col inthe direction
‘der onideaton
D, = Thickness of age
DL Deal load
4 = icv ep of beam or sab
8 - Depthof compression reinforcement
‘fom the highly compressed face
E = Modus of elasticity o concrete
a -
PERS
FETE
m-
P-
argue load
Model of last lee
Esceniciy
Characteristic cube compressive
eng o concrete
Modulus of rupture of concrete
(lex tensile eng)
Splting tenio rng of concrete
Design strength
Character strength of see
Unsupported eight of wall
Eee eight of wall,
Etre moment of inertia
Moment fini ft gros si
excaing renforement
Moment of nei of racked section
Siles of member
‘Constant rcofiet or factor
Development length
Live la orimpesed fo
orion dance between entres
‘ier etait
Length ofa column or team between
adeguate lateral restraints or the
unsuppored eng af clama
Elecive span of beam or lab or
cine length of column
Et eng abou canis
fective length about yy ais
Clear span fc o-face fps
1, for hole ofthe two pans ge
shales
Length of shorter side of lb
Leng of longer side of slab
Distance between points of zero
moment in abc
Span in the direction in which
moments are determined, centre 10
enue of semper
Span waneverse 1, cents o centre
apre
1, forthe shorter ofthe continuous
spans
Bending moment
Modular ajo
Number of samples
‘Axa oad ona compression member
Catala maximum ening peso
15486
2000
Tea od
Wind oad
Dirt de load per unit aa
Disb impose operat ares
Depth rei ais
Arale wero
Par ety fst for on
Perceiageredicon i moment
Cree train of once
Permiesbl stress in concreto in
ending compression
eis ses inerte in diet
emite ses in metal in diet
compresion
Permisibl dense stes in sar
ehren
Design bond sess
Maximum shear stes In concrete
‘ith sear riflemen
Diameter of tar
2000
Tea od
Wind oad
Dirt de load per unit aa
Disb impose operat ares
Depth rei ais
Arale wero
Par ety fst for on
Perceiageredicon i moment
Cree train of once
Permiesbl stress in concreto in
ending compression
eis ses inerte in diet
emite ses in metal in diet
compresion
Permisibl dense stes in sar
ehren
Design bond sess
Maximum shear stes In concrete
‘ith sear riflemen
Diameter of tar
18456: 2000
SECTION2 MATERIALS, WORKMANSHIP,
INSPECTION AND TESTING
$ MATERIALS
$1 Coment
‘Thecemen wed sal be any ofthe following and e
type selected shoud be appropriate forthe tended
2) 33 Grado ordinary Portland coment
‘conforming 1015 269
43 Grade ordinary Portland cement
conferming oS 812
53 Grade ordinary Ponland coment
fering 01 12269
Rapid arening Portland cement conforming
wiss
Porn lag cement conormig 1015 455
Pond porzolana cemeot (NY ah bas)
conforming 151489 Par)
Pordund porzolaa cement (calcined clay
tase) conforming o 18 1489 Part 2)
Hydrophobic cement conforming 1 1S #049
Low heat Portland cement conforming to
IS 12600
Sulphate resising_ Portland cement
entering 01 12330
Cte combination of Poland cement wth ior
sdmitare (ee $2) of quality conforming with
‘elvan Indian Standards id down may also be sed
In the manufacture of concrete provided hat ere re
isfatory data on their suitability, such as
Performance ts on corte coming em.
5.1.1 Low heat Portland cement conforming to
15 12600 shal be used wih dequnte precanons With
regu to removal of fome e
5.2 High lumina cement conforming 15 6452 0e
supenuipatedcersent contomingto 1 G09 may be
‘ed oly ander special ceumstnce with e prior
carpo ole engineerin chape Special cure
ray be conse for guidance regarding e ue of
thei pe of cement
513 The ation of the engacersn-harge and
‘were of comen dr tothe fat that ua of
‘rious comens mentioned in 5. tobe determined
où the basi fis conformity 10 the performance
‘characteris given n he respec nian Standard
Specfieaton fo tat cement Any trado mark or any
‘rode name inating an spel feutres po covered
in he standard or any qualifie o ober special
perfomance characteristics sometimes claimed!
Indice on be bgs roman rin remets
longi be Stary Quay Making’ or era
»
o
o
o
9
o
»
>
»
5
uv no rio whatsoever wth de charterer
ane bythe Quay Marking a relevant at
ment Consumers we, hereto, advised to go by
‘be characteristics as give inthe corresponding
Indian Standard Specficaio or seek specialist
vs o avoid any robe in concrete making and
52 Mineral Adnistaren
521 Pools
Pozzlanie materia confoming to relevant Indian
Standard may be ud wäh te pension ofthe
cagneeri-shage, provided unfom blending with
$211 Ply ask (parer cach)
Fy sh conforming 10 Grade 1 of 1S 3612 may be
ut as pat replacement of ertinary Portland cement
provino blading with ements eased.
212 Sic fame
Safe conforming 0a standard approved bythe
zing host may be wed a pat replacement of
ment provided unio blending with he cement is
nou.
NOTE Mesa me (vr nn an se
et pe nl an
‘rite to qr conn re he
nd pen
5213 ice kash
Rice husk ath giving required performance and
uniform characterises may be teed with the
peor of be deciding ater
[NOTE hah rc yD a ad
Metakaotine between 700 10
900 mg may be wie ws pozzoanie mate in
NOTE Metal alo! y lalo fp
‘anti yap Te EE
mpg an et ODE
‘ere bry poa
522 Ground Graalte Blast Parece Slag
Ground granulate bas farce slag obtained by
nding granted bas furnace ag eonfoming (>
1512089 maybe ued pr replacement of dinar
SECTION2 MATERIALS, WORKMANSHIP,
INSPECTION AND TESTING
$ MATERIALS
$1 Coment
‘Thecemen wed sal be any ofthe following and e
type selected shoud be appropriate forthe tended
2) 33 Grado ordinary Portland coment
‘conforming 1015 269
43 Grade ordinary Portland cement
conferming oS 812
53 Grade ordinary Ponland coment
fering 01 12269
Rapid arening Portland cement conforming
wiss
Porn lag cement conormig 1015 455
Pond porzolana cemeot (NY ah bas)
conforming 151489 Par)
Pordund porzolaa cement (calcined clay
tase) conforming o 18 1489 Part 2)
Hydrophobic cement conforming 1 1S #049
Low heat Portland cement conforming to
IS 12600
Sulphate resising_ Portland cement
entering 01 12330
Cte combination of Poland cement wth ior
sdmitare (ee $2) of quality conforming with
‘elvan Indian Standards id down may also be sed
In the manufacture of concrete provided hat ere re
isfatory data on their suitability, such as
Performance ts on corte coming em.
5.1.1 Low heat Portland cement conforming to
15 12600 shal be used wih dequnte precanons With
regu to removal of fome e
5.2 High lumina cement conforming 15 6452 0e
supenuipatedcersent contomingto 1 G09 may be
‘ed oly ander special ceumstnce with e prior
carpo ole engineerin chape Special cure
ray be conse for guidance regarding e ue of
thei pe of cement
513 The ation of the engacersn-harge and
‘were of comen dr tothe fat that ua of
‘rious comens mentioned in 5. tobe determined
où the basi fis conformity 10 the performance
‘characteris given n he respec nian Standard
Specfieaton fo tat cement Any trado mark or any
‘rode name inating an spel feutres po covered
in he standard or any qualifie o ober special
perfomance characteristics sometimes claimed!
Indice on be bgs roman rin remets
longi be Stary Quay Making’ or era
»
o
o
o
9
o
»
>
»
5
uv no rio whatsoever wth de charterer
ane bythe Quay Marking a relevant at
ment Consumers we, hereto, advised to go by
‘be characteristics as give inthe corresponding
Indian Standard Specficaio or seek specialist
vs o avoid any robe in concrete making and
52 Mineral Adnistaren
521 Pools
Pozzlanie materia confoming to relevant Indian
Standard may be ud wäh te pension ofthe
cagneeri-shage, provided unfom blending with
$211 Ply ask (parer cach)
Fy sh conforming 10 Grade 1 of 1S 3612 may be
ut as pat replacement of ertinary Portland cement
provino blading with ements eased.
212 Sic fame
Safe conforming 0a standard approved bythe
zing host may be wed a pat replacement of
ment provided unio blending with he cement is
nou.
NOTE Mesa me (vr nn an se
et pe nl an
‘rite to qr conn re he
nd pen
5213 ice kash
Rice husk ath giving required performance and
uniform characterises may be teed with the
peor of be deciding ater
[NOTE hah rc yD a ad
Metakaotine between 700 10
900 mg may be wie ws pozzoanie mate in
NOTE Metal alo! y lalo fp
‘anti yap Te EE
mpg an et ODE
‘ere bry poa
522 Ground Graalte Blast Parece Slag
Ground granulate bas farce slag obtained by
nding granted bas furnace ag eonfoming (>
1512089 maybe ued pr replacement of dinar
15.456: 200
Ponand coments provided uniform Binding with
‘omen is ensure
53 Angrepates
Aggregates sa comply withthe requirements of
15383. A fara posible preference halbe given ©
oral aggregates
SLA Other types of aggregates such as slag and
‘ated overt rick or le, which may be found
Sale wire o seg, dural of once
nd reco fo har effects may be ed o pl
concret members, ut such aggregates should pot
oran more thn DS percent of spats a SO, and
Should wot ase more ha 10 percent of hel mn.
mass of wate,
5.3.2 Heavy weight aggregates or light weight
agregues mas lore gprgus ad tered
Ty ssh aggregates may also be used provided the
engineer anche i susi wih be da op the
Properties of concrete made with bem.
er ec
533 Sie ofAggregae
The nominal maximum sie of coors agreste bold
teas rg a posible within thei specified bt
in no cate geste han one fourth of de minimum
"cines of the member, provided Bat te concrete
‘ante paced without diffely so ato around ll
Feiforcenest thoroughly and A De cores of e
om. Foros wrk, 20 am aggregate is abe
Where there is o resin othe flow of conato
int section, 4 mun o larger ie may be permite.
Inconcrae elements wih sections, sy spaced
reinforcement or smal cover consideration shouldbe
given othe us of 10mm rial maximum ie.
Plums above 160 mm and up 10 any reasoasbe sae
may be wedi pain concrete work up oa maximem
limi of 20 percent by volume of conree when
spectcaly pemáted by te eninerinchage. The
ms stale std een and bal be ot ser
{han 150 mm from th arce
53.31 For heavily reinforced corte members as
in the case of ribs of main beams, the nominal
‘maximum size of the aggreg should aaa be
Teste Smm ss han he misinum cle tance
between the main bars or Sm estan be minimum
‘cover the reinforcement whichever is salle.
534 Coarse and fine aggregate shall be batched
separa. Al aggregue may be wed only where
‘Specialy permitad bythe enineeninchuge
true for mixing ad curing shall be clean and
eos moss cs cis hai al,
sugar, organi mater rober substances at may
À clous to one o sel
Potable water is generally considered saltaciry
for mixing concrete. At guido the following
‘concentrator represent the maximum permisbie
‘alae:
2) To neualize 100 sample of water, sing
pesada as an diay, au ot
Fre more han rl of 02 normal NaOH.
‘he details of tet ae given in BA ofS
3005 (Pat 29,
‘To saules 100 ml sample of water, using.
‘nixed. indie, I should ot rege more
‘than 25 ml 6 002 normal 10, The deals
of test sal De as given In 8 of IS 3025,
Dan,
emit its for slide sal be a given
ine.
SA Incase of doubt regarding development of
eng the sub of war or making core
‘hal be acti by te compresive eng and
Ina sting me es pain SA 296 541
SALLI The sample of water ken fr testing aba
represent the water proposed o be sed for concreting.
Ae acount being pai 1 Season variation. The
sample hal ot receive any eaten before esting
‘eran ht envisaged inbereglar pl of water
‘Propose frase nconeret Th sample sal boro
Fa en container perl inst oot with silat
SALZ Average 28 days compresivo sueno
Tent eo 150mm concrete es prepa wih water
‘Proposed to be usd hl ot bolt than 90 percent
fe average of streng of the similar corte
tutes prepared with dill water. The cubes sal
Be pepe, cured and ested in acordance wi he
requirements of 516
SALS Te intl seing fet Bock mado with
‘he appropri em nd the te propose 1 be
‘ed hal note lee han 30 ml and al ot er
by min fom De ial sting Ume of conto)
ves beck prepared wih the same cement and iles
‘rae, The text locks bal be prepared and ested in
cortas wi he rquemens 071 403 (Part)
542 The ph valo of water sal be ot ess han 6
543 Sea Water
»
El
Mixing or cain of corto wit en water e not
recommended because o press ol arf sain
‘ea ater Under unvodake crcumsancersen war
maybe ed fr min eurigin pl corte via
0 enbedded el er having gen du considero
Fo pese diodvatagesand recetonsinctoing se
of eprpriaceoent system.
Ponand coments provided uniform Binding with
‘omen is ensure
53 Angrepates
Aggregates sa comply withthe requirements of
15383. A fara posible preference halbe given ©
oral aggregates
SLA Other types of aggregates such as slag and
‘ated overt rick or le, which may be found
Sale wire o seg, dural of once
nd reco fo har effects may be ed o pl
concret members, ut such aggregates should pot
oran more thn DS percent of spats a SO, and
Should wot ase more ha 10 percent of hel mn.
mass of wate,
5.3.2 Heavy weight aggregates or light weight
agregues mas lore gprgus ad tered
Ty ssh aggregates may also be used provided the
engineer anche i susi wih be da op the
Properties of concrete made with bem.
er ec
533 Sie ofAggregae
The nominal maximum sie of coors agreste bold
teas rg a posible within thei specified bt
in no cate geste han one fourth of de minimum
"cines of the member, provided Bat te concrete
‘ante paced without diffely so ato around ll
Feiforcenest thoroughly and A De cores of e
om. Foros wrk, 20 am aggregate is abe
Where there is o resin othe flow of conato
int section, 4 mun o larger ie may be permite.
Inconcrae elements wih sections, sy spaced
reinforcement or smal cover consideration shouldbe
given othe us of 10mm rial maximum ie.
Plums above 160 mm and up 10 any reasoasbe sae
may be wedi pain concrete work up oa maximem
limi of 20 percent by volume of conree when
spectcaly pemáted by te eninerinchage. The
ms stale std een and bal be ot ser
{han 150 mm from th arce
53.31 For heavily reinforced corte members as
in the case of ribs of main beams, the nominal
‘maximum size of the aggreg should aaa be
Teste Smm ss han he misinum cle tance
between the main bars or Sm estan be minimum
‘cover the reinforcement whichever is salle.
534 Coarse and fine aggregate shall be batched
separa. Al aggregue may be wed only where
‘Specialy permitad bythe enineeninchuge
true for mixing ad curing shall be clean and
eos moss cs cis hai al,
sugar, organi mater rober substances at may
À clous to one o sel
Potable water is generally considered saltaciry
for mixing concrete. At guido the following
‘concentrator represent the maximum permisbie
‘alae:
2) To neualize 100 sample of water, sing
pesada as an diay, au ot
Fre more han rl of 02 normal NaOH.
‘he details of tet ae given in BA ofS
3005 (Pat 29,
‘To saules 100 ml sample of water, using.
‘nixed. indie, I should ot rege more
‘than 25 ml 6 002 normal 10, The deals
of test sal De as given In 8 of IS 3025,
Dan,
emit its for slide sal be a given
ine.
SA Incase of doubt regarding development of
eng the sub of war or making core
‘hal be acti by te compresive eng and
Ina sting me es pain SA 296 541
SALLI The sample of water ken fr testing aba
represent the water proposed o be sed for concreting.
Ae acount being pai 1 Season variation. The
sample hal ot receive any eaten before esting
‘eran ht envisaged inbereglar pl of water
‘Propose frase nconeret Th sample sal boro
Fa en container perl inst oot with silat
SALZ Average 28 days compresivo sueno
Tent eo 150mm concrete es prepa wih water
‘Proposed to be usd hl ot bolt than 90 percent
fe average of streng of the similar corte
tutes prepared with dill water. The cubes sal
Be pepe, cured and ested in acordance wi he
requirements of 516
SALS Te intl seing fet Bock mado with
‘he appropri em nd the te propose 1 be
‘ed hal note lee han 30 ml and al ot er
by min fom De ial sting Ume of conto)
ves beck prepared wih the same cement and iles
‘rae, The text locks bal be prepared and ested in
cortas wi he rquemens 071 403 (Part)
542 The ph valo of water sal be ot ess han 6
543 Sea Water
»
El
Mixing or cain of corto wit en water e not
recommended because o press ol arf sain
‘ea ater Under unvodake crcumsancersen war
maybe ed fr min eurigin pl corte via
0 enbedded el er having gen du considero
Fo pese diodvatagesand recetonsinctoing se
of eprpriaceoent system.
15456: 2000
‘Table 1 Perminible Limi fr Sede
(Clas)
Tre ri
oie sas moma
ee 25325 pu) Smet
Sp 909 Ban ni
a DEL zum
‘conn ns
Pri
Spel ter ¡ss rara Er
544 Water found susfacor fr mixing itso
sable or caring concrete, However, water sed for
‘ing sould not produce any objectionable ii or
msi depositor the concrete surface Te ponte
funni cid or ion compounds objectionable
85 Adrian
S51 Adi, ud shall comply wit 1 9103,
Soule considerediarltonto Bel sanded of
pario women wrk ng specifi
552 Adminures shuld not impair durbity of
concrete nr combine withthe consient 1 form
af compounds or nrease the ik of casion
of reinforcement.
553 The mortality, compressive srengh and the
slump los of concrete with and wow the eof
ómintrs sal be exalted rng the ua mixes
efor se of dates
55 The lative density of quid sinus sal
te checke for each drum containing admins and
compared with the specified vale before acceptance
555 The chorido content of admixturesaball
be independently tested for each batch before
pane
5.5.6 1 two or more admixtures are used
‘simultaneously inthe same corte mi, dt shold
be obtained to aser thir intra and o ensure
esr compas
54 Relnforcement
‘The reinforcement shall be ay of he lows
2) Mild steel and medium tensile sel bars
Sonforming to 1S 432 Par D.
9) ighstrength defomed steel bar conforming
‘ols 16,
©) Har-drawn sel wit fabric conforming to
151566.
4) Strctrl steel conforming to Grade À of
152062.
15
561 Al rifocement hal be fe rm Loue mill
cales, los rs aná coats of pans, ll mud or ty
‘ae substances which may destroy o reduce bod.
Sandblasting r be meurent recommended 10
‘kan referee
42 Special precastions ike costing of rinforcement
ray be required for einfored concrete elemens in
‘exceponal cate and for bilan of cares
Spelt erature may be refered 1 in such caes.
563 The modus of ela of zl shal be taken
3200 Emi. The characte il regi of
‘iret et ha be assumed as he minimum yield
‘sees percent prot sues pecliediatherelevant
Indian Sander,
57 Storage of Materials
Storage of material shal be a described in 15 4062.
6 CONCRETE
61 Grados
‘The concrete shall bein grades designated as pee
eZ
6.11 The characteristic stengh is defined asthe
Strength of material below which aot more than
‘Speen of he testes ao expected to al
612 The minimum grade of concrete for pli end
‘nfrcd conce al be a per Table .
GLS Concrete of grades tower than those given in
Tale Say be sed or pai concrete construcion,
Jean concrete, simple foundations, foundation for
masonry wall and other simple or temporary
reinforced concrete conan
(62 Properties of Conerete
621 Increase of Srength with Age
‘Ther is normaly a gi o sent beyond 28 aya
‘Te quantum of increase depends upon te grade and
‘ype of eme ring nd environmental condor,
e The design should be based on 28 days chars:
{ere eng ol conc unless eri video o
‘Table 1 Perminible Limi fr Sede
(Clas)
Tre ri
oie sas moma
ee 25325 pu) Smet
Sp 909 Ban ni
a DEL zum
‘conn ns
Pri
Spel ter ¡ss rara Er
544 Water found susfacor fr mixing itso
sable or caring concrete, However, water sed for
‘ing sould not produce any objectionable ii or
msi depositor the concrete surface Te ponte
funni cid or ion compounds objectionable
85 Adrian
S51 Adi, ud shall comply wit 1 9103,
Soule considerediarltonto Bel sanded of
pario women wrk ng specifi
552 Adminures shuld not impair durbity of
concrete nr combine withthe consient 1 form
af compounds or nrease the ik of casion
of reinforcement.
553 The mortality, compressive srengh and the
slump los of concrete with and wow the eof
ómintrs sal be exalted rng the ua mixes
efor se of dates
55 The lative density of quid sinus sal
te checke for each drum containing admins and
compared with the specified vale before acceptance
555 The chorido content of admixturesaball
be independently tested for each batch before
pane
5.5.6 1 two or more admixtures are used
‘simultaneously inthe same corte mi, dt shold
be obtained to aser thir intra and o ensure
esr compas
54 Relnforcement
‘The reinforcement shall be ay of he lows
2) Mild steel and medium tensile sel bars
Sonforming to 1S 432 Par D.
9) ighstrength defomed steel bar conforming
‘ols 16,
©) Har-drawn sel wit fabric conforming to
151566.
4) Strctrl steel conforming to Grade À of
152062.
15
561 Al rifocement hal be fe rm Loue mill
cales, los rs aná coats of pans, ll mud or ty
‘ae substances which may destroy o reduce bod.
Sandblasting r be meurent recommended 10
‘kan referee
42 Special precastions ike costing of rinforcement
ray be required for einfored concrete elemens in
‘exceponal cate and for bilan of cares
Spelt erature may be refered 1 in such caes.
563 The modus of ela of zl shal be taken
3200 Emi. The characte il regi of
‘iret et ha be assumed as he minimum yield
‘sees percent prot sues pecliediatherelevant
Indian Sander,
57 Storage of Materials
Storage of material shal be a described in 15 4062.
6 CONCRETE
61 Grados
‘The concrete shall bein grades designated as pee
eZ
6.11 The characteristic stengh is defined asthe
Strength of material below which aot more than
‘Speen of he testes ao expected to al
612 The minimum grade of concrete for pli end
‘nfrcd conce al be a per Table .
GLS Concrete of grades tower than those given in
Tale Say be sed or pai concrete construcion,
Jean concrete, simple foundations, foundation for
masonry wall and other simple or temporary
reinforced concrete conan
(62 Properties of Conerete
621 Increase of Srength with Age
‘Ther is normaly a gi o sent beyond 28 aya
‘Te quantum of increase depends upon te grade and
‘ype of eme ring nd environmental condor,
e The design should be based on 28 days chars:
{ere eng ol conc unless eri video o
18486 2000
Table 2 Grades of Concrete
(Cini 61.922 151: ond 361)
‘Gop Grete Deion Ip Carre
Peer
Er
mn no A
A
en
Sen
nn
re
ey higher regt fora parle sucre de o
a.
162. For concrete of grade M 30 and above, be
ra increase of compressive strength with ge shall
Ve bad on atl investigations,
62.12 Where members ae subjected to lower diet
oat during conti, they should be check for
steseseulting from combination of ret od and
ending during construction,
622 Tensile Sven of Concrete
‘he Mexual and spiting tensile strengths sal be
obtained as described in 18 516 and 1S S816
respectively. When the designer wishes to use an
sat of the tenio streng from the compressive
strength, the following formula may be used:
Flexural strength, f, = 0.7 {fa Nimmt
where fst chancersiccube compressive eng
of concrete in Ni?
623 Elie Deformation
‘The modal of elasticity is primary inenced by
the else ropes ofthe aggregate and to eset
sent by the conditions of curing ag age ofthe
concret, the min proportions andthe typeof cement.
“The modulus of elasticity is normally elated 0 the
compresive strength of conce
62.31 The modulus of elasticity of concrete can be
sumed as follows
Bas
see
E, o short term static modus of est in
Na.
‘Actual measured values may dif by + 20 perce
‘fom the vales obtained from the above expresion
624 Shrinkage
‘The ttl shrinkage of concrete depends upon the
constituents of concreto, sizeof the member and
envenena condions Fo given humidity and
temperature the ota shrinkage of concrete is mos
feed y the al amount of water present othe
concrete at the tine of mixing and to leer extent
bythe cement coon.
6241 ln the absence of test data, the approximate
value ofthe total shrinkage sin fr design may be
take as 0.0003 (for more information, se 1S 1343)
625 Creep of Concrete
Creep of concrete depends, in addon othe factors
Tied in 624, on the stress inthe concrete age a
loafing andthe duition of lading Ar long a the
stress In concreto doesnot exceed one-hit of itt
characterise compressive strength, creep may be
assumed tobe proportional othe ses
628.1 Ihe bene of experimental data detailed
information on the efecto the variables, the late
creep sain may be estimated from the following.
values ofcrepceficeat (hati ua rep sta”
lso atin u ie age of loading): for long span
metre it is advisable to teme actua Creep
‘stain, ily oak place:
‘ee Loading Crep Coeficient
Tay 22
28 days 16
year in
626 Thema Expansion
‘Thecoeticientofthemal expansion depends on nature
of cement, che aggregate, the cement content, he
relie humidity an the size of sections, The vale
of coefficient of thermal expansion for concrete with
feront aggregates maybe kena below
Tine of Aagrepate—_Coeicient of Terma
Expansion for Comer
Quai 12013%10%
Sandsone 091 12x 10°
Gani 07100953 10°
Balt 08100953 10°
Limestone 06109 x 10
Table 2 Grades of Concrete
(Cini 61.922 151: ond 361)
‘Gop Grete Deion Ip Carre
Peer
Er
mn no A
A
en
Sen
nn
re
ey higher regt fora parle sucre de o
a.
162. For concrete of grade M 30 and above, be
ra increase of compressive strength with ge shall
Ve bad on atl investigations,
62.12 Where members ae subjected to lower diet
oat during conti, they should be check for
steseseulting from combination of ret od and
ending during construction,
622 Tensile Sven of Concrete
‘he Mexual and spiting tensile strengths sal be
obtained as described in 18 516 and 1S S816
respectively. When the designer wishes to use an
sat of the tenio streng from the compressive
strength, the following formula may be used:
Flexural strength, f, = 0.7 {fa Nimmt
where fst chancersiccube compressive eng
of concrete in Ni?
623 Elie Deformation
‘The modal of elasticity is primary inenced by
the else ropes ofthe aggregate and to eset
sent by the conditions of curing ag age ofthe
concret, the min proportions andthe typeof cement.
“The modulus of elasticity is normally elated 0 the
compresive strength of conce
62.31 The modulus of elasticity of concrete can be
sumed as follows
Bas
see
E, o short term static modus of est in
Na.
‘Actual measured values may dif by + 20 perce
‘fom the vales obtained from the above expresion
624 Shrinkage
‘The ttl shrinkage of concrete depends upon the
constituents of concreto, sizeof the member and
envenena condions Fo given humidity and
temperature the ota shrinkage of concrete is mos
feed y the al amount of water present othe
concrete at the tine of mixing and to leer extent
bythe cement coon.
6241 ln the absence of test data, the approximate
value ofthe total shrinkage sin fr design may be
take as 0.0003 (for more information, se 1S 1343)
625 Creep of Concrete
Creep of concrete depends, in addon othe factors
Tied in 624, on the stress inthe concrete age a
loafing andthe duition of lading Ar long a the
stress In concreto doesnot exceed one-hit of itt
characterise compressive strength, creep may be
assumed tobe proportional othe ses
628.1 Ihe bene of experimental data detailed
information on the efecto the variables, the late
creep sain may be estimated from the following.
values ofcrepceficeat (hati ua rep sta”
lso atin u ie age of loading): for long span
metre it is advisable to teme actua Creep
‘stain, ily oak place:
‘ee Loading Crep Coeficient
Tay 22
28 days 16
year in
626 Thema Expansion
‘Thecoeticientofthemal expansion depends on nature
of cement, che aggregate, the cement content, he
relie humidity an the size of sections, The vale
of coefficient of thermal expansion for concrete with
feront aggregates maybe kena below
Tine of Aagrepate—_Coeicient of Terma
Expansion for Comer
Quai 12013%10%
Sandsone 091 12x 10°
Gani 07100953 10°
Balt 08100953 10°
Limestone 06109 x 10
7 WORKABILITY OF CONCRETE
7. The coreo mix proportion chose shouldbe be compacted wit he means
sh tha the conce of adequate workability or
the plain condon fe concret and can prop
154
2000
abe Suggested
ranges of workability of concrete measured in
‘conane wih 199 ae given below
Placing Conditions Degree
o a
Shallow sens
of ‘Shing
Worably (om
Binding corte | Very lon
Mas concrete } Low
Li centre
sections in as,
teams, walls, columas; |
Foot
Hand placed pavements:
Canal iio
Sup fines
Henly infor]
|
‘ea, wall cols
Slpfom work
Pumped concrete
och
si piling
"rei once
High
Medio
Very high
o
seras
2505
son
sreraz
AA Inthe very low category of waka whee
Sit control is cesary, or example pavement
‘quality concrete measurement of workability By
determination of compacting factor wil be more
Apec than samp ae IS 199) and a vale of
mmpacting ato of 0.7 0080 ir vege,
7.12 Inthe “very high’ category of workability,
measurement ofwrkabily by determination Now
‘lbs appropiate ne 1 93103),
3 DURABILITY OF CONCRETE
AL General
A durable concrete one tha performs saftey
in the working environment during is anticipated
posa conditions rng sevice, The materials and
‘ni proportions specific und ued shold Be suchas.
o mini ts inert nd if applicable, o pote
‘embeded met rm coso
FULL One ote main characteris aflcncia de
ability of concrete it pemebilay och ingress
‘of water xy crio dione ie pe a
‘der potently delos bancs permet
À over by be eos ad nenes
inmaking heeonree Wil mal weightogrgaen
bi ow parent is achieve by having an
gun comen comen uficieny low ee vato
ene aio, y ening complete compaction e he
once, un by adequate curo
The factor none darby nude:
1) be eavironmen:
8) cover io ened set
€) the ype and quality of constivent materials;
4) the cement comet and watrkement rao of
bewerte
©) workmansip 10 chain ll compaction and
‘set ering and
1) he shape and sae of the member.
“The ders of espeor anticipated for the concrete
ring its service fe together wih ther relevant
factors relating to mix compton, workmanship,
design and dealing shoud be considered. The
onto provide adequate duraba under se
‘Sonditon shouldbe hosen taking account ofthe
curacy of uren testing regimes or contol and
«omplnce as described in his standard
7. The coreo mix proportion chose shouldbe be compacted wit he means
sh tha the conce of adequate workability or
the plain condon fe concret and can prop
154
2000
abe Suggested
ranges of workability of concrete measured in
‘conane wih 199 ae given below
Placing Conditions Degree
o a
Shallow sens
of ‘Shing
Worably (om
Binding corte | Very lon
Mas concrete } Low
Li centre
sections in as,
teams, walls, columas; |
Foot
Hand placed pavements:
Canal iio
Sup fines
Henly infor]
|
‘ea, wall cols
Slpfom work
Pumped concrete
och
si piling
"rei once
High
Medio
Very high
o
seras
2505
son
sreraz
AA Inthe very low category of waka whee
Sit control is cesary, or example pavement
‘quality concrete measurement of workability By
determination of compacting factor wil be more
Apec than samp ae IS 199) and a vale of
mmpacting ato of 0.7 0080 ir vege,
7.12 Inthe “very high’ category of workability,
measurement ofwrkabily by determination Now
‘lbs appropiate ne 1 93103),
3 DURABILITY OF CONCRETE
AL General
A durable concrete one tha performs saftey
in the working environment during is anticipated
posa conditions rng sevice, The materials and
‘ni proportions specific und ued shold Be suchas.
o mini ts inert nd if applicable, o pote
‘embeded met rm coso
FULL One ote main characteris aflcncia de
ability of concrete it pemebilay och ingress
‘of water xy crio dione ie pe a
‘der potently delos bancs permet
À over by be eos ad nenes
inmaking heeonree Wil mal weightogrgaen
bi ow parent is achieve by having an
gun comen comen uficieny low ee vato
ene aio, y ening complete compaction e he
once, un by adequate curo
The factor none darby nude:
1) be eavironmen:
8) cover io ened set
€) the ype and quality of constivent materials;
4) the cement comet and watrkement rao of
bewerte
©) workmansip 10 chain ll compaction and
‘set ering and
1) he shape and sae of the member.
“The ders of espeor anticipated for the concrete
ring its service fe together wih ther relevant
factors relating to mix compton, workmanship,
design and dealing shoud be considered. The
onto provide adequate duraba under se
‘Sonditon shouldbe hosen taking account ofthe
curacy of uren testing regimes or contol and
«omplnce as described in his standard
82 Requirements for Durability
821 Shape and Sie of Member
‘The shape or design des of exposed structures
sould be sch art promo good rire of wate
and to avoid standing pools and rundown of wae
(Care should aloe ken 0 minimize any eek that
muay collet or anrmit water. Adequate cringe
‘ssl to avo the han fet of ely ot of
moiaure (see 13.5) Member profiles and weit
Inert with ter member dl be designed and
eilt ina way terre sy Now of concrete and
proper compaction daring onen,
Concrete i more velerbl o deteioaion due to
heal or clima tk when sin Un sections,
in sections under bydrosati rescue fom one sido
Sy in para immesa sections nd a core and
‘lgesof elemente The life of De str canbe
Tengthened by providing extra covert sel, by
lames the comers oe by sing circuler ers
seco ory ong sr coatings which prevent or
eave the ingress of water, carbon dionide or
agresivo chemicals.
822 Esposare Condos
8224 General environment
‘Te general environment e which he concrete wi
e eapoued daring te working If de chi ine
Five els ofseveiy at mild, moderate severe
‘ery sever and catre as described in Tale 3
‘Table 3 Environmental Exposure Conditions
(Clos $221 nd 3832)
ET
Care ne et
nes
Ena mac expend eme
Seer Soe
oy tn
o mann
ac ss pd va
pee und
prie
igen ev a
Veo ee
8222 Arabe
Specials eratres may be refered o fr dry
‘ements of coro aies exposed to bese
en. erumpe in case of chery anda y
8223 Freeing and having
“Where frezing and thawing actions under wet
Sondtions ei, ebanced daily can be obtained
‘by thous sable ar entrain mire. When
nee lower ha grade M 50 usd under these
onda the mean to ai onen by volume of
the fre concrete a he time of delivery Sto the
construcion should:
RTE Ertan ir
pos Percentage
om)
20 set
” aah
Since ar enainment reduces the sens sable
adjusiments may be made ie the mix design for
Acbiving rege ago
8224 Exposure o slphte anack
Table gives recommendation forthe type of cement,
maximun free wsterfeement ratio and minimum
‘ment content wich required difleret spate
Enocetadons in aeaponetealgroend water ving
Pots
or he vey ig sulphate concenations in Cas $
<condtons some om of ning such as polyetyleoe
‘cr polyhloropene et; o surface coating based on
‘spat, eloriaed rubber, epoxy: or polyurethane
‘aera shoud also be used prevent ces bythe
‘pat slain
823 Requirement of Concrete Cover
231 The protection ofthe tel concrete agaist
erosion depende upon an adequate ices of god
‘aly concrete
232 Thenominalcovertothe reinforcement shal
‘be povided a per 264
824 Concrete Mi Proportions
8241 General
“The rs water cement ai an important factor in
Spring the dbl ofconcee and sould alvays
ete lowest value. Appeopit values fr minimum
‘event content tad he maximum fee vatencement
ratio are given in Table $ for diferent exporare
conditions. The minimum cement content and
maximum water cemen ati apply 020mm nominal
tmatum ie agree. For e sizesofapggate
they shuld be changed as given in Table 6
821 Shape and Sie of Member
‘The shape or design des of exposed structures
sould be sch art promo good rire of wate
and to avoid standing pools and rundown of wae
(Care should aloe ken 0 minimize any eek that
muay collet or anrmit water. Adequate cringe
‘ssl to avo the han fet of ely ot of
moiaure (see 13.5) Member profiles and weit
Inert with ter member dl be designed and
eilt ina way terre sy Now of concrete and
proper compaction daring onen,
Concrete i more velerbl o deteioaion due to
heal or clima tk when sin Un sections,
in sections under bydrosati rescue fom one sido
Sy in para immesa sections nd a core and
‘lgesof elemente The life of De str canbe
Tengthened by providing extra covert sel, by
lames the comers oe by sing circuler ers
seco ory ong sr coatings which prevent or
eave the ingress of water, carbon dionide or
agresivo chemicals.
822 Esposare Condos
8224 General environment
‘Te general environment e which he concrete wi
e eapoued daring te working If de chi ine
Five els ofseveiy at mild, moderate severe
‘ery sever and catre as described in Tale 3
‘Table 3 Environmental Exposure Conditions
(Clos $221 nd 3832)
ET
Care ne et
nes
Ena mac expend eme
Seer Soe
oy tn
o mann
ac ss pd va
pee und
prie
igen ev a
Veo ee
8222 Arabe
Specials eratres may be refered o fr dry
‘ements of coro aies exposed to bese
en. erumpe in case of chery anda y
8223 Freeing and having
“Where frezing and thawing actions under wet
Sondtions ei, ebanced daily can be obtained
‘by thous sable ar entrain mire. When
nee lower ha grade M 50 usd under these
onda the mean to ai onen by volume of
the fre concrete a he time of delivery Sto the
construcion should:
RTE Ertan ir
pos Percentage
om)
20 set
” aah
Since ar enainment reduces the sens sable
adjusiments may be made ie the mix design for
Acbiving rege ago
8224 Exposure o slphte anack
Table gives recommendation forthe type of cement,
maximun free wsterfeement ratio and minimum
‘ment content wich required difleret spate
Enocetadons in aeaponetealgroend water ving
Pots
or he vey ig sulphate concenations in Cas $
<condtons some om of ning such as polyetyleoe
‘cr polyhloropene et; o surface coating based on
‘spat, eloriaed rubber, epoxy: or polyurethane
‘aera shoud also be used prevent ces bythe
‘pat slain
823 Requirement of Concrete Cover
231 The protection ofthe tel concrete agaist
erosion depende upon an adequate ices of god
‘aly concrete
232 Thenominalcovertothe reinforcement shal
‘be povided a per 264
824 Concrete Mi Proportions
8241 General
“The rs water cement ai an important factor in
Spring the dbl ofconcee and sould alvays
ete lowest value. Appeopit values fr minimum
‘event content tad he maximum fee vatencement
ratio are given in Table $ for diferent exporare
conditions. The minimum cement content and
maximum water cemen ati apply 020mm nominal
tmatum ie agree. For e sizesofapggate
they shuld be changed as given in Table 6
4242 Maximum cement content
Cement coment ot including fly ach and ground
[routed bla farce lag in exes of 450 Kg ermal crac
Should not be usd unless special consideration as
“Tabled Requirements or Concrete Exposed to Sulphate Atak
(Chase 4224008912)
18456: 200
ben given in design othe inrese isk of racking
due ying shrinkage in Bin seis, oto cry
tothe increased ik damage
(eto alkali iia actos,
rs Ferm
Ge go ue ses
tbe qe ate Ses
ES ES cme
puro Ann yn San
Er
‘ee cnn gra le re et of ee
Vera cent ery mel we ering npr tse 9
Sores um pr epee pened a one lord wih econ ni Oe
ae oun ah ot cs snd éme pr ee dcs paty nes, cnet
Fertig ema SS e em men anne ig pope
‘Werle ut ng i ie lt gran o) end ene wb cra S108
rss Sete neces pent cme Al Pr em
gr oes ad ly Pcs my ed pon fi cr
Ale cere edad a bo ras
»
Cement coment ot including fly ach and ground
[routed bla farce lag in exes of 450 Kg ermal crac
Should not be usd unless special consideration as
“Tabled Requirements or Concrete Exposed to Sulphate Atak
(Chase 4224008912)
18456: 200
ben given in design othe inrese isk of racking
due ying shrinkage in Bin seis, oto cry
tothe increased ik damage
(eto alkali iia actos,
rs Ferm
Ge go ue ses
tbe qe ate Ses
ES ES cme
puro Ann yn San
Er
‘ee cnn gra le re et of ee
Vera cent ery mel we ering npr tse 9
Sores um pr epee pened a one lord wih econ ni Oe
ae oun ah ot cs snd éme pr ee dcs paty nes, cnet
Fertig ema SS e em men anne ig pope
‘Werle ut ng i ie lt gran o) end ene wb cra S108
rss Sete neces pent cme Al Pr em
gr oes ad ly Pcs my ed pon fi cr
Ale cere edad a bo ras
»
18456: 2000
25 Mic Corsten
8251 General
Foreonerttobe durable careful section of the mix
and materials is necessary, so that deleterious
onsttaets d ot exce he it
5252 Chlorides in concrete
‘Whenever there i crie in concret there is an
Incremed a of corrosion of embedded met. The
phere cord conten, rifsbsequeniy exposed
o warm moist conditions the pester the nak of
nrsion. Al coneiuent may conan Mores and
one maybe contained by chords fom the
External envionment. To minime the chances of
iron of concrete rom harmfulchemica al,
the levels o sch hama alla corte coming
from concrete materi, coment, agrees
‘eter mixes, velas by fin fom he
vironment sould be hinted. The ol amount of
Chloride content (a Cin the concret ome of
The tll acid. soluble ehorde content should be
culote rm the mix proportions nde measured
‘hl coments ofeachof th consten Wherever
posible, the total crio content ofthe concreta
‘ould be determine,
8253 Sulphate in concrete
Sulphats are pres in most cements and in some
aggeegaestckcesive amounts of water-soluble
‘expansion disruption of once, To prevent is,
het water sable sulphate content fe concrete
ri expresse as SO, sboald ot exceod percent y
mas ofthe cement in the mix. The slt cnet
‘ould be calculated atte tal fom the Various
‘Te percent mi does ot apply 0 concret mate
‘with Supetulphated cement complying with 156209.
8254 Allal aggregate reaction
Some aggregates conning paniulr vats of
Slica may be sucepble to ack by alias Aa O
tnd KO) originating from cement o ther source,
producing an expansive ression which can cause
Cracking and dsroption of coser. Damage lo
arte rom bis econ wil nomaly only cir
‘when al he following ae preset ope
2). A High moist lve, within the concrete
1) cement with high ltl coment, or anther
source of alkalis
©) Aggregate containing an lk
Where the service records of panculor cement
agrega combination are wellesablisod and Jo nat
include any istances of cracking due 1 alkal-
reg rection, o fürberprecautens should be
necessary. When the materials are unfair,
precaon shoud take one or more ofthe lowing
3) Use of aonescive aggregate from str
‘Table S Minimum Cement Content, Marimom Water-Cement aio and Minimum Grade of Concrete
Tor Different Exposures with Normal Weight
Aggregates of 20mm Nominal Maximum Sie
(Clases 61.2, 8241 912)
‘om om
lo nee 30 ss Mm wo m os
tet rade on ere in The
‘Seem someon etc u say DO sda se mima snow en tae
25 Mic Corsten
8251 General
Foreonerttobe durable careful section of the mix
and materials is necessary, so that deleterious
onsttaets d ot exce he it
5252 Chlorides in concrete
‘Whenever there i crie in concret there is an
Incremed a of corrosion of embedded met. The
phere cord conten, rifsbsequeniy exposed
o warm moist conditions the pester the nak of
nrsion. Al coneiuent may conan Mores and
one maybe contained by chords fom the
External envionment. To minime the chances of
iron of concrete rom harmfulchemica al,
the levels o sch hama alla corte coming
from concrete materi, coment, agrees
‘eter mixes, velas by fin fom he
vironment sould be hinted. The ol amount of
Chloride content (a Cin the concret ome of
The tll acid. soluble ehorde content should be
culote rm the mix proportions nde measured
‘hl coments ofeachof th consten Wherever
posible, the total crio content ofthe concreta
‘ould be determine,
8253 Sulphate in concrete
Sulphats are pres in most cements and in some
aggeegaestckcesive amounts of water-soluble
‘expansion disruption of once, To prevent is,
het water sable sulphate content fe concrete
ri expresse as SO, sboald ot exceod percent y
mas ofthe cement in the mix. The slt cnet
‘ould be calculated atte tal fom the Various
‘Te percent mi does ot apply 0 concret mate
‘with Supetulphated cement complying with 156209.
8254 Allal aggregate reaction
Some aggregates conning paniulr vats of
Slica may be sucepble to ack by alias Aa O
tnd KO) originating from cement o ther source,
producing an expansive ression which can cause
Cracking and dsroption of coser. Damage lo
arte rom bis econ wil nomaly only cir
‘when al he following ae preset ope
2). A High moist lve, within the concrete
1) cement with high ltl coment, or anther
source of alkalis
©) Aggregate containing an lk
Where the service records of panculor cement
agrega combination are wellesablisod and Jo nat
include any istances of cracking due 1 alkal-
reg rection, o fürberprecautens should be
necessary. When the materials are unfair,
precaon shoud take one or more ofthe lowing
3) Use of aonescive aggregate from str
‘Table S Minimum Cement Content, Marimom Water-Cement aio and Minimum Grade of Concrete
Tor Different Exposures with Normal Weight
Aggregates of 20mm Nominal Maximum Sie
(Clases 61.2, 8241 912)
‘om om
lo nee 30 ss Mm wo m os
tet rade on ere in The
‘Seem someon etc u say DO sda se mima snow en tae
“Table Adjustments o Minimum Cement
Contents for Aggregates Other Than 20 mun
(ioe 8241)
en tom
‘Table 7 Limite of Chloride Content of Cone
(Clove 8252)
CETTE ee]
ri
Rétro armee 06
D). Ur of low alta ordinary Potand cement
having ttl lkal content not mare thas 06
ace (as NO eaten).
Farber advantage canbe bed we fy
sah (Grade 1) conforming to 13 3812 or
rated blasturace slg conforming to
1 12089 as par replacement of ordinary
Porland cemen having il lali conten as
NO equivalent aot more thn 0.6 perce,
pride My ah conten atleast 20 percent
rang content eat eat 5 percent.
©) Measures to reduce he dorso saturation of
the concrete during service such as use of
impermeable membranes.
o
Limiingte cement content concrete mix
and cy Ting oa ala cone a be
Concrete mix. For more guidnce specialist
Terres maybe ere
826 Concrete in Agree Soils and Water
8261 General
‘Tedescrstive action of aggresive wae on concrete
is progressive. The re ol deterioration decreases a
he concrete made songer and mr impermeable,
ira the sl content of te watercress,
‘Where arcs are nly partly immersed or are in
cosbetaithaggresive sis ewer anon seen,
a
15456:200
cvapraton may cause serous concenzations lat
"id sbseques aero, even where de gia
{sl content fh sor ao i no igh
NOTE — tac pen ne pt
(ene wat igen
8262 Drainage
At sles where all concentrations re igh or may
como very high the ground water shold lower
by damage otha it vil not coment dest cota.
‘th he con
Adina protection may be obtained by be we of
‘emily estat soe facing or ayer of pater
‘ot Paris covered with suitable fare, sch a ot
boro inpeegnted with imino mata.
427 Compaction Fnshing and Caring
‘Mego compaction witout sepreation bou be
‘ensured by providing suitable workability and by
‘employing sproprae placing and compacting
Equipment and procedures. Fl compaction f=
Farialdy import i he vin construción
nd movement jit and of embedded water bars nd
‘enforcement
Good finishing practices ar essen
‘Overworking he surface and the tion of wate
cement toa in Anshing should be avide, the
esuhing Lance wll have impar strength and
<urailty and willbe particularly vulerabie to
freno and having under wet condon.
is esse to use proper and adequate cuing
techniques to reduce the permeability o he concrete
né enbane its darby by extending the barton
ofthe cement, particularly in ts suface zone
ee 135).
for durable
28 Concrete in Seawater
Concrete in se water or exposed direct along be
scout hl be a Jet M20 Onde inthe eat of
PiinconreteandM 0 n cs rines conce
"Thee oa or porolana coment advantages
nde sch camions.
ALL Specia ateo shal be given to te design
‘tte mix to obte dene os concret aa,
ren ic, soft hmestone sf sandstone or ber
ors or weak agregate hl no be wed.
242 Asfarasposihe, preference sal event
precast members ureinforced, wellcured and
tots intel arce fee rm con Each
the dees plastering should be avoided
{4283 Noconsucio in sallbeallowed witha
00 me below low steve ge win 600 mum of
the upper aná lower plane of wave action, Where
Contents for Aggregates Other Than 20 mun
(ioe 8241)
en tom
‘Table 7 Limite of Chloride Content of Cone
(Clove 8252)
CETTE ee]
ri
Rétro armee 06
D). Ur of low alta ordinary Potand cement
having ttl lkal content not mare thas 06
ace (as NO eaten).
Farber advantage canbe bed we fy
sah (Grade 1) conforming to 13 3812 or
rated blasturace slg conforming to
1 12089 as par replacement of ordinary
Porland cemen having il lali conten as
NO equivalent aot more thn 0.6 perce,
pride My ah conten atleast 20 percent
rang content eat eat 5 percent.
©) Measures to reduce he dorso saturation of
the concrete during service such as use of
impermeable membranes.
o
Limiingte cement content concrete mix
and cy Ting oa ala cone a be
Concrete mix. For more guidnce specialist
Terres maybe ere
826 Concrete in Agree Soils and Water
8261 General
‘Tedescrstive action of aggresive wae on concrete
is progressive. The re ol deterioration decreases a
he concrete made songer and mr impermeable,
ira the sl content of te watercress,
‘Where arcs are nly partly immersed or are in
cosbetaithaggresive sis ewer anon seen,
a
15456:200
cvapraton may cause serous concenzations lat
"id sbseques aero, even where de gia
{sl content fh sor ao i no igh
NOTE — tac pen ne pt
(ene wat igen
8262 Drainage
At sles where all concentrations re igh or may
como very high the ground water shold lower
by damage otha it vil not coment dest cota.
‘th he con
Adina protection may be obtained by be we of
‘emily estat soe facing or ayer of pater
‘ot Paris covered with suitable fare, sch a ot
boro inpeegnted with imino mata.
427 Compaction Fnshing and Caring
‘Mego compaction witout sepreation bou be
‘ensured by providing suitable workability and by
‘employing sproprae placing and compacting
Equipment and procedures. Fl compaction f=
Farialdy import i he vin construción
nd movement jit and of embedded water bars nd
‘enforcement
Good finishing practices ar essen
‘Overworking he surface and the tion of wate
cement toa in Anshing should be avide, the
esuhing Lance wll have impar strength and
<urailty and willbe particularly vulerabie to
freno and having under wet condon.
is esse to use proper and adequate cuing
techniques to reduce the permeability o he concrete
né enbane its darby by extending the barton
ofthe cement, particularly in ts suface zone
ee 135).
for durable
28 Concrete in Seawater
Concrete in se water or exposed direct along be
scout hl be a Jet M20 Onde inthe eat of
PiinconreteandM 0 n cs rines conce
"Thee oa or porolana coment advantages
nde sch camions.
ALL Specia ateo shal be given to te design
‘tte mix to obte dene os concret aa,
ren ic, soft hmestone sf sandstone or ber
ors or weak agregate hl no be wed.
242 Asfarasposihe, preference sal event
precast members ureinforced, wellcured and
tots intel arce fee rm con Each
the dees plastering should be avoided
{4283 Noconsucio in sallbeallowed witha
00 me below low steve ge win 600 mum of
the upper aná lower plane of wave action, Where
15456: 200
paral ever coton rabrion ae anche,
uch pars the work shal potted by minou
ro Mure costings ron facing bedded with
‘omen,
8284 Inreinforced concrete ture, ae alte
fake to protest the reinforcement from exposure to
Paie atmospbere during orage, fabrication ant,
Tv may be achieved by wening the surface of
feinforcement with cement wash or by stable
9 CONCRETE MIX PROPORTIONING
2.1 Mix Proportion
The mix propos hal be select 1 ensue the
werkablty oe es concrete and when concreta
Funes, tsb have required src, bly
and ae ish,
3.14 The determination ofthe prporions of emt,
Aggregate and water 1 tai he required eng
‘al be made follows
2) By designing the conte min; sch concreto
‘hall be eal "Design mix once 07
b) By adopting nominal concrete mix; such
‘conceal be called Nominal icone
Design mix concrete i prefered 10 nominal mi. I
design mix concrete cannot bo wed fray reson. o.
the work for grades of M20 lowe, oma mies
may ee withthe permission fengineerin.hurge,
‘which however is ey 1 nv a higher cent
3.12 Information Required
Jn specifying a particular grade of concrets the
{towing formation sal be fled
© Type of mix, design mit comes cr
rate designation
“ype of cement
Maximum nominal sae of greg
»
9
n
<) Minimum cement content (for design mix
concret):
Mic proportion (for nominal mix concreto):
Exposure condos as or Tables 4 a 5;
Maximum temperature of concrete athe Une
plis:
m Method of plain: and
1) Degree of aapevion
941.21. In appropriate circumstances, the following
‘ddtional Information may be pected
»
2
»
»
»
à Dpecraggeque,
1) Maximum cement onen, and
©) Weber an admintre shall or shall not be
used and the type of adminture and the
condon of
92 Design Mix Conerete
921 As the guuaztor of quai of concrete used in
the contruction he contactor shale othe ix
ein andthe mix so designed (ot the mebod of
eso) sal be approved bythe employer within be
limitations of parameter and oer splat Lid
down by this sanded
9222 Te mi sal be designed produce he grade
Of core having the required workability and à
an eng ets appropriate ale
venia Table 2. Te target mean stength of concrete
mix hold ua tothe characterise sengh plus
1.65 times the standard devin,
923 Mix design done eater not por o ove year
may be considered adequate fr Ie work provided
thee la 50 change in source and the qual of he
924 Standard Deviation
“Thestandard deviation foreach grade o concrete shal
‘calculated separe.
9241 Standard deviation based on ts strength of
sample
2) Number of test resus of samples The ttl
umber of test eng of samples required,
conste an acceptable record fr callao
standard deinen sal be not es un 30.
Attempl should be mado to oblin the 30
Samples, as ty as pole when amix seed
forthe ie.
1) In cos fsbrifcas changes in conrete—
‘When significant change ae made in he
production of concrete batches (or example
changes in tb materials use, min desig,
equipment or technical contro), the standard
¿evito value hal be separately calculated
for such btces of core
+) Standard deviation be Brough up to date
‘The elution ofthe standard devin shall
e rap dts ater very change fix
dir
3242 Armed standard deviation
‘Where sufficient text rece fora particle rade of
concrete are fot available the valo of standard
“evito given Table maybe assume or design
‘of mixin th frat stance, As soon a the ele of
Samples are avilable, acu) ealulted standard
‘evn al bused andthe mir designed propery.
paral ever coton rabrion ae anche,
uch pars the work shal potted by minou
ro Mure costings ron facing bedded with
‘omen,
8284 Inreinforced concrete ture, ae alte
fake to protest the reinforcement from exposure to
Paie atmospbere during orage, fabrication ant,
Tv may be achieved by wening the surface of
feinforcement with cement wash or by stable
9 CONCRETE MIX PROPORTIONING
2.1 Mix Proportion
The mix propos hal be select 1 ensue the
werkablty oe es concrete and when concreta
Funes, tsb have required src, bly
and ae ish,
3.14 The determination ofthe prporions of emt,
Aggregate and water 1 tai he required eng
‘al be made follows
2) By designing the conte min; sch concreto
‘hall be eal "Design mix once 07
b) By adopting nominal concrete mix; such
‘conceal be called Nominal icone
Design mix concrete i prefered 10 nominal mi. I
design mix concrete cannot bo wed fray reson. o.
the work for grades of M20 lowe, oma mies
may ee withthe permission fengineerin.hurge,
‘which however is ey 1 nv a higher cent
3.12 Information Required
Jn specifying a particular grade of concrets the
{towing formation sal be fled
© Type of mix, design mit comes cr
rate designation
“ype of cement
Maximum nominal sae of greg
»
9
n
<) Minimum cement content (for design mix
concret):
Mic proportion (for nominal mix concreto):
Exposure condos as or Tables 4 a 5;
Maximum temperature of concrete athe Une
plis:
m Method of plain: and
1) Degree of aapevion
941.21. In appropriate circumstances, the following
‘ddtional Information may be pected
»
2
»
»
»
à Dpecraggeque,
1) Maximum cement onen, and
©) Weber an admintre shall or shall not be
used and the type of adminture and the
condon of
92 Design Mix Conerete
921 As the guuaztor of quai of concrete used in
the contruction he contactor shale othe ix
ein andthe mix so designed (ot the mebod of
eso) sal be approved bythe employer within be
limitations of parameter and oer splat Lid
down by this sanded
9222 Te mi sal be designed produce he grade
Of core having the required workability and à
an eng ets appropriate ale
venia Table 2. Te target mean stength of concrete
mix hold ua tothe characterise sengh plus
1.65 times the standard devin,
923 Mix design done eater not por o ove year
may be considered adequate fr Ie work provided
thee la 50 change in source and the qual of he
924 Standard Deviation
“Thestandard deviation foreach grade o concrete shal
‘calculated separe.
9241 Standard deviation based on ts strength of
sample
2) Number of test resus of samples The ttl
umber of test eng of samples required,
conste an acceptable record fr callao
standard deinen sal be not es un 30.
Attempl should be mado to oblin the 30
Samples, as ty as pole when amix seed
forthe ie.
1) In cos fsbrifcas changes in conrete—
‘When significant change ae made in he
production of concrete batches (or example
changes in tb materials use, min desig,
equipment or technical contro), the standard
¿evito value hal be separately calculated
for such btces of core
+) Standard deviation be Brough up to date
‘The elution ofthe standard devin shall
e rap dts ater very change fix
dir
3242 Armed standard deviation
‘Where sufficient text rece fora particle rade of
concrete are fot available the valo of standard
“evito given Table maybe assume or design
‘of mixin th frat stance, As soon a the ele of
Samples are avilable, acu) ealulted standard
‘evn al bused andthe mir designed propery.
15.456: 2000
However when ae ps mar o ri de 10 PRODUCTION OF CONCRETE.
aan uly tobe designe val sar don
(ee rato nie Bsa te permito 10 Qualiy Asurance Mearures
rs. 10.1.1 In order that the properties of the completed
a cre cri legs ad de
aoa ‘sumptions made ering he planing andthe design,
Se qui sr eet sal be ke
= u The construction should result in satisfactory strength,
= F2 A má long em ys à net
{Ee ove les con, Quay ares in
ue » Seminci ma to op de, ue of
u. é equ mar nd soporto be pd by
21 the isaac pop vola in de an.
u Of come and ney proper cu
FR ac de ve of cure ncodag timely
MS so mana and epa de our
ue 1012 Quay sac mens we bot cha
LOTE re a coran cn ing 4 mana. Some common cases shoud be
le ill cd specified in a general Quality Assurance Plan which
{Sloe nace reps ing dl mae epee shall vty the ey elemets necessary to provide
‘Engl ite cn tl proc! ies tien ofthe stre and he meas by which hey
ri ads, Wir ee dr ere eo be provided and measured withthe overall
Sera pre eee alte met Ne purpose to provide confidence Uat rad projet
ia Na Gs ‘wl work stacey lo serie ful intended
‘eed. Trebol quality contr and quaty assurance
Would involve quality ud of oi pus a weil
ae ops Inputs ae in the form of materia for
E earn
= a tte aa
A ne ot nee ne es
ee
nu mug ce e
ee aan Lane
==: aye
‘Table Proportions for Nominal Mix Concrete
(Claes 93 04931
fae aan TA
Soe ea AA
co Stent om EE 7
ES
w o o ©
Ms Al ee ragen Al
E =) E
NOTE hr ft fi ce sr ea ra tn pay te ig
‘Seago tee sr era ea ese Ce copa a bo
pay
Fern menge prat of fi spe tt ae a 4
ee de irc
»
However when ae ps mar o ri de 10 PRODUCTION OF CONCRETE.
aan uly tobe designe val sar don
(ee rato nie Bsa te permito 10 Qualiy Asurance Mearures
rs. 10.1.1 In order that the properties of the completed
a cre cri legs ad de
aoa ‘sumptions made ering he planing andthe design,
Se qui sr eet sal be ke
= u The construction should result in satisfactory strength,
= F2 A má long em ys à net
{Ee ove les con, Quay ares in
ue » Seminci ma to op de, ue of
u. é equ mar nd soporto be pd by
21 the isaac pop vola in de an.
u Of come and ney proper cu
FR ac de ve of cure ncodag timely
MS so mana and epa de our
ue 1012 Quay sac mens we bot cha
LOTE re a coran cn ing 4 mana. Some common cases shoud be
le ill cd specified in a general Quality Assurance Plan which
{Sloe nace reps ing dl mae epee shall vty the ey elemets necessary to provide
‘Engl ite cn tl proc! ies tien ofthe stre and he meas by which hey
ri ads, Wir ee dr ere eo be provided and measured withthe overall
Sera pre eee alte met Ne purpose to provide confidence Uat rad projet
ia Na Gs ‘wl work stacey lo serie ful intended
‘eed. Trebol quality contr and quaty assurance
Would involve quality ud of oi pus a weil
ae ops Inputs ae in the form of materia for
E earn
= a tte aa
A ne ot nee ne es
ee
nu mug ce e
ee aan Lane
==: aye
‘Table Proportions for Nominal Mix Concrete
(Claes 93 04931
fae aan TA
Soe ea AA
co Stent om EE 7
ES
w o o ©
Ms Al ee ragen Al
E =) E
NOTE hr ft fi ce sr ea ra tn pay te ig
‘Seago tee sr era ea ese Ce copa a bo
pay
Fern menge prat of fi spe tt ae a 4
ee de irc
»
18456: 2000
10. Each pan involved in be raison of a
projet should establish and implementa Quality
“Assurance Pan, fo ls patisiation in he project
Suppliers and subcontractors seivies shall be
covered la. The india Quay Anne
Plane stl inte general Gully Assurance Pan
‘A Quality Aswurice Pla all dfn he aks and
responsible of al persons involved, adequate
‘ntl and checking procedure, an e
nd maintsining adequate documentation of the
ling process and reis, Soc documentation
shonld general include
»
»
>
»
testers and manufacturer's efi for
tra, concer mir dei ds
for concrete placement
reseed ae inspecion of workman, eld
on conformance report, hang odes
sua con! chars and
NOTE Qui cn ht a mene ree
sao cman din
102
hing
“oswidonfsion and erorinttting.consieraion
shouldbe iento sing the smallest practical number
Plant, bain concrete, gua bote
nd agrege salt determined y mat; admit,
‘sl, by mas iid admire may however be
resid in volume ras water sale weighed
Sr mesaed by volume ina called tank Ge alo
154925,
Ready-mined concrete supplied by ready mined
conta sal beter large and medi
rojas sexe concrete sal evar rom reais
mise concrete plants or om on ite oo te
thin and ising plans se 15 4926)
102.1 Exept weritcanbe show oe satan
ofthe enpitecran-charge that supply of properly
‘raed area oui qual cn be maine
vera enadof work radin ol ageregne shold
Be contoled by ebaining the couse agregate in
different sizes and Blending them in the right
Proportions when require, he diferent ie being
oia in separate stockpiles. The material sald
spl forsevera ous retry ay before
ue. The ging of oar und fine agregue should
be checked a frequen as posible, he regen
fora given jo being determine by the engine
charge 10 ensure that the specified grading it
‘manned.
1022 The accesy ol be mesrine quien hal
ein 2 percent of he quan of eet being
>
resued and lx 3 percent of the quant of
‘even, ares and weer blag messed,
1023 Popocion/fypeand gaia of gegs stall
be made by wal in such way 5 sto obtain densest
posible concrete. Al igrediens of the concrete
Should be sed y mas aly
1024 Volume buching maybe allowed oly where
‘weigh ching is pa praca and provided acute
balk denses of tenais fo be actualy wed in.
once ave eater een sad. Allowance or
balking shall be mado in accordance with IS 2386
(Par). The mas volume relationship should be
(ecke a fuen osea, frequency for
the given job bring determined by engineer in charge,
Lo ou a the Specified grading i mane.
1025 is impartan to maintain the water cent
ai conan come vale To ths nd. demie
ten of more coments oth ine and come
rapelle made as frequent sos, the
frequency for a given jb being determined by the
npincesincharge according to weather coito.
‘The amount th aed wer ll be adjusted to
pente fr ny observed vrai inte moisture
‘tents For determination ef oie content
{ne great, 152396 Par 3) maybe refered 0.
"son forthe vation in museo agregate ue o
ren in ir mais cont tale jument
Inthe mames agregate shal lobe made Ine
bemos of exact dut only no caso of nominal
‘ker, he amount of face water may be estimated
from the vales given in Table 10.
“Table 10 Surface Water Carria by Aggregate
"Clan 1035)
A Appar Ga ara
es
D woman os
102.6 No stations in tras ued on te wor
‘orallotions inthe enable proportions except
mitin 1024 and 1025 a be made without
orale wo show ut he quay and sen
‘once ate nacion
103 Mixing
Corte alle mined in a mechuicl miter The
mise should comply ih 1 191 and 12119. e
ince salle ited wih water mesas (metering)
devices. The minng hab continued unl eels
‘far tite of be meri andthe mas is
10. Each pan involved in be raison of a
projet should establish and implementa Quality
“Assurance Pan, fo ls patisiation in he project
Suppliers and subcontractors seivies shall be
covered la. The india Quay Anne
Plane stl inte general Gully Assurance Pan
‘A Quality Aswurice Pla all dfn he aks and
responsible of al persons involved, adequate
‘ntl and checking procedure, an e
nd maintsining adequate documentation of the
ling process and reis, Soc documentation
shonld general include
»
»
>
»
testers and manufacturer's efi for
tra, concer mir dei ds
for concrete placement
reseed ae inspecion of workman, eld
on conformance report, hang odes
sua con! chars and
NOTE Qui cn ht a mene ree
sao cman din
102
hing
“oswidonfsion and erorinttting.consieraion
shouldbe iento sing the smallest practical number
Plant, bain concrete, gua bote
nd agrege salt determined y mat; admit,
‘sl, by mas iid admire may however be
resid in volume ras water sale weighed
Sr mesaed by volume ina called tank Ge alo
154925,
Ready-mined concrete supplied by ready mined
conta sal beter large and medi
rojas sexe concrete sal evar rom reais
mise concrete plants or om on ite oo te
thin and ising plans se 15 4926)
102.1 Exept weritcanbe show oe satan
ofthe enpitecran-charge that supply of properly
‘raed area oui qual cn be maine
vera enadof work radin ol ageregne shold
Be contoled by ebaining the couse agregate in
different sizes and Blending them in the right
Proportions when require, he diferent ie being
oia in separate stockpiles. The material sald
spl forsevera ous retry ay before
ue. The ging of oar und fine agregue should
be checked a frequen as posible, he regen
fora given jo being determine by the engine
charge 10 ensure that the specified grading it
‘manned.
1022 The accesy ol be mesrine quien hal
ein 2 percent of he quan of eet being
>
resued and lx 3 percent of the quant of
‘even, ares and weer blag messed,
1023 Popocion/fypeand gaia of gegs stall
be made by wal in such way 5 sto obtain densest
posible concrete. Al igrediens of the concrete
Should be sed y mas aly
1024 Volume buching maybe allowed oly where
‘weigh ching is pa praca and provided acute
balk denses of tenais fo be actualy wed in.
once ave eater een sad. Allowance or
balking shall be mado in accordance with IS 2386
(Par). The mas volume relationship should be
(ecke a fuen osea, frequency for
the given job bring determined by engineer in charge,
Lo ou a the Specified grading i mane.
1025 is impartan to maintain the water cent
ai conan come vale To ths nd. demie
ten of more coments oth ine and come
rapelle made as frequent sos, the
frequency for a given jb being determined by the
npincesincharge according to weather coito.
‘The amount th aed wer ll be adjusted to
pente fr ny observed vrai inte moisture
‘tents For determination ef oie content
{ne great, 152396 Par 3) maybe refered 0.
"son forthe vation in museo agregate ue o
ren in ir mais cont tale jument
Inthe mames agregate shal lobe made Ine
bemos of exact dut only no caso of nominal
‘ker, he amount of face water may be estimated
from the vales given in Table 10.
“Table 10 Surface Water Carria by Aggregate
"Clan 1035)
A Appar Ga ara
es
D woman os
102.6 No stations in tras ued on te wor
‘orallotions inthe enable proportions except
mitin 1024 and 1025 a be made without
orale wo show ut he quay and sen
‘once ate nacion
103 Mixing
Corte alle mined in a mechuicl miter The
mise should comply ih 1 191 and 12119. e
ince salle ited wih water mesas (metering)
devices. The minng hab continued unl eels
‘far tite of be meri andthe mas is
uniform in colour and consiteny. 1 there is
Segregation ater vloading from the mixer, the
‘concrete shouldbe emir.
10. Fo pidnce the mining tne sal be less
2 min. For other types of more efficient miners,
‘manufactrers recommendations shal be flowed:
for hydrophobie cement it may be decide by the
ng.
1032 Workaiiy should be checked at fequen
interval re 15 19)
10.3.3 Dosages of readers, plsicsers and
prices halle esiced100, 10420
percent respectively by weight of cementiis
‘aerial nd ules higher ale ls ad upon
Beinen he manufacturer ad the constr bed
com performance test
11 FORMWORK
114 General
“The fomwork sha be designed and conste so
as 0 emai suffileniy rigid during placing and
emnpacton of conse dial e och sto prevent
Jou of soy from the concrete. For fue Stas
epading design detain. reference may bomade
1015 1467. The tolerances onthe shape, ine and
‘dimensions shown inthe drawing halle within the
Tmt given blows
9) Devinon fom specified +12
dimensions ofcosesecion — 6
‘fclumns nd beam
1) Devin rm dimensions
cf foatings
DDimensionsiaplan + $0 ay
th
2) Ecce 092 times the
width of he fo
ing inthe die
Son of devon
ares
Sm
3) Thickness 2 005 mes de
Specified tick
These tolerances soy core dimensions an
soto postoningotverialenfecing Hel or done
112 Cleaning and Treatment of Formwork
Al rubbish, particularly, chippings, shavings and
‘hus hal te removed rom he nero he forms
Before the concis placed. Te fae of formwork
‘omc wih he conte salte lend and weed
wit form release agent. Ress agent should be
plied o so provide thin nio coming tthe
forms without coating he renforcement
18456: 2000
113 Stripping Time
Forms shallot be reas uni the concrete bas
ed eng of tent twice the recs to ich
he comerte may be subjected he ine of removal
‘of formwork The eng ferred tsa be tt of
‘oneee wing the ame cement and greater and
intr any, withthe same proportions and eure
under condition of temperature nd moe similar
0 ose existing on he wrk
1121 Wie above ceri of eng hal be the
ding factor or removal of formwork. in normal
reunstance where ambien temperate does all
low 1°Cand where cer una cement iu
hd adequate ering is done, folowing són period
‘may dee tosis te guile given in LS
Tipe of Formwork
‘Winans Period
‘Before Sing
Former
3) Vera formwork columns, — 1624 h
vall, beam
9) Soft formwork ole Says
(Props tobe reed
Inmedaely afte removal
femmes)
©) Sof formwork wo Beams Taye
(Props tobe refe
immediately ae removal
former)
8) Props toslabe
1) Spansng ep tos Tänze
2) Spaning over 431m Maye
+) Prope her and archer:
2 Spanning prom Maye
2) Sang over 6m rs
For other cements and lower temperature, the
sipping ine recommended above may be sai
rote
11.32 The number of props eft under bi sizes and
spot sal be such a tobe able o af cry
the ful dead oad of he a, beam nth as ease
may be together with any tive load key to occur
‘nag cringe fürber constuction,
113.3 Where he shape of he elements such hat he
formwork hase entran angles te fermwork tale
removed a soon a possible lr concreto has st
to avoid shrinkage cracking occuring due tothe
estan impot.
12 ASSEMBLY OF REINFORCEMENT
12.1 Reinforcement shall be bent and fixed in
cordance wth procedure specified in 152502. The
heat defomed steel bars should ol bere bent
25
Segregation ater vloading from the mixer, the
‘concrete shouldbe emir.
10. Fo pidnce the mining tne sal be less
2 min. For other types of more efficient miners,
‘manufactrers recommendations shal be flowed:
for hydrophobie cement it may be decide by the
ng.
1032 Workaiiy should be checked at fequen
interval re 15 19)
10.3.3 Dosages of readers, plsicsers and
prices halle esiced100, 10420
percent respectively by weight of cementiis
‘aerial nd ules higher ale ls ad upon
Beinen he manufacturer ad the constr bed
com performance test
11 FORMWORK
114 General
“The fomwork sha be designed and conste so
as 0 emai suffileniy rigid during placing and
emnpacton of conse dial e och sto prevent
Jou of soy from the concrete. For fue Stas
epading design detain. reference may bomade
1015 1467. The tolerances onthe shape, ine and
‘dimensions shown inthe drawing halle within the
Tmt given blows
9) Devinon fom specified +12
dimensions ofcosesecion — 6
‘fclumns nd beam
1) Devin rm dimensions
cf foatings
DDimensionsiaplan + $0 ay
th
2) Ecce 092 times the
width of he fo
ing inthe die
Son of devon
ares
Sm
3) Thickness 2 005 mes de
Specified tick
These tolerances soy core dimensions an
soto postoningotverialenfecing Hel or done
112 Cleaning and Treatment of Formwork
Al rubbish, particularly, chippings, shavings and
‘hus hal te removed rom he nero he forms
Before the concis placed. Te fae of formwork
‘omc wih he conte salte lend and weed
wit form release agent. Ress agent should be
plied o so provide thin nio coming tthe
forms without coating he renforcement
18456: 2000
113 Stripping Time
Forms shallot be reas uni the concrete bas
ed eng of tent twice the recs to ich
he comerte may be subjected he ine of removal
‘of formwork The eng ferred tsa be tt of
‘oneee wing the ame cement and greater and
intr any, withthe same proportions and eure
under condition of temperature nd moe similar
0 ose existing on he wrk
1121 Wie above ceri of eng hal be the
ding factor or removal of formwork. in normal
reunstance where ambien temperate does all
low 1°Cand where cer una cement iu
hd adequate ering is done, folowing són period
‘may dee tosis te guile given in LS
Tipe of Formwork
‘Winans Period
‘Before Sing
Former
3) Vera formwork columns, — 1624 h
vall, beam
9) Soft formwork ole Says
(Props tobe reed
Inmedaely afte removal
femmes)
©) Sof formwork wo Beams Taye
(Props tobe refe
immediately ae removal
former)
8) Props toslabe
1) Spansng ep tos Tänze
2) Spaning over 431m Maye
+) Prope her and archer:
2 Spanning prom Maye
2) Sang over 6m rs
For other cements and lower temperature, the
sipping ine recommended above may be sai
rote
11.32 The number of props eft under bi sizes and
spot sal be such a tobe able o af cry
the ful dead oad of he a, beam nth as ease
may be together with any tive load key to occur
‘nag cringe fürber constuction,
113.3 Where he shape of he elements such hat he
formwork hase entran angles te fermwork tale
removed a soon a possible lr concreto has st
to avoid shrinkage cracking occuring due tothe
estan impot.
12 ASSEMBLY OF REINFORCEMENT
12.1 Reinforcement shall be bent and fixed in
cordance wth procedure specified in 152502. The
heat defomed steel bars should ol bere bent
25
1.456: 2000
or signed witout the appeovl of engineer
charge.
Bar bending schedule sal be prepared for a
reinforcement werk
122 Allrenfreent sale placed and maitined
inthe poten shown inthe ravinge by providing
proper cover blocks, spaces, supponin hr, ec.
122. Crossing bars shold not be tack welded for
{assembly of reinforcement unless permitted by
engine charge
123 Placing of Reinforcement
Rough handling, shock lading (ort embed)
sede doping of enforcement fem aight shold
baldes. Rinoremen shoul be secured aun
Sepiacement outside the specie His
1234 Tolerance om lacing of Reinforcement
Unless odes specie by engineer i-hars, be
reinforcement shall be placed wii the following
2) fretfcivedepth200mm 2 10m
wien
1) for llcive depen £18 mm
20 mm
1232 Tolerance for Cover
Unless specified there, sal concrete cover
should not deviate rm the roque nominal cover
Nominal cove a ive in 264. shout be pei
Lo al el reinforcement including nk. Spaces
an he links (or the Bars where no inks exis)
and de former hold be of he ame nomial ine
be nominal cover,
Spacers aire and other supports detailed on
Araminge,togeher with auch other supports ar
tay bo nccesry, should be used fo mama he
‘pected nominal cover fo the nel reinforcement
Spaces or car shouldbe placed a maximum
spacing of Im and cour spacing may sometimes be
Spaces, cover blocks should be concrete of sme
strength or PVC.
124 Wilde Jolt or Mechanical Connections
Welded joints or mechanical connections in
reinforcement may bused bat in alles oimporamt
secs et dal be made o prove atthe nt
ko befall suength of tars connected. Welding of
‘enforcement stl bo one in accordance wi be
résammendaon of 182751 and 1S 9417,
125 Where reinforcement bars pt 12 mm or high
strong deformed sel bars and opto 6mm for ih
2
steel bas at bent aid at consti joints and
‘Mtervards Bent ack it ti orgia postions, care
‘Should be ken ensure at lo te isthe rade
‘fhe bend es an 4 br diameters fr plain il
Seco bar duet fr deformed bars. Care shall
also be then when beading back bar, 10 ensue that
the concrete around the Barf ot damaged beyond
he and.
126 Reisfocement shouldbe placed and din sch
& way at concrete placement be possible when
Segre mi. Reiforceent plcing should
‘Slow compaction by inmersos vater. Wii De
Concreto mass, fern pes of metal in conta
‘ouldbe avoided tener ut it ooson dot
atta place
13 TRANSPORTING, PLACING,
‘COMPACTION AND CURING.
181 Transporting and Handling
After mining, concrete shall be tanspored to the
Fomor spa possible y mes which wl
prevent segregado rss any of he ingredients
ingrese frein mater o water and mating
‘be requved wera
13.4 During hot or cold weather, concrete shall be
"rrspredi dee estr. ner usable melde
to reduce the os of water by evaporation in hat
reir 20 belt In cold wer may alo be
opted.
132 Placing
‘The conert lt epocas nel as practicable
ins inl posi o avoid handling De conte
thal be paced and compared before ni sting of
crete commence and shuld she subsequently
dista, Methods of placing should be auch as
to prlde segregtion, Care sbould be taken to
Sod displacement of reinfrecment or movement
91 formwork Ay a general guidance, the man
‘mum permisible fe all of conrete maybe takes
Siem
133 Compaction
Concreto should be throughly compacted and fly
‘road around the riforement. sound embedded
tre and ina comers of formo
133.1 Concrete halbe compacted sing mechanical
vibro comping wih 18250, 1 2506, 1 2514
and 15 4686, Over tran and under ion of
incre are hamııl andsheuibe ride. Vaio
‘tery wet mies shoud also be voided
‘Whenever vibration has tobe applied externally. he
desig of former and the disposa of vistos
‘ould receve special consideren ensue efficent
‘compaction nd avon surface blemishes.
or signed witout the appeovl of engineer
charge.
Bar bending schedule sal be prepared for a
reinforcement werk
122 Allrenfreent sale placed and maitined
inthe poten shown inthe ravinge by providing
proper cover blocks, spaces, supponin hr, ec.
122. Crossing bars shold not be tack welded for
{assembly of reinforcement unless permitted by
engine charge
123 Placing of Reinforcement
Rough handling, shock lading (ort embed)
sede doping of enforcement fem aight shold
baldes. Rinoremen shoul be secured aun
Sepiacement outside the specie His
1234 Tolerance om lacing of Reinforcement
Unless odes specie by engineer i-hars, be
reinforcement shall be placed wii the following
2) fretfcivedepth200mm 2 10m
wien
1) for llcive depen £18 mm
20 mm
1232 Tolerance for Cover
Unless specified there, sal concrete cover
should not deviate rm the roque nominal cover
Nominal cove a ive in 264. shout be pei
Lo al el reinforcement including nk. Spaces
an he links (or the Bars where no inks exis)
and de former hold be of he ame nomial ine
be nominal cover,
Spacers aire and other supports detailed on
Araminge,togeher with auch other supports ar
tay bo nccesry, should be used fo mama he
‘pected nominal cover fo the nel reinforcement
Spaces or car shouldbe placed a maximum
spacing of Im and cour spacing may sometimes be
Spaces, cover blocks should be concrete of sme
strength or PVC.
124 Wilde Jolt or Mechanical Connections
Welded joints or mechanical connections in
reinforcement may bused bat in alles oimporamt
secs et dal be made o prove atthe nt
ko befall suength of tars connected. Welding of
‘enforcement stl bo one in accordance wi be
résammendaon of 182751 and 1S 9417,
125 Where reinforcement bars pt 12 mm or high
strong deformed sel bars and opto 6mm for ih
2
steel bas at bent aid at consti joints and
‘Mtervards Bent ack it ti orgia postions, care
‘Should be ken ensure at lo te isthe rade
‘fhe bend es an 4 br diameters fr plain il
Seco bar duet fr deformed bars. Care shall
also be then when beading back bar, 10 ensue that
the concrete around the Barf ot damaged beyond
he and.
126 Reisfocement shouldbe placed and din sch
& way at concrete placement be possible when
Segre mi. Reiforceent plcing should
‘Slow compaction by inmersos vater. Wii De
Concreto mass, fern pes of metal in conta
‘ouldbe avoided tener ut it ooson dot
atta place
13 TRANSPORTING, PLACING,
‘COMPACTION AND CURING.
181 Transporting and Handling
After mining, concrete shall be tanspored to the
Fomor spa possible y mes which wl
prevent segregado rss any of he ingredients
ingrese frein mater o water and mating
‘be requved wera
13.4 During hot or cold weather, concrete shall be
"rrspredi dee estr. ner usable melde
to reduce the os of water by evaporation in hat
reir 20 belt In cold wer may alo be
opted.
132 Placing
‘The conert lt epocas nel as practicable
ins inl posi o avoid handling De conte
thal be paced and compared before ni sting of
crete commence and shuld she subsequently
dista, Methods of placing should be auch as
to prlde segregtion, Care sbould be taken to
Sod displacement of reinfrecment or movement
91 formwork Ay a general guidance, the man
‘mum permisible fe all of conrete maybe takes
Siem
133 Compaction
Concreto should be throughly compacted and fly
‘road around the riforement. sound embedded
tre and ina comers of formo
133.1 Concrete halbe compacted sing mechanical
vibro comping wih 18250, 1 2506, 1 2514
and 15 4686, Over tran and under ion of
incre are hamııl andsheuibe ride. Vaio
‘tery wet mies shoud also be voided
‘Whenever vibration has tobe applied externally. he
desig of former and the disposa of vistos
‘ould receve special consideren ensue efficent
‘compaction nd avon surface blemishes.
134 Construction Joint and Cold Joints
Joins are common sure of ales and, reo,
itis dre to vos! tem I i ie no possible
thee number sal be mize. Cnering shal be
cama out continuously up 1 constcton ois
the position and arrangement of which shall be
indicated bythe designer. Coste joints sul
er with 15 11817
Construction joints shall be placed at accesible
Locations 1 permit clening cu flanc, eat
slo nd sand concret, in order cet ough
‘evensrfce.ierecmmended ocean anos
td cement sy by wein wire brah onthe surface
joint immedily afer iil sting of concrete
nt clean ot the same immediatly ere The
prepare hold ein cen atid suse
try condition ben sh concrete place against
Inthe cae of constuction joins lesions where
the previous pour has Den as against butin he
recommended metho of canin rough sac fr.
the previously poured concrete isto expose the
aggregate with igh pressure waterjet ray oder
Fresh concrete shouldbe throughly vbrod near
aout jin thal mort rm new concrete
flows Between large agareqaes and develop proper
‘bond with ld concrete.
Where high shear resistance is required atthe
onsttion joins, hear eye may he provide,
Sprayed curing membranes and release agent shold
‘be horoughly remove fom joa surfaces.
135 Curing
Cringis the proces of preventing ls meiste
from the conte whist maitallng a also
temperature regime. The prevention of moire loss
from he conrete pricy Imponen
‘cement toile ifthe cement as hgh rae of
sicengi development, ifthe concrete contine
rind bias race sa or pulveis foe sh
‘Thecuring repine shoul also prevent development
of hightemperature gradients withthe coor.
‘The tate of strength development at cy ages of
concrete made with supersulphate coment ls
significantly reduced at lower temperatures.
Superlphed cement concret is seriously affected
by inadequate curing andthe surface ast be kept
ro frat eet even dys
1851 Moist Curing
Exposed surfaces of concrete shall be kept
connuousy ina danp or we condition by poding
fry covering witha lye of sacking, canvas han
simil materias and ep constant wet fora le
even days fom the date of placing concrete in case
»
15456: 2000
forinary Porn Cement and atleast 10days where
Inner minus or blended cements ae ed, The
Period o crag shall not be less ihn 10 days for
Enero exposed to ey and hot weather conditions
Inthe case of concret whee mineral situe or
ended cements re usd, Is recommended that
‘hove minimum periode may be extended o 14 days
1382 Membrane Curing
Approved curia compounds may be used i ie of
scaring withthe peo of e engineer n-
‘Gangs. Soch compounds al be aplicó wall exponed
ras ofthe concret at soon a posible ser the
Conecte bas act Impermeable membranes such as
polar shin covering closely be conte
fuze may also be use to provide eleve baie
gaint evaporation
1.83 Forth corte conainng Poland pozzolana.
cement, Portland slag cement or mineral mine,
‘aid of ering may he increased
136 Supervision
Tai excedingly ia and con to alter concrete
one place, Hence, coast ad tit supervision of
Al te items o the concn is necessary daring
the progres ofthe wrk icing the proportioning
tad mixing ofthe concreto. Supervision I also of
etes impone o check the enforcement und
it placing foe blag covered.
146.1 Before any Important operation, such as
conceing oF sipping ofthe formwork is stare,
‘equate notice sal be given othe constuction
supervise.
14 CONCRETING UNDER SPECIAL
CONDITIONS
14: Workin Extreme Weather Conditions
During ot or cold weather, the concreting soul be
done as per the procedure set out in 19 7861
at 1) ofS 7861 (Par 2.
142 Under-Water Conereting
142.1 When itis necessary to deposit concrete under
water, the methods, equipment, materials and
Proportion ofthe mixto be sed albo subido
nd approved bythe engincecin charge before De
‘work stared
1422 Underwater concrete should ave a slap
recommended in. The water cement ati sal no
‘exceed Sand may neto be male, depending on
the grade of concrete or the typeof chemical ck.
For agrees of 40 me maximum parco sie, ie
cement content sal bet est 350 Kg? of core,
1423 Cora or forme shale ficient ht
Joins are common sure of ales and, reo,
itis dre to vos! tem I i ie no possible
thee number sal be mize. Cnering shal be
cama out continuously up 1 constcton ois
the position and arrangement of which shall be
indicated bythe designer. Coste joints sul
er with 15 11817
Construction joints shall be placed at accesible
Locations 1 permit clening cu flanc, eat
slo nd sand concret, in order cet ough
‘evensrfce.ierecmmended ocean anos
td cement sy by wein wire brah onthe surface
joint immedily afer iil sting of concrete
nt clean ot the same immediatly ere The
prepare hold ein cen atid suse
try condition ben sh concrete place against
Inthe cae of constuction joins lesions where
the previous pour has Den as against butin he
recommended metho of canin rough sac fr.
the previously poured concrete isto expose the
aggregate with igh pressure waterjet ray oder
Fresh concrete shouldbe throughly vbrod near
aout jin thal mort rm new concrete
flows Between large agareqaes and develop proper
‘bond with ld concrete.
Where high shear resistance is required atthe
onsttion joins, hear eye may he provide,
Sprayed curing membranes and release agent shold
‘be horoughly remove fom joa surfaces.
135 Curing
Cringis the proces of preventing ls meiste
from the conte whist maitallng a also
temperature regime. The prevention of moire loss
from he conrete pricy Imponen
‘cement toile ifthe cement as hgh rae of
sicengi development, ifthe concrete contine
rind bias race sa or pulveis foe sh
‘Thecuring repine shoul also prevent development
of hightemperature gradients withthe coor.
‘The tate of strength development at cy ages of
concrete made with supersulphate coment ls
significantly reduced at lower temperatures.
Superlphed cement concret is seriously affected
by inadequate curing andthe surface ast be kept
ro frat eet even dys
1851 Moist Curing
Exposed surfaces of concrete shall be kept
connuousy ina danp or we condition by poding
fry covering witha lye of sacking, canvas han
simil materias and ep constant wet fora le
even days fom the date of placing concrete in case
»
15456: 2000
forinary Porn Cement and atleast 10days where
Inner minus or blended cements ae ed, The
Period o crag shall not be less ihn 10 days for
Enero exposed to ey and hot weather conditions
Inthe case of concret whee mineral situe or
ended cements re usd, Is recommended that
‘hove minimum periode may be extended o 14 days
1382 Membrane Curing
Approved curia compounds may be used i ie of
scaring withthe peo of e engineer n-
‘Gangs. Soch compounds al be aplicó wall exponed
ras ofthe concret at soon a posible ser the
Conecte bas act Impermeable membranes such as
polar shin covering closely be conte
fuze may also be use to provide eleve baie
gaint evaporation
1.83 Forth corte conainng Poland pozzolana.
cement, Portland slag cement or mineral mine,
‘aid of ering may he increased
136 Supervision
Tai excedingly ia and con to alter concrete
one place, Hence, coast ad tit supervision of
Al te items o the concn is necessary daring
the progres ofthe wrk icing the proportioning
tad mixing ofthe concreto. Supervision I also of
etes impone o check the enforcement und
it placing foe blag covered.
146.1 Before any Important operation, such as
conceing oF sipping ofthe formwork is stare,
‘equate notice sal be given othe constuction
supervise.
14 CONCRETING UNDER SPECIAL
CONDITIONS
14: Workin Extreme Weather Conditions
During ot or cold weather, the concreting soul be
done as per the procedure set out in 19 7861
at 1) ofS 7861 (Par 2.
142 Under-Water Conereting
142.1 When itis necessary to deposit concrete under
water, the methods, equipment, materials and
Proportion ofthe mixto be sed albo subido
nd approved bythe engincecin charge before De
‘work stared
1422 Underwater concrete should ave a slap
recommended in. The water cement ati sal no
‘exceed Sand may neto be male, depending on
the grade of concrete or the typeof chemical ck.
For agrees of 40 me maximum parco sie, ie
cement content sal bet est 350 Kg? of core,
1423 Cora or forme shale ficient ht
18456: 2000
Lo ensure sl water raciale and in any case o
rdc he low of ateo les Ban ai rough,
the space int which concrete i o be deporte,
Cold ro te shale sun
tight to prevent Jose Of mortar through the val.
‘watering by pumping sal at be done wile
oneree a being placed or nti 2 era
1424 Concretecatunder wat shuld oral ey
through the water, Dern may be leche an
become segregated. Concrete shall be deposited,
anis un tis brought tothe required high
‘While depsiing,totopsurtace sabe et sea
level a ps td he formation of ea aid
ie methods Le used reposting concrete under
‘rer sal e ne o e flowing
2) Tome concret pice trough erica
Pinte ler end of which always inetd
Efi dep into the conte which has
‘een placed previously bat has not se. The
concret emerging rom the pipe pushes the
trial hat as led been placed ote side
{upward anus des ot come mo diet
once wi water
When corte iso be deposited under water
means free he top section ote eme
ha be hoppe ag enough ol one ci
sich ofthe mix othe ene contento De
ansoring bucks fan. The wen ip shall
Be nes than 200 men In ameter and hal
Behr enough allow afew of concrete
and arong enough lo mitad the eternal
presse of the wer in ih pen,
ni parti ac develop mido e pie
Preferably, flanged steel pipe of adequate
Strength fr theo sould e ud A separe
iting device shal be provide or each uemie
ie with hopper tthe upper ed. Unlns
he lower end ofthe pipe s equipped with an
approved auomatie check vale, th upper end
‘the pie sal b plugged wich a wading of
the gummy sacking roer approved material
‘efor dehvenngihe core emi pipe
through the hopper ach when the once ie
force down fom he bopper othe pie til
for the pla and along wih it any ater in
the pipe) down the pipe and ot ofthe bon
end us sti ominous seam of
once wll be necessary tora soy the
trem drt nase ior flow ofthe
‘once, but the emi stall notbe emptied 0
that water ers te pipe Atal mes ae ie
Placing of concrete stated and ntl all he
ort is placa be lower end of te temic
pipe tale below theo surface be pla
Emme Thi mal ee be concer ul
19 (om below ise of flowing ut ver de
»
face, and thus wold formation of tance
layers he char in be emi i st wie
‘spon. he wem all be rase above he
crie face and unless se by a check,
Vat ¡shall Ber logged atthe top end sl
the begining. before reli for Seponting
Direct placement wth pumps—As in the ease
of the emi method. the vertical nd ice al
the pipeline is away seed fic dep
¿no previously as concret an shoud not
nove od ie daring pumping.
©) Diop botom bucket —Thetopof he backt shall,
E
°
bacon withacantas ap. Toto dors
‘hall pon ely downward and tard when
{cio Th bake cate locomplty and
or hy t avid backwah, Th batom
loos shall ot be opened unt he backed ests
fae uc vpn wich he concrete sto be
‘posited and when discharged, shall be
‘ita slowly ut! well abo te concrete
Bags — Bag of ls 0125 capaci of
{te or ter eae cloth sal be filed about
{eid fl of once, he pre end ted
under so hat bag is are ended and securely
‘ed. They hal be placed early in header
nd sicher ous so ati whole mas.
Interlocked. Bag used frs purpose shallbe
feo delos materiale
Growting—A series of round cages made fom
SO mm meh of 6 tel and extending over
fal eight io be contted sal be prepared
‘laid erica over he reo contd
So at distance between centres ofthe cages
nd a the face of the concreto sal ot
‘teed one meto. Stone ageegte of ass
{han 50 mao mors an 200m sine shall be
tepid quie th sel cages over he fl
teta dieu be concrete with de careto
ever plscemen of te cages.
A sable 12 cemeatsand grout wih a war
ment ao ot ss an 06 and not more
ban 04 ale preparediaa mechanical mier
ndsentdown under rss (a 2 Nm)
Trough 385050 mm Jame ppes mining
insta cages, about 0mm above the baton
ithe conca. As De routing proceeds, e
Pipe sal be raised gradually up o a bight of
tee than 6000 im above e string vel
‘Mle wichita be withdrawn ed pce io
the next cage for farther grouting By the same
procede
‘Aer grouting he whole area fo a high of
About 600 mn, the sme operation sal be
repeated, ces, for the nent aye of
Lo ensure sl water raciale and in any case o
rdc he low of ateo les Ban ai rough,
the space int which concrete i o be deporte,
Cold ro te shale sun
tight to prevent Jose Of mortar through the val.
‘watering by pumping sal at be done wile
oneree a being placed or nti 2 era
1424 Concretecatunder wat shuld oral ey
through the water, Dern may be leche an
become segregated. Concrete shall be deposited,
anis un tis brought tothe required high
‘While depsiing,totopsurtace sabe et sea
level a ps td he formation of ea aid
ie methods Le used reposting concrete under
‘rer sal e ne o e flowing
2) Tome concret pice trough erica
Pinte ler end of which always inetd
Efi dep into the conte which has
‘een placed previously bat has not se. The
concret emerging rom the pipe pushes the
trial hat as led been placed ote side
{upward anus des ot come mo diet
once wi water
When corte iso be deposited under water
means free he top section ote eme
ha be hoppe ag enough ol one ci
sich ofthe mix othe ene contento De
ansoring bucks fan. The wen ip shall
Be nes than 200 men In ameter and hal
Behr enough allow afew of concrete
and arong enough lo mitad the eternal
presse of the wer in ih pen,
ni parti ac develop mido e pie
Preferably, flanged steel pipe of adequate
Strength fr theo sould e ud A separe
iting device shal be provide or each uemie
ie with hopper tthe upper ed. Unlns
he lower end ofthe pipe s equipped with an
approved auomatie check vale, th upper end
‘the pie sal b plugged wich a wading of
the gummy sacking roer approved material
‘efor dehvenngihe core emi pipe
through the hopper ach when the once ie
force down fom he bopper othe pie til
for the pla and along wih it any ater in
the pipe) down the pipe and ot ofthe bon
end us sti ominous seam of
once wll be necessary tora soy the
trem drt nase ior flow ofthe
‘once, but the emi stall notbe emptied 0
that water ers te pipe Atal mes ae ie
Placing of concrete stated and ntl all he
ort is placa be lower end of te temic
pipe tale below theo surface be pla
Emme Thi mal ee be concer ul
19 (om below ise of flowing ut ver de
»
face, and thus wold formation of tance
layers he char in be emi i st wie
‘spon. he wem all be rase above he
crie face and unless se by a check,
Vat ¡shall Ber logged atthe top end sl
the begining. before reli for Seponting
Direct placement wth pumps—As in the ease
of the emi method. the vertical nd ice al
the pipeline is away seed fic dep
¿no previously as concret an shoud not
nove od ie daring pumping.
©) Diop botom bucket —Thetopof he backt shall,
E
°
bacon withacantas ap. Toto dors
‘hall pon ely downward and tard when
{cio Th bake cate locomplty and
or hy t avid backwah, Th batom
loos shall ot be opened unt he backed ests
fae uc vpn wich he concrete sto be
‘posited and when discharged, shall be
‘ita slowly ut! well abo te concrete
Bags — Bag of ls 0125 capaci of
{te or ter eae cloth sal be filed about
{eid fl of once, he pre end ted
under so hat bag is are ended and securely
‘ed. They hal be placed early in header
nd sicher ous so ati whole mas.
Interlocked. Bag used frs purpose shallbe
feo delos materiale
Growting—A series of round cages made fom
SO mm meh of 6 tel and extending over
fal eight io be contted sal be prepared
‘laid erica over he reo contd
So at distance between centres ofthe cages
nd a the face of the concreto sal ot
‘teed one meto. Stone ageegte of ass
{han 50 mao mors an 200m sine shall be
tepid quie th sel cages over he fl
teta dieu be concrete with de careto
ever plscemen of te cages.
A sable 12 cemeatsand grout wih a war
ment ao ot ss an 06 and not more
ban 04 ale preparediaa mechanical mier
ndsentdown under rss (a 2 Nm)
Trough 385050 mm Jame ppes mining
insta cages, about 0mm above the baton
ithe conca. As De routing proceeds, e
Pipe sal be raised gradually up o a bight of
tee than 6000 im above e string vel
‘Mle wichita be withdrawn ed pce io
the next cage for farther grouting By the same
procede
‘Aer grouting he whole area fo a high of
About 600 mn, the sme operation sal be
repeated, ces, for the nent aye of
“The amount of grout to beset down shall be
lento Ll the vid wich may be cee
certain or attend a 35 percent ofthe
‘ome to be concrete
1425 To minimize the formation of stance, rat
‘are sal be exerce oto diu the corel as
faras possible while ein deposited
15 SAMPLING AND STRENGTH OF
DESIGNED CONCRETE MIX
154 General
¡Samples rom frech cone shall be taken as per
IS 119 and cubos sal be made, cure and ested at
28 day in accordance wi 1 16.
15.11 In order 0 gt elaively quicker idea of the
quality of concrete, optional ers on beams for
modules of rupture 2172 à 2h or at 7 days, or
‘ompessive seg tse a7 dye may be ered
ui aon to 28 days campeessivesuength us.
Fortis purpose the values shouldbe ave at based
‘onactal ting. nales, 28 days compressive
Song psiiinThle 2 hallo eth ion
Fer accplance or ejection ofthe cont
152 Frequency of Sampling
1521 Sampling Procedure
À random sampling procedure shall be adopted to
ensure at cach contr bach all ave a etsonable
‘hance of being ested tht is e sampling shoal be
Spread over the ene period of conring and ever
al mixing si
1822 Frequency
"Te minimum frequency of sampling of concrete of
cach grado tale accordance mt the following:
(Quantity of Concrete in the Number of Samples —
Work,
15 \
Par 2
16-30 3
St an above 4 plone
‘ditional sample
foreach addon
Som’ oc pn thereof
‘Wher: ce dnd anaes roman ch
dy mud ee pe un fang ma
a ray y pe dp
153 Test Specimen
Thee ts specimens shal he made for cach sample
»
18456 2000
for tenting at 28 days. Additional samples may be
required fr various purposes sua determino the
Siren f concrete 7 days oe ths time ong
the frmvork oo determine ie duration of eig,
tol the testing or. Adana Samples may
Also be required for testing samples cured by
Ace methods as described i 189103. The
‘specimen sal be sed as described IS 516
154 Tet Rest ot Sample
‘Te st results ofthe sample hal be the average of
the srengh of thee specimens, The individual
‘ition should nt be more tan 15 percent ofthe
ers Mo, de est rel ofthe same wea
16 ACCEPTANCE CRITERIA,
161 Compressive Strength
“Tne concrete hall be deemed to comply withthe
Streng requirements when both the following
1) The mean srength determine from any group
of four consi ts els comple wi.
‘he appeopitlimis in col 201 Tabl N
1) Any india teat res compli withthe
prop mis in col 3 f Tale 1
162 Fleuri Strength
‘When bath the following conditions are met, the
ene complies withthe specified earl strength
3) The mean ten determined from any group
of four comsocativ txt result exceeds the
‘pected characteris strength by a east 03
Nm
1) Thesteng determined fo any et eu it
sates tan especie characteristic eng
1603 Nin
163 Quantity of Concrete Represented by
Strength Test Renate
“The quay of concrete represented by a group of
fou comsecatve tervals shall ice ie bueh
fiom which the fin and ast samples were taken
together wih al itervening batches.
Forte inva ts result requirements given in
012 of Table 11 oe in tem () of 162, only the
parer batch rom which sample was ken all
Per.
Were be mean rat of sampling it ot specified the
‘atu quandy af covert tat four sonsctve
etre represent shall limi to 60m
164 Ihe concrete deemed ot comply pesant
10 163, the sutura afequacy of the par feted
Shall e invested (ee 17) and any consequential
Acton anced sal be ateo
lento Ll the vid wich may be cee
certain or attend a 35 percent ofthe
‘ome to be concrete
1425 To minimize the formation of stance, rat
‘are sal be exerce oto diu the corel as
faras possible while ein deposited
15 SAMPLING AND STRENGTH OF
DESIGNED CONCRETE MIX
154 General
¡Samples rom frech cone shall be taken as per
IS 119 and cubos sal be made, cure and ested at
28 day in accordance wi 1 16.
15.11 In order 0 gt elaively quicker idea of the
quality of concrete, optional ers on beams for
modules of rupture 2172 à 2h or at 7 days, or
‘ompessive seg tse a7 dye may be ered
ui aon to 28 days campeessivesuength us.
Fortis purpose the values shouldbe ave at based
‘onactal ting. nales, 28 days compressive
Song psiiinThle 2 hallo eth ion
Fer accplance or ejection ofthe cont
152 Frequency of Sampling
1521 Sampling Procedure
À random sampling procedure shall be adopted to
ensure at cach contr bach all ave a etsonable
‘hance of being ested tht is e sampling shoal be
Spread over the ene period of conring and ever
al mixing si
1822 Frequency
"Te minimum frequency of sampling of concrete of
cach grado tale accordance mt the following:
(Quantity of Concrete in the Number of Samples —
Work,
15 \
Par 2
16-30 3
St an above 4 plone
‘ditional sample
foreach addon
Som’ oc pn thereof
‘Wher: ce dnd anaes roman ch
dy mud ee pe un fang ma
a ray y pe dp
153 Test Specimen
Thee ts specimens shal he made for cach sample
»
18456 2000
for tenting at 28 days. Additional samples may be
required fr various purposes sua determino the
Siren f concrete 7 days oe ths time ong
the frmvork oo determine ie duration of eig,
tol the testing or. Adana Samples may
Also be required for testing samples cured by
Ace methods as described i 189103. The
‘specimen sal be sed as described IS 516
154 Tet Rest ot Sample
‘Te st results ofthe sample hal be the average of
the srengh of thee specimens, The individual
‘ition should nt be more tan 15 percent ofthe
ers Mo, de est rel ofthe same wea
16 ACCEPTANCE CRITERIA,
161 Compressive Strength
“Tne concrete hall be deemed to comply withthe
Streng requirements when both the following
1) The mean srength determine from any group
of four consi ts els comple wi.
‘he appeopitlimis in col 201 Tabl N
1) Any india teat res compli withthe
prop mis in col 3 f Tale 1
162 Fleuri Strength
‘When bath the following conditions are met, the
ene complies withthe specified earl strength
3) The mean ten determined from any group
of four comsocativ txt result exceeds the
‘pected characteris strength by a east 03
Nm
1) Thesteng determined fo any et eu it
sates tan especie characteristic eng
1603 Nin
163 Quantity of Concrete Represented by
Strength Test Renate
“The quay of concrete represented by a group of
fou comsecatve tervals shall ice ie bueh
fiom which the fin and ast samples were taken
together wih al itervening batches.
Forte inva ts result requirements given in
012 of Table 11 oe in tem () of 162, only the
parer batch rom which sample was ken all
Per.
Were be mean rat of sampling it ot specified the
‘atu quandy af covert tat four sonsctve
etre represent shall limi to 60m
164 Ihe concrete deemed ot comply pesant
10 163, the sutura afequacy of the par feted
Shall e invested (ee 17) and any consequential
Acton anced sal be ateo
18456: 2000
165 Concrete of each e
separately
166 Concreto ib to be jet if is porous
cr booey-combed, ts placing ha been itroped
without proving a proper constan joing the
Feinforcement has been Jsplaced beyond the
Force seid, or antun trance ave
mol been met. However, ie hardened concrete
may be accepted after carrying out suitable
remota mesures tothe sation ofthe engine.
inchuge
17 INSPECTION AND TESTING OF
‘STRUCTURES
171 Inspection
be sensed
Zo ensure that the construcion complies withthe
design an inspection procedure shouldbe setup
covering materials, records, workmanship and
{LA Tests should be mad on reinforcement and
the constituent materi femete in asian with
thereevan standard, Where aplcbl se shoul
be made of suitable quali assurance schemes.
7.2 Cate sould be taken ote that:
5) design and dui ae capable of eng exec
o a sabi standard, with de allowance for
‘dimension ernten
1) there are clear instructions on inspection
©) ter ita sytem verify thatthe quai i
satisfactory in nid parts of he ere,
‘pecially the rte ones.
172 tmmediaely afer sipping the (omwor, all
concrete sal areal inspected and any detcive
‘wok or mal defects eier removed or made good
befor concrete as heran hardened
173 Teng
Incase of doubt regarding he rade of concrete ud,
iter dueto poor workmanship or base on sal
‘ube srengh eis, compressive strength tests of
‘concrete the ast of 17-4 anor oat ie 17.8)
‘maybe cried ot
114 Core Tes
RAA The pint ram which core ar o be takes
and the number of cores required shal be atthe
disen ofthe enginerinschrge and shall be
representado ofthe whole of concrete concerned.
Tao case, however, sal fewer than de cores be
pos
17.42 Cores cha be propre and tested as describe
inlssi6.
1743 Concreto the member represented by à core
tes abl be considered acceptable ifthe average
gilet cube eng fe crs equal atest
AS percent ofthe cube eg of grade concrete
specie fo he conespoding age and no individual
ee sa eng les han 73 percent
stands 175 ln ewe he cr tet rel do not sis he
+) thor ae clear instvtions on permissible rogue f IA e who sah u ie et
oie sat wma à es odes (7 may be ed
Perfomance, durability and appearance me 176 Load Ts for leur Member
Neste sna 1761 Load tess hold be cai out a oon as
‘Table Characterne Compresv Strength Complanc Regulrement
(Claes 161 0169)
Spee rc DES
‘Con ES En
w o o
mis 2 so Rsneatites Burner
Ban
ua DA Da
Lt wien
ad on no ape a ey ote wish af Sven
0
165 Concrete of each e
separately
166 Concreto ib to be jet if is porous
cr booey-combed, ts placing ha been itroped
without proving a proper constan joing the
Feinforcement has been Jsplaced beyond the
Force seid, or antun trance ave
mol been met. However, ie hardened concrete
may be accepted after carrying out suitable
remota mesures tothe sation ofthe engine.
inchuge
17 INSPECTION AND TESTING OF
‘STRUCTURES
171 Inspection
be sensed
Zo ensure that the construcion complies withthe
design an inspection procedure shouldbe setup
covering materials, records, workmanship and
{LA Tests should be mad on reinforcement and
the constituent materi femete in asian with
thereevan standard, Where aplcbl se shoul
be made of suitable quali assurance schemes.
7.2 Cate sould be taken ote that:
5) design and dui ae capable of eng exec
o a sabi standard, with de allowance for
‘dimension ernten
1) there are clear instructions on inspection
©) ter ita sytem verify thatthe quai i
satisfactory in nid parts of he ere,
‘pecially the rte ones.
172 tmmediaely afer sipping the (omwor, all
concrete sal areal inspected and any detcive
‘wok or mal defects eier removed or made good
befor concrete as heran hardened
173 Teng
Incase of doubt regarding he rade of concrete ud,
iter dueto poor workmanship or base on sal
‘ube srengh eis, compressive strength tests of
‘concrete the ast of 17-4 anor oat ie 17.8)
‘maybe cried ot
114 Core Tes
RAA The pint ram which core ar o be takes
and the number of cores required shal be atthe
disen ofthe enginerinschrge and shall be
representado ofthe whole of concrete concerned.
Tao case, however, sal fewer than de cores be
pos
17.42 Cores cha be propre and tested as describe
inlssi6.
1743 Concreto the member represented by à core
tes abl be considered acceptable ifthe average
gilet cube eng fe crs equal atest
AS percent ofthe cube eg of grade concrete
specie fo he conespoding age and no individual
ee sa eng les han 73 percent
stands 175 ln ewe he cr tet rel do not sis he
+) thor ae clear instvtions on permissible rogue f IA e who sah u ie et
oie sat wma à es odes (7 may be ed
Perfomance, durability and appearance me 176 Load Ts for leur Member
Neste sna 1761 Load tess hold be cai out a oon as
‘Table Characterne Compresv Strength Complanc Regulrement
(Claes 161 0169)
Spee rc DES
‘Con ES En
w o o
mis 2 so Rsneatites Burner
Ban
ua DA Da
Lt wien
ad on no ape a ey ote wish af Sven
0
pose area days fem he time of placing
17.62 Tre scr shouldbe soc aloud equa!
16 fal dead Ind ofthe suce pls 125 es the
imposed oad fora paid 24 hand hen he pose
Rod stl te emo
17.63 The desicion due to imposed ea ay shall
teresorded. win 26h removal ofthe impor
Ton’ the ct docs nt ecoor atest 75 percent
fe defection under sperimposc alter my
ba repstd atrape TR Me recovery res
‘hah 0 percent, estructu all be deemed 0 e
17.631, 1 he maximun defection in mm, shown
ing 24 unde ad an AD, where 15
theetectve panini ad Dh era depth of he
seston in mm, ot ne forthe ecos to
Ne menu and rome provisos of 1763
stopp,
177 Members Other Than Flexural Members
Members othr than Mexoral members should be
poetry veste y analy.
(he properierofconein the suture hemetode
Adopt na ultras pale veloc [ve IS 1311
(Par 1) and rebound hanıme US 1331 (Par 2)
probe penctaon,pullout and maturity. Now
care tee provide sheaves o core tts for
estiman he stength of cont ina srr, oF
an supplement the data obtained from à leed
number of cores, These methods are based on
‘measuring a concrete propery that bare some
‘ears tag Te accra ofthese mods.
in par, ie Stermined by the degree of colton
baten eng and he physical quality messed
Any ose metas may beaded in which cathe
pan rr ale are upon pi tes
a
17.62 Tre scr shouldbe soc aloud equa!
16 fal dead Ind ofthe suce pls 125 es the
imposed oad fora paid 24 hand hen he pose
Rod stl te emo
17.63 The desicion due to imposed ea ay shall
teresorded. win 26h removal ofthe impor
Ton’ the ct docs nt ecoor atest 75 percent
fe defection under sperimposc alter my
ba repstd atrape TR Me recovery res
‘hah 0 percent, estructu all be deemed 0 e
17.631, 1 he maximun defection in mm, shown
ing 24 unde ad an AD, where 15
theetectve panini ad Dh era depth of he
seston in mm, ot ne forthe ecos to
Ne menu and rome provisos of 1763
stopp,
177 Members Other Than Flexural Members
Members othr than Mexoral members should be
poetry veste y analy.
(he properierofconein the suture hemetode
Adopt na ultras pale veloc [ve IS 1311
(Par 1) and rebound hanıme US 1331 (Par 2)
probe penctaon,pullout and maturity. Now
care tee provide sheaves o core tts for
estiman he stength of cont ina srr, oF
an supplement the data obtained from à leed
number of cores, These methods are based on
‘measuring a concrete propery that bare some
‘ears tag Te accra ofthese mods.
in par, ie Stermined by the degree of colton
baten eng and he physical quality messed
Any ose metas may beaded in which cathe
pan rr ale are upon pi tes
a
SECTION 3 GENERAL DESIGN CONSIDERATION
18 BASES FOR DESIGN
181 Aim of Design
“Te sim of design isthe shicvement of am acepuble
baby ht mers being designed wil perf
Sstsactorly during thei intended ie. With an
appropriate dere of sae they soul stan all
load an deformations formal constocon ted
tse and have adequate drabiliy and adequate
resistance the effete of mise a ie
182 Methods of Design
182.1 Stu and scho cements salma
be taken of accepted hcores, experiment and
experience andthe ned to design for durability
keins lone donot rode ae serviable ad
¿orbe arts. Suitable materials qaly on,
seque delia and good sopervison u equal
important
18.22 Where the Limit Ste Method cannot be
convenialy adoped, Woking test Method (ee
‘Anges B) maybe sed
182.3 Design Based on Experimental Bais
Designs based on experimental investigations on
‘models or fll size cure or element may be
‘cepted if they sais the primary requirements
(CTL and subject 0 experimental deals and de
ral comes therewith Being approved bythe
182.1 Whee the design is based on experimental
‘fal be cared at o ensure the lowing
3) The etre sal ais to requirements fr
een Ge 232) and cracking (re 35.32)
when subjected toa oad fer 2 egal tothe
Characters od muipiedby 13 Y. where
“sal bat om Tale 8 fr tein sate
erica, within 24 of the removal
recovery of tent 75 percent of he ati
Gesten shown during he 2 under he ad,
{eter Toading shou te repestd ater apse
AT The recover ae seconds shoul
beaten percent be maxi efec
shown during tn senden
dam md Di toca ee oe sc la mm Ku
8) The metre shall have adequate engl to
suai foe 24, total oad gual tothe case
tric load male by 1.337, wher ball
be taken from Tale 18 for he limi tae of
183 Durabüity, Workmanship and Materias
ls assumed tat he qua of concrete, tee and
‘ter teats and of be workmani, severed
by inspections, is adequate for safe, service
sad daa
184 Design Proc
Desi, including design for duty, construction
and te inservice sould be considered as a whole
‘The realization of design objectives requires
compliance with clearly defined standards for
materials, production, workmanship and
incre and use of rote In servis
19 LOADS AND FORCES
191 General
Insc design ncoun babe taken tn desd,
Imposed and wind loads ad forces suc a ose
sed by eathquake, ad effected o shinkage
Ser, temperate, ee, where applicable,
192 Dead Loads
Dead lads sal be calculated on the bi of wit
welehe which bal be established taking io
Copier ie materials pele or constuction
19.2.1 Akerativey he dad Ind maybe alcala
on the bast of un weighs of materials given in
13675 Par 1) Uns me acute clio sre
Wwarranted, the unit weights of plain concrete and
food concrete made with tad and grav
suhed natural stone aggregate may be taken a
ZEN? and 25 kN respectively.
193 Imposed Lands, Wind Loads and Snow Leads
Ipod end, wind lads and snow lade sal be
cenas in accordance wi 15 875 Pat 215 875
(a3) 04155 (Par $) spectively
194 Rarthguake Fores
The earthquake forces shall be ealeulated in
ondo MIS 1893.
195 Shrinkage, Creep and Temperature Bec
ie eet 0 sage, resp and temperature ae
abet fect mater the safety anse cb
‘ofthe str, tee al be ten Into account in
the calculations (se 624, 628 and 62.6) and
15075 ears).
195.1 Lory bangs such so re dens
ove Ir dimension de al red 451, Ihe
2
18 BASES FOR DESIGN
181 Aim of Design
“Te sim of design isthe shicvement of am acepuble
baby ht mers being designed wil perf
Sstsactorly during thei intended ie. With an
appropriate dere of sae they soul stan all
load an deformations formal constocon ted
tse and have adequate drabiliy and adequate
resistance the effete of mise a ie
182 Methods of Design
182.1 Stu and scho cements salma
be taken of accepted hcores, experiment and
experience andthe ned to design for durability
keins lone donot rode ae serviable ad
¿orbe arts. Suitable materials qaly on,
seque delia and good sopervison u equal
important
18.22 Where the Limit Ste Method cannot be
convenialy adoped, Woking test Method (ee
‘Anges B) maybe sed
182.3 Design Based on Experimental Bais
Designs based on experimental investigations on
‘models or fll size cure or element may be
‘cepted if they sais the primary requirements
(CTL and subject 0 experimental deals and de
ral comes therewith Being approved bythe
182.1 Whee the design is based on experimental
‘fal be cared at o ensure the lowing
3) The etre sal ais to requirements fr
een Ge 232) and cracking (re 35.32)
when subjected toa oad fer 2 egal tothe
Characters od muipiedby 13 Y. where
“sal bat om Tale 8 fr tein sate
erica, within 24 of the removal
recovery of tent 75 percent of he ati
Gesten shown during he 2 under he ad,
{eter Toading shou te repestd ater apse
AT The recover ae seconds shoul
beaten percent be maxi efec
shown during tn senden
dam md Di toca ee oe sc la mm Ku
8) The metre shall have adequate engl to
suai foe 24, total oad gual tothe case
tric load male by 1.337, wher ball
be taken from Tale 18 for he limi tae of
183 Durabüity, Workmanship and Materias
ls assumed tat he qua of concrete, tee and
‘ter teats and of be workmani, severed
by inspections, is adequate for safe, service
sad daa
184 Design Proc
Desi, including design for duty, construction
and te inservice sould be considered as a whole
‘The realization of design objectives requires
compliance with clearly defined standards for
materials, production, workmanship and
incre and use of rote In servis
19 LOADS AND FORCES
191 General
Insc design ncoun babe taken tn desd,
Imposed and wind loads ad forces suc a ose
sed by eathquake, ad effected o shinkage
Ser, temperate, ee, where applicable,
192 Dead Loads
Dead lads sal be calculated on the bi of wit
welehe which bal be established taking io
Copier ie materials pele or constuction
19.2.1 Akerativey he dad Ind maybe alcala
on the bast of un weighs of materials given in
13675 Par 1) Uns me acute clio sre
Wwarranted, the unit weights of plain concrete and
food concrete made with tad and grav
suhed natural stone aggregate may be taken a
ZEN? and 25 kN respectively.
193 Imposed Lands, Wind Loads and Snow Leads
Ipod end, wind lads and snow lade sal be
cenas in accordance wi 15 875 Pat 215 875
(a3) 04155 (Par $) spectively
194 Rarthguake Fores
The earthquake forces shall be ealeulated in
ondo MIS 1893.
195 Shrinkage, Creep and Temperature Bec
ie eet 0 sage, resp and temperature ae
abet fect mater the safety anse cb
‘ofthe str, tee al be ten Into account in
the calculations (se 624, 628 and 62.6) and
15075 ears).
195.1 Lory bangs such so re dens
ove Ir dimension de al red 451, Ihe
2
lc du 1 temperature cin and nage
Sd rep an be ignored in design calculo.
19.5 Other Forces and Bets
1 addon, coun shal be taken of the following
forces a lts thy are isle tact materially
af and servicio e suture
2) Foundation movement (ee 151904),
9) lati ana shoring
©) Soil acd Mi pressures [se 15 875 Pu 3),
9) Vibration,
©) Pote,
9 Input oe IS #75 at
2) rection lous (se 1 875 rt 2) and
13) Ses concentration efecto pad and
the ike,
197 Combination of Lande
“Te combination of fads shal bea given in IS 875
as
195 Dead Lond Counteracting Other Loads nd
Forces
‘When dea Jud counter the eft due to aber
loads ad forcsin structural member ran special
‘cue shal be exetcaed by the designer 1 ensure
‘equate safety for possible res reverse
199 Design Load
Design load i be lod ode taken for use in the
appropriate method dei; sto characteristic
Toni es of woking sue mead nd carro
Ton with appropete paral safe factors frit
sat design
20 STABILITY OF THE STRUCTURE
204 Overtaring
‘The stability of a structure as a whole against
‘overturning shall be ensued 0 that the retring
‘moment shal be notes than he um of 12 ime the
maximun overmingmonent due characteris
(ead Ind und 1. Ume the maximum overt
moment de tothe charters impord loads. a
‘ses whee ded load provides he reserig moment
‘only 09 times the characteristic den ou shall be
‘Soesidered, Restoring moment Gu o impor os
Sal be ignored
20.1 The anchorages or counterweight provided
for overhanging members (ring construction and
service) should be such that static equilibrium
‘should remain, even when ovemming moment i
double
»
15456: 2000
202 Sag
“Toe caro hal ave otr gant hing of not
les an A under mos ser combination of he
‘plod charac fre, Init que cy OS tines
the canter dead oad ul be tke nto account.
203 Probable Variation Dead Lond
Tocasr ability als, count sal o tae
proble an idad od ding consti,
‘ep oro terry measure. Wind and mie
Sending sal be ei impose losing.
204 Moment Connection
In designing de framework of bung provision
hal be made by adequate moment connections r
‘system of tracings 1 effectively tans al te
arizona resto foundations,
205 Lateral Sway
‘Under traen wind oud the atea way a op
‘ould nt exceed HIS, where Hs the tl eight
ofthe biting. Forseimieloding reference should
e made 10151898.
21 FIRE RESISTANCE
21: Armen oralement regule to have
fire resistance sbould be designed to portes
appropriate degreof, resistance 1 ame peneuaton,
eu anamiion ad fahre. The resistance o
uc ene pre rs mous
inaccrdance wide 641, ie resistance of concrete
«elements degend upon deals of member sie covet
lo sel rcinoremen det ad typeof aggregate
(coral weight or light weigh) sed in concrete
General requirements fr fie protection are given ie
sion.
212 Minimum requirements of concrete cover and
member dimensions for nomal-weigh agree
Coneete members so as lo have the required Gre
vosistance sal be in accordance with 26.43 and
Fig respectively
213 The reinforcement dealing should reflect he
‘hanging patera of be srt! section and ensure
‘hat both divin lement and e stares
‘whole contain adequate support, te, bonds and
anchrages forthe require fier
213.1 Addons measures such as application ie
resina sh, provision of re resistant false
einge und scr sl nen ame, hou o
‘opted in case Be nominal cover rogue exceds
40 mm for beams und 35 mm for sab, lo give
proton agit pling
214 Specials erature may be reered to for
eemningGrereitune fe suture which have
o been covered in Fig. EE 168.
Sd rep an be ignored in design calculo.
19.5 Other Forces and Bets
1 addon, coun shal be taken of the following
forces a lts thy are isle tact materially
af and servicio e suture
2) Foundation movement (ee 151904),
9) lati ana shoring
©) Soil acd Mi pressures [se 15 875 Pu 3),
9) Vibration,
©) Pote,
9 Input oe IS #75 at
2) rection lous (se 1 875 rt 2) and
13) Ses concentration efecto pad and
the ike,
197 Combination of Lande
“Te combination of fads shal bea given in IS 875
as
195 Dead Lond Counteracting Other Loads nd
Forces
‘When dea Jud counter the eft due to aber
loads ad forcsin structural member ran special
‘cue shal be exetcaed by the designer 1 ensure
‘equate safety for possible res reverse
199 Design Load
Design load i be lod ode taken for use in the
appropriate method dei; sto characteristic
Toni es of woking sue mead nd carro
Ton with appropete paral safe factors frit
sat design
20 STABILITY OF THE STRUCTURE
204 Overtaring
‘The stability of a structure as a whole against
‘overturning shall be ensued 0 that the retring
‘moment shal be notes than he um of 12 ime the
maximun overmingmonent due characteris
(ead Ind und 1. Ume the maximum overt
moment de tothe charters impord loads. a
‘ses whee ded load provides he reserig moment
‘only 09 times the characteristic den ou shall be
‘Soesidered, Restoring moment Gu o impor os
Sal be ignored
20.1 The anchorages or counterweight provided
for overhanging members (ring construction and
service) should be such that static equilibrium
‘should remain, even when ovemming moment i
double
»
15456: 2000
202 Sag
“Toe caro hal ave otr gant hing of not
les an A under mos ser combination of he
‘plod charac fre, Init que cy OS tines
the canter dead oad ul be tke nto account.
203 Probable Variation Dead Lond
Tocasr ability als, count sal o tae
proble an idad od ding consti,
‘ep oro terry measure. Wind and mie
Sending sal be ei impose losing.
204 Moment Connection
In designing de framework of bung provision
hal be made by adequate moment connections r
‘system of tracings 1 effectively tans al te
arizona resto foundations,
205 Lateral Sway
‘Under traen wind oud the atea way a op
‘ould nt exceed HIS, where Hs the tl eight
ofthe biting. Forseimieloding reference should
e made 10151898.
21 FIRE RESISTANCE
21: Armen oralement regule to have
fire resistance sbould be designed to portes
appropriate degreof, resistance 1 ame peneuaton,
eu anamiion ad fahre. The resistance o
uc ene pre rs mous
inaccrdance wide 641, ie resistance of concrete
«elements degend upon deals of member sie covet
lo sel rcinoremen det ad typeof aggregate
(coral weight or light weigh) sed in concrete
General requirements fr fie protection are given ie
sion.
212 Minimum requirements of concrete cover and
member dimensions for nomal-weigh agree
Coneete members so as lo have the required Gre
vosistance sal be in accordance with 26.43 and
Fig respectively
213 The reinforcement dealing should reflect he
‘hanging patera of be srt! section and ensure
‘hat both divin lement and e stares
‘whole contain adequate support, te, bonds and
anchrages forthe require fier
213.1 Addons measures such as application ie
resina sh, provision of re resistant false
einge und scr sl nen ame, hou o
‘opted in case Be nominal cover rogue exceds
40 mm for beams und 35 mm for sab, lo give
proton agit pling
214 Specials erature may be reered to for
eemningGrereitune fe suture which have
o been covered in Fig. EE 168.
18456: 2000
souo sus
Ar
FULLY EXPOSED
>.
Hot
E
PE EXPOSED ONE FACE EXPOSE
couums
ee ee
eae FO ca PR
ss Pa
Don
1 De innen se eye en en Ta GA
a Maa Dan o anon Cine Mas Fon Fa Rasen
22 ANALYSIS
221 Genera
AN structures may be analyzed by 1
laste theory to caleulte internal actions
produced by dei lass. In be of goo este
Sly, a spied analysis as given in 224 or
‘ames andas given n 225 forconinuoas beams may
Les
u
222 Entre Span
Untesoterwise specified he effective san of a
meer sal be a flows:
1) Simply Supporte Beamor Slab— Te it
spa of membrane ali a
it apports all be kn a cer pan pts De
acte ep fa beam econo cet
of suppos,whicever ies.
souo sus
Ar
FULLY EXPOSED
>.
Hot
E
PE EXPOSED ONE FACE EXPOSE
couums
ee ee
eae FO ca PR
ss Pa
Don
1 De innen se eye en en Ta GA
a Maa Dan o anon Cine Mas Fon Fa Rasen
22 ANALYSIS
221 Genera
AN structures may be analyzed by 1
laste theory to caleulte internal actions
produced by dei lass. In be of goo este
Sly, a spied analysis as given in 224 or
‘ames andas given n 225 forconinuoas beams may
Les
u
222 Entre Span
Untesoterwise specified he effective san of a
meer sal be a flows:
1) Simply Supporte Beamor Slab— Te it
spa of membrane ali a
it apports all be kn a cer pan pts De
acte ep fa beam econo cet
of suppos,whicever ies.
D) Continuous Beare or Slab — In the case of
continuous Beam or sa, i the widh of the
Support lus un 1/2 of he ler san, be
lective span shall be as in 222 () I he
Supports are mide han 1/12 of he lear span
or fmm wbicever less, effective pan
‘al be taken as under
1) For end span with one end fied and de
the continous o frinermede pans,
the elective spon shal be the cee pa
between spor
Forendspi wihone nd ean tether
ction he ace span shal be qual
{othe clear span pls ale elec ep
ofthe beam or lb othe lar span pls
Fale wid fie discontinuous upon,
lo the cae of spans wi roller or rocket
earings, he fective san shall alway be
theditanoe between decentes.
Caniever—Thectetve length of acanilever
sal be taken sd length 1 the fae of the
Support pls half the effective dep except
here forth nd of connaous eam
whee the legó to the cent af ppt shall
beten
Prames— lathe analysis ofconiuous fame,
centro cetro distance shall be wed.
223 Ste
2231 Relative Sess
‘The reltive sos ofthe members may bebe on
the momen of nena ofthe section determined on
‘he basis el any one of he fllowing definir
»
»
e
9
2) Gross section — The cross-section of the
‘member ignoring reinforcement,
Transformed section — The conree cross:
section plus the area of reinforcement
ssfomed onthe basis of modular ao (ee
dor
Cracked section — The ares of concrete in.
compression plus te area of winforcement
‘trated ende bai of modular ae.
‘Te asumpáons made shal be consisten fr al be
members of the structure Doug any als.
2232 Fo deflection calculations, appropriate ves
‘of moment of inrin as specified in Annex C sould
te wed
»
El
224 Structural Frames
"The simplifying assumptions as given in 224.1
102243 may be wed inthe alysis of frames,
as
15456: 2000
2241 Arrongement of Impored Load
9) Comer may be lnited to combinations
of
1) Design dea lod on al pane with fall
eign imposed london to adjacent sane,
sá
2) Design dead fod on al pans with full
desen impor load on amas sans
When design imposed load dos na exceed
thee fort o e design dead on, he load
swangement na e design Gad nd design
imposé load om al he spas.
2242 Subri Frame
For determining th moments and seas any Moor
‘or root level due 1 gravy Toads the Beams at a
Teveltgederwithcolonas above andblow wi ie
far ends xed may be considered 10 costo the
»
2242. Where side sway consieraion becomes
seal de o nsymmery in geometry or lading,
Figo analysis maybe required
2243 For lta oss, implied methods may be
et obtain the morts and shears for sucre
that are symmetrical. For unsymmetrical or very tll
structures mere igoros methods should be use
225 Moment and Shear Coeficent for
‘Continous Beams
225.1 Unless more exact estimates are made, for
beams of uniform eros-seetion which support
“aran loyal oer Bre or
oe ans wich do na diferby mare han IS percent
fie longest the ending moments and shea forces
ed in design may be obtained wing the cuits
ven in Table 12 and Tbe 3 respectively.
For moments a sppofs whee two unequal spans
‘meet or inex whet the spans are ot equal oad,
the average ofthe two ves or e negative moment
tthe suppor may te en for design.
‘Where coefficients given in Table 12 ae wed for
lt aftendng moments, dinar
1915227 sal ot permite,
2282 Beams end Slabs Over Free Ed Suppors
‘Where a member bil no a masonry wall which
develops oly paral estan, the member shall be
‘eign ores np moment atthe ace of the
opor of W124 where Wi the ol design oad
and is the efcive span, or sch other resting
‘moment ar may te own tobe applicable. Forsch
‘ond shear coficient given in Tble 13 at he
‘ed suppor maybe increased by DOS.
continuous Beam or sa, i the widh of the
Support lus un 1/2 of he ler san, be
lective span shall be as in 222 () I he
Supports are mide han 1/12 of he lear span
or fmm wbicever less, effective pan
‘al be taken as under
1) For end span with one end fied and de
the continous o frinermede pans,
the elective spon shal be the cee pa
between spor
Forendspi wihone nd ean tether
ction he ace span shal be qual
{othe clear span pls ale elec ep
ofthe beam or lb othe lar span pls
Fale wid fie discontinuous upon,
lo the cae of spans wi roller or rocket
earings, he fective san shall alway be
theditanoe between decentes.
Caniever—Thectetve length of acanilever
sal be taken sd length 1 the fae of the
Support pls half the effective dep except
here forth nd of connaous eam
whee the legó to the cent af ppt shall
beten
Prames— lathe analysis ofconiuous fame,
centro cetro distance shall be wed.
223 Ste
2231 Relative Sess
‘The reltive sos ofthe members may bebe on
the momen of nena ofthe section determined on
‘he basis el any one of he fllowing definir
»
»
e
9
2) Gross section — The cross-section of the
‘member ignoring reinforcement,
Transformed section — The conree cross:
section plus the area of reinforcement
ssfomed onthe basis of modular ao (ee
dor
Cracked section — The ares of concrete in.
compression plus te area of winforcement
‘trated ende bai of modular ae.
‘Te asumpáons made shal be consisten fr al be
members of the structure Doug any als.
2232 Fo deflection calculations, appropriate ves
‘of moment of inrin as specified in Annex C sould
te wed
»
El
224 Structural Frames
"The simplifying assumptions as given in 224.1
102243 may be wed inthe alysis of frames,
as
15456: 2000
2241 Arrongement of Impored Load
9) Comer may be lnited to combinations
of
1) Design dea lod on al pane with fall
eign imposed london to adjacent sane,
sá
2) Design dead fod on al pans with full
desen impor load on amas sans
When design imposed load dos na exceed
thee fort o e design dead on, he load
swangement na e design Gad nd design
imposé load om al he spas.
2242 Subri Frame
For determining th moments and seas any Moor
‘or root level due 1 gravy Toads the Beams at a
Teveltgederwithcolonas above andblow wi ie
far ends xed may be considered 10 costo the
»
2242. Where side sway consieraion becomes
seal de o nsymmery in geometry or lading,
Figo analysis maybe required
2243 For lta oss, implied methods may be
et obtain the morts and shears for sucre
that are symmetrical. For unsymmetrical or very tll
structures mere igoros methods should be use
225 Moment and Shear Coeficent for
‘Continous Beams
225.1 Unless more exact estimates are made, for
beams of uniform eros-seetion which support
“aran loyal oer Bre or
oe ans wich do na diferby mare han IS percent
fie longest the ending moments and shea forces
ed in design may be obtained wing the cuits
ven in Table 12 and Tbe 3 respectively.
For moments a sppofs whee two unequal spans
‘meet or inex whet the spans are ot equal oad,
the average ofthe two ves or e negative moment
tthe suppor may te en for design.
‘Where coefficients given in Table 12 ae wed for
lt aftendng moments, dinar
1915227 sal ot permite,
2282 Beams end Slabs Over Free Ed Suppors
‘Where a member bil no a masonry wall which
develops oly paral estan, the member shall be
‘eign ores np moment atthe ace of the
opor of W124 where Wi the ol design oad
and is the efcive span, or sch other resting
‘moment ar may te own tobe applicable. Forsch
‘ond shear coficient given in Tble 13 at he
‘ed suppor maybe increased by DOS.
1.456 2000
‘Table 12 Bending Moment Coefficients
se 250
Er ne Fe
TE FR ae rc
pr tee Sores ‘nese
ES pres Saree
prey e % =
NOTE — or ai te ding et hes sl moldy ig nd ci pa
‘Tle 13 Shear for Coetceats
(Clowes 251 ond 252)
peat épars cd
E LES ‘aera Soper
GE Toms Be
un os os os
o os 0. a
OTE — orig er os coje he lied ei
226 Critical Section for Moment and Shear
226.1 For monolithic constuction, the moments
‘computed atthe face of th support shal be usd ia
{he design of the members at se sctios. For on.
‘monolith construction te design he member shall
te done keeping in view 222
2262 Critical Section for Shear
“The shear computed athe face ofthe suppor shall.
e used in the design ofthe member at hat Section
except in 22621
2.62.1 When the reaction inthe diretion of the
appli aber introduces compression ito the end
‘gion ofthe member, cone load a a distance
less than d from the fae ofthe support may be
designed for the sume shear as that computed at
‘inane dee Fi 2.
NOTE tov cs pa ene ey
Sprain Pen hd
227 Reditibuton of Moments
Redistribution of moments may be done in accordance
‘wih 37.1 for limit wate method and in ceordance
‘with B12 fr working tres method. However, whee
Simplified analysirteing coefficients ie adopted,
rodistibuaio of moment shal nt be done
23 BEAMS
230 Bective Depth
Elective depth of beam i the distance between he
eo ofthe area of tension enforcement andthe
Imam compression ie, rchding the knee
of finishing material not paced monolibiely with
he member adhe ica of ny concrete provided
‘wallow fr wear. This wll ot ppy to dep beams
251 Team and LBeame
231: Gener
‘A sib which is assumed to act sa compression
flange of a Team or L-beam shal sats the
folowing:
8) The stab shall be cas integral with the web,
or the web and to sla Shall be effectively
ended together in ay ther manner: and
‘he mai enforcement ofthe sb is part
tothe beam, ven reinforcement hall be
provided asin Fig. 3: such enforcement shall
ot be less than 60 percent of the main
‘einforcemest e mid spa of he sab
25.12 Effective Wh of Flange
In the absence of more accurate determination, the
toto wid flange may been as te following
»
‘Table 12 Bending Moment Coefficients
se 250
Er ne Fe
TE FR ae rc
pr tee Sores ‘nese
ES pres Saree
prey e % =
NOTE — or ai te ding et hes sl moldy ig nd ci pa
‘Tle 13 Shear for Coetceats
(Clowes 251 ond 252)
peat épars cd
E LES ‘aera Soper
GE Toms Be
un os os os
o os 0. a
OTE — orig er os coje he lied ei
226 Critical Section for Moment and Shear
226.1 For monolithic constuction, the moments
‘computed atthe face of th support shal be usd ia
{he design of the members at se sctios. For on.
‘monolith construction te design he member shall
te done keeping in view 222
2262 Critical Section for Shear
“The shear computed athe face ofthe suppor shall.
e used in the design ofthe member at hat Section
except in 22621
2.62.1 When the reaction inthe diretion of the
appli aber introduces compression ito the end
‘gion ofthe member, cone load a a distance
less than d from the fae ofthe support may be
designed for the sume shear as that computed at
‘inane dee Fi 2.
NOTE tov cs pa ene ey
Sprain Pen hd
227 Reditibuton of Moments
Redistribution of moments may be done in accordance
‘wih 37.1 for limit wate method and in ceordance
‘with B12 fr working tres method. However, whee
Simplified analysirteing coefficients ie adopted,
rodistibuaio of moment shal nt be done
23 BEAMS
230 Bective Depth
Elective depth of beam i the distance between he
eo ofthe area of tension enforcement andthe
Imam compression ie, rchding the knee
of finishing material not paced monolibiely with
he member adhe ica of ny concrete provided
‘wallow fr wear. This wll ot ppy to dep beams
251 Team and LBeame
231: Gener
‘A sib which is assumed to act sa compression
flange of a Team or L-beam shal sats the
folowing:
8) The stab shall be cas integral with the web,
or the web and to sla Shall be effectively
ended together in ay ther manner: and
‘he mai enforcement ofthe sb is part
tothe beam, ven reinforcement hall be
provided asin Fig. 3: such enforcement shall
ot be less than 60 percent of the main
‘einforcemest e mid spa of he sab
25.12 Effective Wh of Flange
In the absence of more accurate determination, the
toto wid flange may been as te following
»
A ta] E
(o co)
©
‘Pe. 2 Tyne. Somorr Cosmos rn Locarno Facrons Stat Fon
tin no cae geste tas the ret ofthe we plus Sucre reso prions. Te deflection sal
ae um ft cr dues tote aces teams geral be Limited the following
once side. The ial deflection ue 1 al loud including
the effects of temperature rep and shikage
D PT a o, sen Senet ft eee a
supports of or rots and all ther horizontal
D Fab, « 48, +30, ‘seinen ced ps
nu) diciones sot
ae ao cm paez. Sein af pnt ed epson af
aoe finishes should not normally exceed span/350
i Edil
NES
[0% 23.2.1 The vertical deflection limits may generally be
0 Foe tse mer redone
euer
TE 1 ale ao mn tice din
into MON . For pans up 10m
». Cantilever: ¥
= Spy pel 2
y= eect vió hap, Est x
See see E AA
rer DE nase tnt
pA 2e Taube err es
+4 — ‚should be made.
Dj = ticket fango, and
= actual with ofthe ange
©) Depending on the are and the stress of
tel frtemion enforcement he vlna (8)
NOTE — Fur continus eam ad fame, maybe SC) sll be modified by muliplyng wih he
Dentistes modification factor obtained a pet Fg
4) Depending on the area of compression
202 Control of Detection reinforcement, e ale of rant dept ao
‘The detection of stature or ar re shall not bo frher modi by muliplyng withthe
‘aves lfc the appearance or efficiency Of he modifican factor bined a per ig
”
(o co)
©
‘Pe. 2 Tyne. Somorr Cosmos rn Locarno Facrons Stat Fon
tin no cae geste tas the ret ofthe we plus Sucre reso prions. Te deflection sal
ae um ft cr dues tote aces teams geral be Limited the following
once side. The ial deflection ue 1 al loud including
the effects of temperature rep and shikage
D PT a o, sen Senet ft eee a
supports of or rots and all ther horizontal
D Fab, « 48, +30, ‘seinen ced ps
nu) diciones sot
ae ao cm paez. Sein af pnt ed epson af
aoe finishes should not normally exceed span/350
i Edil
NES
[0% 23.2.1 The vertical deflection limits may generally be
0 Foe tse mer redone
euer
TE 1 ale ao mn tice din
into MON . For pans up 10m
». Cantilever: ¥
= Spy pel 2
y= eect vió hap, Est x
See see E AA
rer DE nase tnt
pA 2e Taube err es
+4 — ‚should be made.
Dj = ticket fango, and
= actual with ofthe ange
©) Depending on the are and the stress of
tel frtemion enforcement he vlna (8)
NOTE — Fur continus eam ad fame, maybe SC) sll be modified by muliplyng wih he
Dentistes modification factor obtained a pet Fg
4) Depending on the area of compression
202 Control of Detection reinforcement, e ale of rant dept ao
‘The detection of stature or ar re shall not bo frher modi by muliplyng withthe
‘aves lfc the appearance or efficiency Of he modifican factor bined a per ig
”
SECTION Xx
190.3 Dusavonse Rensonenun av Puce oF TB Wr Man Renwoncnenror
‘Sus Paras vo me Beas
©) For ngad bam, he vals of
cc be
mode as pr Fig. 6 und tho reinforcement
percentage forcing. ad hou obre
MORICANON FACTOR
20)
on are seco tl o
NOTE Man Act ro ed he
IA
PERCENTAGE TENSION REWFORCEMENT
el ete eee ad
Po, 4 Monument Facon ror Tex Reca
»
190.3 Dusavonse Rensonenun av Puce oF TB Wr Man Renwoncnenror
‘Sus Paras vo me Beas
©) For ngad bam, he vals of
cc be
mode as pr Fig. 6 und tho reinforcement
percentage forcing. ad hou obre
MORICANON FACTOR
20)
on are seco tl o
NOTE Man Act ro ed he
IA
PERCENTAGE TENSION REWFORCEMENT
el ete eee ad
Po, 4 Monument Facon ror Tex Reca
»
CEE
MODIFICATION FACTOR
CET]
OTIS
PERCENTAGE COMPRESSION REINFORCEMENT
Po. Mocmeano Facro on Cours Reno
DT
Te
vo
Faro OF WEB wo
TO FLANGE wim
io. 6 Ramon Facros ro Ranos of Sho Brrr Derm ron asomo Beat
1233 Stendernese Limit for Beams Basure
Lateral Stability
A simply soponed or cominaous beam sal be 10
proportion thal ie ler distance between he tera
resista dos ot exceed 60 bor DET whichever
lates where di th effcive depth ofthe beam and
Bt readin of compresion face midway between
‘he aera esis
Fora andere cet distance rom he rs end
ofthe canlever othe lateral rel ba ot
eat
24 SOLID SLABS
241 General
‘The provisions of 232 for beams apply to slabs
abe
1 Reais pn aro dins terest eos
‘pang tet ring ep oe
‘Si may rary E att tty vee
RL bed p= EN
Sra 3
For lr argo IS as
em y.
242 Stabs Continnous Over Supports
Slab spanning in o icon and continuous over
supports shal be designed according tothe provisions
‘plicable ostias beams.
23 Slaba Monolith with Support»
‘Bending monensin lbs (ee ft slabs) conse
monica with he sppris ha be calculated by
liking och athe commons over support and
MODIFICATION FACTOR
CET]
OTIS
PERCENTAGE COMPRESSION REINFORCEMENT
Po. Mocmeano Facro on Cours Reno
DT
Te
vo
Faro OF WEB wo
TO FLANGE wim
io. 6 Ramon Facros ro Ranos of Sho Brrr Derm ron asomo Beat
1233 Stendernese Limit for Beams Basure
Lateral Stability
A simply soponed or cominaous beam sal be 10
proportion thal ie ler distance between he tera
resista dos ot exceed 60 bor DET whichever
lates where di th effcive depth ofthe beam and
Bt readin of compresion face midway between
‘he aera esis
Fora andere cet distance rom he rs end
ofthe canlever othe lateral rel ba ot
eat
24 SOLID SLABS
241 General
‘The provisions of 232 for beams apply to slabs
abe
1 Reais pn aro dins terest eos
‘pang tet ring ep oe
‘Si may rary E att tty vee
RL bed p= EN
Sra 3
For lr argo IS as
em y.
242 Stabs Continnous Over Supports
Slab spanning in o icon and continuous over
supports shal be designed according tothe provisions
‘plicable ostias beams.
23 Slaba Monolith with Support»
‘Bending monensin lbs (ee ft slabs) conse
monica with he sppris ha be calculated by
liking och athe commons over support and
18456: 2000
capable of estao, ort members coins
Fremonesk wih de sports aking ito account the
sen of ich spp. such pps are formed
ict ea which sy fala apport of sae,
then thefts onthe suppong eam hs, be
ending of he web in be wasters direction of te
beam andthe sion nthe long detonate
eam, wherever applicable sal as be comer a
(he design of te beam.
2431 Forth purpose of calculation of moments in
‘abe in a onli sucre, wil gennaly be
cie acute asume at members comet
tothe end of such slabs are fixed In postion and
Action tthe ede remote fom tee comectons
rit be
2432 labs Carrying Concentrated Load
32.1 1fasod sab upped on two open edges,
‘aries concentrated fonds the maximum bending
moment caused by the concentted loads sal be
assumed to he resisted by am effective width of sb
{mesure paral othe upping edges) a lows
9) For a single concentrated Jon, the effective
wath al be ealsltdin accordance with he
following cation provided ta all nt
cod the arta width of thea:
segs
bg = effective width ofa,
E const having the ales given ia Take
14 depending upon erate be width
ofthe sb cuve span.
= distance of the centroid of the
once oad rom eae Suppo,
4 = width of the contact ares of the
Concealed foul rm nese super
‘mesure paral othe appre ee
And provided forte ains of ad ner
the unsopored edge of a ab, the effective
tal nt exceed e above vale or alt
cab ae pla the ice foto
{he uneoported edge.
1) Fortwo or mor concent oad placed ina
line in he direcion ofthe span he being
moment per metre width ol sab shall be
Calc separe foreach lod according ©
[appropriate fie wäh of lb called
a in @) above and led together for design
scans
©) Fortwo or mor loa ot in a ine in he
rection of qa, ie cie sia
ib erone Ind doc not veta e eee
‘th of tb foam od tod acl
‘Sing above nthe sb foreach oa can
te designed separe, he effective ith
bron ol nas eve wih
flab fer an adjacent Ta be orerpping
Dorn ofthe a sl be designs or he
Cambio eft of te vo ade
be 16 Vale of for Simpy Supported und
‘Continous Sata
TEO
a
8) For canevr sold sab, the alive width
‘hall be calculated in accordance with the
flowing equation:
hon 129,90
she
by = etlective with,
f= distance of te concentrated ond fromthe
fac of be eanever supper and
a = wii of contact rs of he concentrated
Toad measured parallel he supporting
she.
Provide five wi of te clever
slab hal ot exceed one he gi fe
vea mes paralelo edo
‘And provided further ha when he once
Jonás lacada xr eds of cen
«cantor daba disco parall othe
fred edge, be efcive wih shal ot exceed
the above vale, nr shall xcend bal he
stove valo pla e dance fe concentrated
load rom the extremo end measured in he
Aircon pal fix ee,
242.22 Fo slabs ober an sold ab, he fective
‘lh shal depend on hero of the answers and
Tenpiudinalexur ies ofthe sab, Where is
ratio le one, tha
longi
‘where the transverse and
nul igs are approximately
equ the vale of effective wid a fund for so
labs may be ed. But atthe rato decreases,
Proportion smaller value sal be take,
capable of estao, ort members coins
Fremonesk wih de sports aking ito account the
sen of ich spp. such pps are formed
ict ea which sy fala apport of sae,
then thefts onthe suppong eam hs, be
ending of he web in be wasters direction of te
beam andthe sion nthe long detonate
eam, wherever applicable sal as be comer a
(he design of te beam.
2431 Forth purpose of calculation of moments in
‘abe in a onli sucre, wil gennaly be
cie acute asume at members comet
tothe end of such slabs are fixed In postion and
Action tthe ede remote fom tee comectons
rit be
2432 labs Carrying Concentrated Load
32.1 1fasod sab upped on two open edges,
‘aries concentrated fonds the maximum bending
moment caused by the concentted loads sal be
assumed to he resisted by am effective width of sb
{mesure paral othe upping edges) a lows
9) For a single concentrated Jon, the effective
wath al be ealsltdin accordance with he
following cation provided ta all nt
cod the arta width of thea:
segs
bg = effective width ofa,
E const having the ales given ia Take
14 depending upon erate be width
ofthe sb cuve span.
= distance of the centroid of the
once oad rom eae Suppo,
4 = width of the contact ares of the
Concealed foul rm nese super
‘mesure paral othe appre ee
And provided forte ains of ad ner
the unsopored edge of a ab, the effective
tal nt exceed e above vale or alt
cab ae pla the ice foto
{he uneoported edge.
1) Fortwo or mor concent oad placed ina
line in he direcion ofthe span he being
moment per metre width ol sab shall be
Calc separe foreach lod according ©
[appropriate fie wäh of lb called
a in @) above and led together for design
scans
©) Fortwo or mor loa ot in a ine in he
rection of qa, ie cie sia
ib erone Ind doc not veta e eee
‘th of tb foam od tod acl
‘Sing above nthe sb foreach oa can
te designed separe, he effective ith
bron ol nas eve wih
flab fer an adjacent Ta be orerpping
Dorn ofthe a sl be designs or he
Cambio eft of te vo ade
be 16 Vale of for Simpy Supported und
‘Continous Sata
TEO
a
8) For canevr sold sab, the alive width
‘hall be calculated in accordance with the
flowing equation:
hon 129,90
she
by = etlective with,
f= distance of te concentrated ond fromthe
fac of be eanever supper and
a = wii of contact rs of he concentrated
Toad measured parallel he supporting
she.
Provide five wi of te clever
slab hal ot exceed one he gi fe
vea mes paralelo edo
‘And provided further ha when he once
Jonás lacada xr eds of cen
«cantor daba disco parall othe
fred edge, be efcive wih shal ot exceed
the above vale, nr shall xcend bal he
stove valo pla e dance fe concentrated
load rom the extremo end measured in he
Aircon pal fix ee,
242.22 Fo slabs ober an sold ab, he fective
‘lh shal depend on hero of the answers and
Tenpiudinalexur ies ofthe sab, Where is
ratio le one, tha
longi
‘where the transverse and
nul igs are approximately
equ the vale of effective wid a fund for so
labs may be ed. But atthe rato decreases,
Proportion smaller value sal be take,
1243.23 Any eer recognized metho of analysis fer
‘tes of slabs over by DALI and 24322 ad
forall ther cases of slabs may be used withthe
pov of engineer ie are
24224 Te critical section or cocking shear shall
eas given in 3424.
244 Slab Spanning in Two Directions at Right
Anges
‘The slabs spanning in two drcins a right angles
and carrying uniformly distributed load may be
designed by any acceptable theory or by using
coeficiente given in Annex D. For determining
Tending moment mas spanig in wo dicos
right ange and camping concen Lad, any
‘cepted method approved bythe engine are
‘maybe adopted
NOTE emo col mu de ede aed
iets ene gus ay sd mt col
LS noie aor
Cros
244. Restrained Slab with Unequal Condition ar
‘Adjacent Pane
In ore cases the support moments called from
Table 26 for adjacent panels may dle sain.
“The flowing precede may be adoped 1 aut
© Calelate be sum of momenta isp and
support (venting sis).
1) Tren the vales from Table 26 as fied end
©) According tthe lave ses of adjacent
‘Spans distribute the xed end moments acess
‘he ropprts, vag new sopor moment
4) Adjstmidspan moment such tha, when ad
{che upper moment rom () (ogro
15456: 2000
sign) theo be equa dat rom)
Ets rein support moments re sign
cay peter an vale ro Table 26 the
{soon ste over he support wil sed be
extended fuer, The procedure should be as
Talon
1) Toke te panmomentasparolcberween
por: ka maximum value las found
wa.
Determine be pins of conan ofthe
cn suppor moments [rom (0) wi he
Span moment om (1)
Estenhll e suppor tension stectateach
fndioat last an lective Soph or 12 dar
diameter beyond the nearest point of
Extend the flare ofthe support sion
scl at ach endo half he stance rom
o
245 Loads on Supporting Beams
‘The oa o beans supporting soli slabs spanning
in two directions at sight anges and supporting
‘hiforly dute odo, maybe esmed oben
tecondace wih Fi 7
25 COMPRESSION MEMBERS
281 Defikons
251.1 Column or uni compresion member, the
cine length of which encoder meso least
‘aera dimension,
2512 Shor and Sender Compresion Members
A compression member may be considered as shot
»
»
»
tt ri nt tos
on
To Be ‘carn
Pa.7 Laan Cane Sumo Bes
a
‘tes of slabs over by DALI and 24322 ad
forall ther cases of slabs may be used withthe
pov of engineer ie are
24224 Te critical section or cocking shear shall
eas given in 3424.
244 Slab Spanning in Two Directions at Right
Anges
‘The slabs spanning in two drcins a right angles
and carrying uniformly distributed load may be
designed by any acceptable theory or by using
coeficiente given in Annex D. For determining
Tending moment mas spanig in wo dicos
right ange and camping concen Lad, any
‘cepted method approved bythe engine are
‘maybe adopted
NOTE emo col mu de ede aed
iets ene gus ay sd mt col
LS noie aor
Cros
244. Restrained Slab with Unequal Condition ar
‘Adjacent Pane
In ore cases the support moments called from
Table 26 for adjacent panels may dle sain.
“The flowing precede may be adoped 1 aut
© Calelate be sum of momenta isp and
support (venting sis).
1) Tren the vales from Table 26 as fied end
©) According tthe lave ses of adjacent
‘Spans distribute the xed end moments acess
‘he ropprts, vag new sopor moment
4) Adjstmidspan moment such tha, when ad
{che upper moment rom () (ogro
15456: 2000
sign) theo be equa dat rom)
Ets rein support moments re sign
cay peter an vale ro Table 26 the
{soon ste over he support wil sed be
extended fuer, The procedure should be as
Talon
1) Toke te panmomentasparolcberween
por: ka maximum value las found
wa.
Determine be pins of conan ofthe
cn suppor moments [rom (0) wi he
Span moment om (1)
Estenhll e suppor tension stectateach
fndioat last an lective Soph or 12 dar
diameter beyond the nearest point of
Extend the flare ofthe support sion
scl at ach endo half he stance rom
o
245 Loads on Supporting Beams
‘The oa o beans supporting soli slabs spanning
in two directions at sight anges and supporting
‘hiforly dute odo, maybe esmed oben
tecondace wih Fi 7
25 COMPRESSION MEMBERS
281 Defikons
251.1 Column or uni compresion member, the
cine length of which encoder meso least
‘aera dimension,
2512 Shor and Sender Compresion Members
A compression member may be considered as shot
»
»
»
tt ri nt tos
on
To Be ‘carn
Pa.7 Laan Cane Sumo Bes
a
1 456: 2000
she
In = etre en in respect ae major
D = delia respect of major ax
1, = efetive length i pet of the minor
this snd
bin the member
It shall otherwise be considered as slender
compression member
251, Unsupported Length
‘The unseppored length of compresion member
‘all be taken as fhe clar distance between end
Fais era
3) infla consi, iaa e lc ias
‘between the oor ad to lower extremity of
the capital te drop panel or ab wbcever it
the lent
1) in Beam and sab constuction it sal be the
‘lear distance betwcen the lor andthe
Underside of he slower beam framing ito
the column each ecto atthe next higher
orte.
Incolumesesaind Italy by seus, shall
be the clear distance between consecutive
srs in each veta plane, provided that tobe
an adequate support, two such st shall,
‘meet the colas at approximately the same
level andthe angle between vertical planes
(bro the ste ball not vary mare do 30°
{tom a ight angle. Such struts stall be of
“adequate dimensions nd hall hve sufficient
Snchorge rein be member again ister
‘detect.
In colons restrained laterally by sus or
ams wih rackets ed athe junco, shal
be ler distance beten o Noor andthe
lower edge of the bracket, provide at the
‘racket wih egal at ofthe Beam st and
‘fat eat half nt ofthe cola
252 Esteve Length of Cmpresion Members
In the absence of mor ect analyse e effective
length of ohms may be obtained ns dss in
283 Slendernest Limits for Columns
25.1 The unsupported length betwee end resins
‘all nt exceed 60 times the lat ter! dimension
25.2 in any given plan, on end of coloma
rie apporte all not enced
won
D
a
were
= with of hat roe scion, and
D = depot the croxe-secton messe ine
Pine under consideran
254 Minimum Becentty
AU columns shall be designed for minimum
‘seni, equal e usage engi occu
50 las Lata dimensions subject min
120 m. Where bail beading i coniered, tit
‘nium bout one ais at ame
26 REQUIREMENTS GOVERNING
REINFORCEMENT AND DETAILING
261 General
Reinforcing ste same type and grade shall be wed
5 main reinforcement ina metal member
However, simaltaeour ue of (no diferent pes or
rada of cl fr mi ad secondary info
respectively permise
261.1. Bar may be aranged in on pair in
ona, oi groups fee o fou bars bundle in
ona Bundled bar salte enclosed wii spe
Sa is Bunle bare shal be ed together to ensure
"he bars remaining tel, Bars larger than 32 mun
lat all not be banded, except in columns.
26.12. The recommendations for detailing for
tarthguake estan conscin give in 15 13920
cl be taken ito consideran, where applicable
ee abot 432),
242 Development of Stes In Reinforcement
‘The called tenon or compression in any brat
any section sha be developed on each side of the
‘erin by an appropriate development length or end
Anchorage or by a combination hereof
2621 Developmen Length Bars
‘The development lng Live by
LA
bry
tee
8 = nominal detre ba,
‘0, = nest intr at section considered design
Toad und
5, = deg bond stress given in 262.1.
1 edo cn ach ae inks
2 fen on shy e dc
(igo ot nic o e ar eta
Con
she
In = etre en in respect ae major
D = delia respect of major ax
1, = efetive length i pet of the minor
this snd
bin the member
It shall otherwise be considered as slender
compression member
251, Unsupported Length
‘The unseppored length of compresion member
‘all be taken as fhe clar distance between end
Fais era
3) infla consi, iaa e lc ias
‘between the oor ad to lower extremity of
the capital te drop panel or ab wbcever it
the lent
1) in Beam and sab constuction it sal be the
‘lear distance betwcen the lor andthe
Underside of he slower beam framing ito
the column each ecto atthe next higher
orte.
Incolumesesaind Italy by seus, shall
be the clear distance between consecutive
srs in each veta plane, provided that tobe
an adequate support, two such st shall,
‘meet the colas at approximately the same
level andthe angle between vertical planes
(bro the ste ball not vary mare do 30°
{tom a ight angle. Such struts stall be of
“adequate dimensions nd hall hve sufficient
Snchorge rein be member again ister
‘detect.
In colons restrained laterally by sus or
ams wih rackets ed athe junco, shal
be ler distance beten o Noor andthe
lower edge of the bracket, provide at the
‘racket wih egal at ofthe Beam st and
‘fat eat half nt ofthe cola
252 Esteve Length of Cmpresion Members
In the absence of mor ect analyse e effective
length of ohms may be obtained ns dss in
283 Slendernest Limits for Columns
25.1 The unsupported length betwee end resins
‘all nt exceed 60 times the lat ter! dimension
25.2 in any given plan, on end of coloma
rie apporte all not enced
won
D
a
were
= with of hat roe scion, and
D = depot the croxe-secton messe ine
Pine under consideran
254 Minimum Becentty
AU columns shall be designed for minimum
‘seni, equal e usage engi occu
50 las Lata dimensions subject min
120 m. Where bail beading i coniered, tit
‘nium bout one ais at ame
26 REQUIREMENTS GOVERNING
REINFORCEMENT AND DETAILING
261 General
Reinforcing ste same type and grade shall be wed
5 main reinforcement ina metal member
However, simaltaeour ue of (no diferent pes or
rada of cl fr mi ad secondary info
respectively permise
261.1. Bar may be aranged in on pair in
ona, oi groups fee o fou bars bundle in
ona Bundled bar salte enclosed wii spe
Sa is Bunle bare shal be ed together to ensure
"he bars remaining tel, Bars larger than 32 mun
lat all not be banded, except in columns.
26.12. The recommendations for detailing for
tarthguake estan conscin give in 15 13920
cl be taken ito consideran, where applicable
ee abot 432),
242 Development of Stes In Reinforcement
‘The called tenon or compression in any brat
any section sha be developed on each side of the
‘erin by an appropriate development length or end
Anchorage or by a combination hereof
2621 Developmen Length Bars
‘The development lng Live by
LA
bry
tee
8 = nominal detre ba,
‘0, = nest intr at section considered design
Toad und
5, = deg bond stress given in 262.1.
1 edo cn ach ae inks
2 fen on shy e dc
(igo ot nic o e ar eta
Con
18456: 2000
262.1. Design bond stress in init ate method fo pan bus in sin sl be as below
Grade of comers
mo ma
12 14
DE] peg
15 1
Wa dor
19
For defomed bar conforming oS 1786 bes value
Aa be inreased by 6 perce,
For bars compression, als of bond tes for
Par ini bale creme by 25 pere.
The vales of Bond rss In working ses design,
aie given BL,
26212 Bore bundled i contact
‘The development eng af each bar of bundled bars
shall be at forte vido! ta, increased by 10
Decent fortwo Br in conta, 20 percent for tree
asin comact and 33 percent forfour bars in coc
2622 Anchoring Reinforcing Bars
26221 Anchoring bars in tesion
2) Deformed bars may be used without end
anchorages provided development length
ment satisfied Hooks o nomaly
provided for psi basin enon.
Bends and hooks — Bends ae hooks al
confor 1152502
1) Bende—Theanchoag vale of end shal,
e acen aries ie diameter ole ar
foreach 48 bend sujet 0a maximum of
times De diameter of he bar
2) Hooks—The anchorage vale of a andré
"pe ok hall be equal 16 neste
diameter of he ba
26222 Anchoring bars in compression
‘Te anchorage length of sight ar in compression
stall be qua o the development lng of bus la
compression a specified in 262.1. The projected
Teng of hocks, bends and wight ents Beyond
tends i povided fora arin compresion, shal nly
te coniered for development eng
26223 Mechanical devices for anchorage
‘Any mechanical rather dvi capable of developing
reg ofthe tr without damage to concrete may
used at anchorage withthe sproral ofthe engine.
pews
26224 Anchoring shear reinforcement
2) Inclined bar — The development length shalt
‘be a for brs in torsion; he Jen shall be
measured a under
1) Intention zone, rm the end of the sping
(oF Inclined portion ofthe bar, and
2) Indecompresion oe, fom the mid depth
ofthe bea,
Stirraps—Nowwithstandiog any of the
provisions ofthis standard in ae o secondary
enforcement, sch a stirs and wanes
tier, complete development length and
“anchorage shall be deemed to have been
Provided when the bar hen hough an angle
fat st 90 road aba fat lest owe,
meer ads continue beyond the end ofthe
uve fora length of leat eight diameter or
‘when the bar i eat rough an ange of 135°
{nd i connard beyond the end of he curve
foralengh oft least urine or mb
the bars tent hrogh an ange of 10 an
continued beyond the end of he curve for a
Ten a st ur bar dime
26225 Bearing messer a bende
‘The bearing ses in comete fr bende and hook
described 12502 neednctbe checked. The bearing
Suess abendin any ierbendshalbe clit
sien bon
Bean rss = Da.
dd y
where
A
ten forced to design oad in bar
or group of tars,
Y = intel ads the bend nd
@ = sie fear oi bundle the sie of bar
equivalen ares,
For limit state metho of ese this sees sal ot
exceed SLR where fis the chance.
4 ER. wher fit haces cube
est of concer ande, for pariclarbaror group
bas in contact shall be taken athe cent cere
‘stance teen tars e groups of bars pependica
to the plane ofthe bead; fr a bar or group of
tae adhcet 1 the face ofthe member e sal be
taken a the ove pls size of har (9). For weeking
“sess method of design, the bearing tes shall
fe.
Tage
natereed
2622: 1 a change in direction of tension or
compresion reinforcement docs a etat foro
‘tng outward tending to pl de concrete, ch fre
262.1. Design bond stress in init ate method fo pan bus in sin sl be as below
Grade of comers
mo ma
12 14
DE] peg
15 1
Wa dor
19
For defomed bar conforming oS 1786 bes value
Aa be inreased by 6 perce,
For bars compression, als of bond tes for
Par ini bale creme by 25 pere.
The vales of Bond rss In working ses design,
aie given BL,
26212 Bore bundled i contact
‘The development eng af each bar of bundled bars
shall be at forte vido! ta, increased by 10
Decent fortwo Br in conta, 20 percent for tree
asin comact and 33 percent forfour bars in coc
2622 Anchoring Reinforcing Bars
26221 Anchoring bars in tesion
2) Deformed bars may be used without end
anchorages provided development length
ment satisfied Hooks o nomaly
provided for psi basin enon.
Bends and hooks — Bends ae hooks al
confor 1152502
1) Bende—Theanchoag vale of end shal,
e acen aries ie diameter ole ar
foreach 48 bend sujet 0a maximum of
times De diameter of he bar
2) Hooks—The anchorage vale of a andré
"pe ok hall be equal 16 neste
diameter of he ba
26222 Anchoring bars in compression
‘Te anchorage length of sight ar in compression
stall be qua o the development lng of bus la
compression a specified in 262.1. The projected
Teng of hocks, bends and wight ents Beyond
tends i povided fora arin compresion, shal nly
te coniered for development eng
26223 Mechanical devices for anchorage
‘Any mechanical rather dvi capable of developing
reg ofthe tr without damage to concrete may
used at anchorage withthe sproral ofthe engine.
pews
26224 Anchoring shear reinforcement
2) Inclined bar — The development length shalt
‘be a for brs in torsion; he Jen shall be
measured a under
1) Intention zone, rm the end of the sping
(oF Inclined portion ofthe bar, and
2) Indecompresion oe, fom the mid depth
ofthe bea,
Stirraps—Nowwithstandiog any of the
provisions ofthis standard in ae o secondary
enforcement, sch a stirs and wanes
tier, complete development length and
“anchorage shall be deemed to have been
Provided when the bar hen hough an angle
fat st 90 road aba fat lest owe,
meer ads continue beyond the end ofthe
uve fora length of leat eight diameter or
‘when the bar i eat rough an ange of 135°
{nd i connard beyond the end of he curve
foralengh oft least urine or mb
the bars tent hrogh an ange of 10 an
continued beyond the end of he curve for a
Ten a st ur bar dime
26225 Bearing messer a bende
‘The bearing ses in comete fr bende and hook
described 12502 neednctbe checked. The bearing
Suess abendin any ierbendshalbe clit
sien bon
Bean rss = Da.
dd y
where
A
ten forced to design oad in bar
or group of tars,
Y = intel ads the bend nd
@ = sie fear oi bundle the sie of bar
equivalen ares,
For limit state metho of ese this sees sal ot
exceed SLR where fis the chance.
4 ER. wher fit haces cube
est of concer ande, for pariclarbaror group
bas in contact shall be taken athe cent cere
‘stance teen tars e groups of bars pependica
to the plane ofthe bead; fr a bar or group of
tae adhcet 1 the face ofthe member e sal be
taken a the ove pls size of har (9). For weeking
“sess method of design, the bearing tes shall
fe.
Tage
natereed
2622: 1 a change in direction of tension or
compresion reinforcement docs a etat foro
‘tng outward tending to pl de concrete, ch fre
18456: 2000
sould be uen py ana inks e sims. Best
tension br ata rentrant angle should eave.
2623 Cunaiiment of Tension Reinforcement in
Plezwral Members
262.81 For curaient, enforcement shal extend
‘beyond the point at which is no Toner quid 1
rest exar for a distance equal to te efe ep
be meer or 12 timos e ar diameter, vhichoves
ls rete except ot snl support red o anevr
In don 262-32 t0 262-35 eal lobe afi
TA ot lene ee
‘meen civ ct wea o e ph
24232 Fiera infrcement shall be erated
in a tension zone unless any one of Be following
dont ase
1) The sear athe coto point oes nt exceed
id ca permite, icldig de Shear
eng of web enforcement provided.
9) Stop are in excess ofthat required fr sear
nd torsion provided slong each mine
bar ver distance fom he cuof point equ
16 three-fourths the effective depth of the
‘member. The excess sap aa al Be not
less than 04 Bl were Bi the Bes, of
beam, sth pig and isthe carci
steength of einforcement in Nimmt, The
resuling spacing sal not exceed 8, where
Bis the ao he rc of tars et othe
(oa ae of tare st he section, and di the
cine depth,
9 For36mm and smaller bas, becoming bar
provide double the are required for entre a
‘he cu off poet andthe shear doesnot ee
retos ut permites
26233 Pose moment enforcement
3) At least one-third the positive moment
reinforcement in simple members and one
fourth Be postive moment reifecemet in
continuo membre sal extend ong besame
{sce ote member oe support fos eng
‘ual 101,03
1) When a xr member i pa of he primary
lateral lad resisting system, te postive
eiforcemen red 1 be extended to te
Sports desen in (3) ale anchored ©
Gero ls design ee tension a face
ofthe sen.
At imple support anda points of nition,
‘Positive moment tension enforcement shal be
Fie ameter such I, computer
PESTE
M, = moment of resistance of ie section
suming alrinfrsement athe ston
tobe evened 10 f;
(087 fin the cae of it state design
andthe permise ss, inte cae
varia sess design;
sear oros athe son det design
Toads
sumof the anchorage beyond centre
Of the support and the equivalent
Anchorage value of any hook or
‘mechanical ancora ample sport
‘datapointfiniecion, [ited
{othe fete depth ofthe members or
124 wbicbever get and
= diameter of ba
‘The value Min e above expresion maybe
Increased by 30 percent when the ends of the
‘enforcement are confined bya compressive reaction,
26234 Negative moment reinforcement
At eat ned of the total reinforcement provided
{negative moment atthe uppo sal exe beyond
the pot of inflection fra distance ates than te
‘fective depth ofthe member of 126 or ne sistem
ofthe ea span whichever egret
26235 Curent of bundled bars
Bar in a bundle sa terminate a diferent pint
space apart by sates ha 40 mes the bar diameter
cea bundles stopping at aspen.
2624 Special Members
Adeguae ea anchorage bal be provided or tico
‘enforcement in flexural members where reinforce:
tet snes isnt deal proportional to moment,
Such assloped, stepped. pared footings: racket
deep beams; and members in which the Lesion
‘enforcement isnt par othe compresion fice
2625 Reinforcement Splicing
Where lies ae provided te racing hr. y
‘halla fra ponte be away fom the sections of
maximum wre ad staggered isrecommended
(hat splices in flexural members should nt Be at
sections whee te bendiag moment is mor han 30
percent ofthe moment of resistance and amor than
‘the bars shall be spliced secs
Where more an one-half the has re pied aa
fection or where splices are made at points of
maximum ses, spel precautions bal be ake,
sould be uen py ana inks e sims. Best
tension br ata rentrant angle should eave.
2623 Cunaiiment of Tension Reinforcement in
Plezwral Members
262.81 For curaient, enforcement shal extend
‘beyond the point at which is no Toner quid 1
rest exar for a distance equal to te efe ep
be meer or 12 timos e ar diameter, vhichoves
ls rete except ot snl support red o anevr
In don 262-32 t0 262-35 eal lobe afi
TA ot lene ee
‘meen civ ct wea o e ph
24232 Fiera infrcement shall be erated
in a tension zone unless any one of Be following
dont ase
1) The sear athe coto point oes nt exceed
id ca permite, icldig de Shear
eng of web enforcement provided.
9) Stop are in excess ofthat required fr sear
nd torsion provided slong each mine
bar ver distance fom he cuof point equ
16 three-fourths the effective depth of the
‘member. The excess sap aa al Be not
less than 04 Bl were Bi the Bes, of
beam, sth pig and isthe carci
steength of einforcement in Nimmt, The
resuling spacing sal not exceed 8, where
Bis the ao he rc of tars et othe
(oa ae of tare st he section, and di the
cine depth,
9 For36mm and smaller bas, becoming bar
provide double the are required for entre a
‘he cu off poet andthe shear doesnot ee
retos ut permites
26233 Pose moment enforcement
3) At least one-third the positive moment
reinforcement in simple members and one
fourth Be postive moment reifecemet in
continuo membre sal extend ong besame
{sce ote member oe support fos eng
‘ual 101,03
1) When a xr member i pa of he primary
lateral lad resisting system, te postive
eiforcemen red 1 be extended to te
Sports desen in (3) ale anchored ©
Gero ls design ee tension a face
ofthe sen.
At imple support anda points of nition,
‘Positive moment tension enforcement shal be
Fie ameter such I, computer
PESTE
M, = moment of resistance of ie section
suming alrinfrsement athe ston
tobe evened 10 f;
(087 fin the cae of it state design
andthe permise ss, inte cae
varia sess design;
sear oros athe son det design
Toads
sumof the anchorage beyond centre
Of the support and the equivalent
Anchorage value of any hook or
‘mechanical ancora ample sport
‘datapointfiniecion, [ited
{othe fete depth ofthe members or
124 wbicbever get and
= diameter of ba
‘The value Min e above expresion maybe
Increased by 30 percent when the ends of the
‘enforcement are confined bya compressive reaction,
26234 Negative moment reinforcement
At eat ned of the total reinforcement provided
{negative moment atthe uppo sal exe beyond
the pot of inflection fra distance ates than te
‘fective depth ofthe member of 126 or ne sistem
ofthe ea span whichever egret
26235 Curent of bundled bars
Bar in a bundle sa terminate a diferent pint
space apart by sates ha 40 mes the bar diameter
cea bundles stopping at aspen.
2624 Special Members
Adeguae ea anchorage bal be provided or tico
‘enforcement in flexural members where reinforce:
tet snes isnt deal proportional to moment,
Such assloped, stepped. pared footings: racket
deep beams; and members in which the Lesion
‘enforcement isnt par othe compresion fice
2625 Reinforcement Splicing
Where lies ae provided te racing hr. y
‘halla fra ponte be away fom the sections of
maximum wre ad staggered isrecommended
(hat splices in flexural members should nt Be at
sections whee te bendiag moment is mor han 30
percent ofthe moment of resistance and amor than
‘the bars shall be spliced secs
Where more an one-half the has re pied aa
fection or where splices are made at points of
maximum ses, spel precautions bal be ake,
sects increasing the eng ofp adoring pis
‘or closelyspoced saps around the length of te
‘ple
26251 Lap pice
2 Lap spice sal ot wed forbar age ha
36 mm: for larger diameter, bars may be
welded (ce 1247 in css where weg is
‘ot practicable, lapping of Bars larger than
36 mm may be permitted, in which ease
tina pal shouldbe provided and he
Tapped ar
Lap splices hl be considered as aggre if
the cen o centre distance ofthe spices it
ot es tha 13 ines tea length el
2 describes ino)
Lap eng including anchorage value books
for bars in sul tension shall be L, (se
26.2.1) or 309 whichever is greater
And for direct tension shall be 2L, or 304
‘nbicheveris greater. The snipes of be
Tap stall ot be fess than 159 0 200 mm. The
{lowing provisions sal also apply:
‘Were lap occurs o ein br located a
op section a cast nde minimum cover
dels than twice the diameter ofthe lapped
‘ute ap length shal be igcresedby afar
Cars
cone fa section andthe minimum coer
titer fc els han twice te meter of
the appear or whee he clar distance
been adjcet ap is es than 75 mem or 6
times the ameter 0 tapped bar whichever it
reste. be ap eng shoul be nte y a
cor of A
‘Were both condition (1) and apy. the ap
length sboul be increased by a facto of 20
[NOTES neon meme al te cas la
dd
4) The lap leogthincompresion sal be ea to
the development leogth in compression,
‘alcatel a describen 2621, bt ot eat
Chan 24 6
‘When bars ftw diferent ameter are ta be
spliced, the ap length stl be elated on
Abe basis of deter ofthe smaller bt
‘When splicing of welded wir abril to be
cared out Ip slices of wie shal be made
5 at oveip measured between extreme
(oc wires shal notes Dan pacs of
ous wires pls 100 mn
In case of bundled bars, lapped splices of
‘bundled bars shal be mad by ing one bar
»
El
a
e)
»
rates roch indie within a bundle
shall be staggered
26282 Sergi of welds
‘Te following valves may be sed wher the strength
Ce wed hs been proved by tess to bea eat as
(eae that of puren ba
1) Spies in compression — For welded slices
and mechani connection, 100 presto the
design stent find br
1) Splesin tension
1) 80 percent ofthe design strength of welded
ar (10 percent if welding ix cui
spervised andifatanyeoessection ofthe
‘member not more than 20 percent of the
tena enforcement i welded)
100 percent of design areas of mache
sical conection.
26253 End bearing ples
nd-tearng spices shall be used only for bar in
‘compression. The end ofthe br hal be square cut
nd concen bearing ensured by suitable device,
243 Spaclag of Relnfrcemeat
28311 Forte purpose ofthis clause, he diameter of
around bar shal be its pominal diameter, adn be
aso of ar which ae no round orn the case of
deformes bars or tip bars, the ameter shal be
lake as diameter ofa cel giving a equivalent
effective area. Where spacing limitations and
‘minim concrete cover (se 264) re based om bar
“lime, «group of brs bundled in cont shal be
reto sa single ba of diameter derived om the
tol equivale rn.
»
2632 Mini Distance Between Individual Bare
‘Te following sal apply for pacing of bars:
1) The baron distance between two pai
man einfecing bars shall aly be ao est
than the greatest ofthe fllowing:
1) The diameter fhe bar if te damos ae
au,
2) The diameter ofthe larger bar if the
meters ae unequal and
3) Smmmor than the nominal maxim size
of coa agrega,
NOTE ot ada ot ee int
e ea e er
Etre ang wa
oa
(Greater horizontal distance than the mime
“pci in) should be provided wherever
‘posible, However when needle vibrators are
»
‘or closelyspoced saps around the length of te
‘ple
26251 Lap pice
2 Lap spice sal ot wed forbar age ha
36 mm: for larger diameter, bars may be
welded (ce 1247 in css where weg is
‘ot practicable, lapping of Bars larger than
36 mm may be permitted, in which ease
tina pal shouldbe provided and he
Tapped ar
Lap splices hl be considered as aggre if
the cen o centre distance ofthe spices it
ot es tha 13 ines tea length el
2 describes ino)
Lap eng including anchorage value books
for bars in sul tension shall be L, (se
26.2.1) or 309 whichever is greater
And for direct tension shall be 2L, or 304
‘nbicheveris greater. The snipes of be
Tap stall ot be fess than 159 0 200 mm. The
{lowing provisions sal also apply:
‘Were lap occurs o ein br located a
op section a cast nde minimum cover
dels than twice the diameter ofthe lapped
‘ute ap length shal be igcresedby afar
Cars
cone fa section andthe minimum coer
titer fc els han twice te meter of
the appear or whee he clar distance
been adjcet ap is es than 75 mem or 6
times the ameter 0 tapped bar whichever it
reste. be ap eng shoul be nte y a
cor of A
‘Were both condition (1) and apy. the ap
length sboul be increased by a facto of 20
[NOTES neon meme al te cas la
dd
4) The lap leogthincompresion sal be ea to
the development leogth in compression,
‘alcatel a describen 2621, bt ot eat
Chan 24 6
‘When bars ftw diferent ameter are ta be
spliced, the ap length stl be elated on
Abe basis of deter ofthe smaller bt
‘When splicing of welded wir abril to be
cared out Ip slices of wie shal be made
5 at oveip measured between extreme
(oc wires shal notes Dan pacs of
ous wires pls 100 mn
In case of bundled bars, lapped splices of
‘bundled bars shal be mad by ing one bar
»
El
a
e)
»
rates roch indie within a bundle
shall be staggered
26282 Sergi of welds
‘Te following valves may be sed wher the strength
Ce wed hs been proved by tess to bea eat as
(eae that of puren ba
1) Spies in compression — For welded slices
and mechani connection, 100 presto the
design stent find br
1) Splesin tension
1) 80 percent ofthe design strength of welded
ar (10 percent if welding ix cui
spervised andifatanyeoessection ofthe
‘member not more than 20 percent of the
tena enforcement i welded)
100 percent of design areas of mache
sical conection.
26253 End bearing ples
nd-tearng spices shall be used only for bar in
‘compression. The end ofthe br hal be square cut
nd concen bearing ensured by suitable device,
243 Spaclag of Relnfrcemeat
28311 Forte purpose ofthis clause, he diameter of
around bar shal be its pominal diameter, adn be
aso of ar which ae no round orn the case of
deformes bars or tip bars, the ameter shal be
lake as diameter ofa cel giving a equivalent
effective area. Where spacing limitations and
‘minim concrete cover (se 264) re based om bar
“lime, «group of brs bundled in cont shal be
reto sa single ba of diameter derived om the
tol equivale rn.
»
2632 Mini Distance Between Individual Bare
‘Te following sal apply for pacing of bars:
1) The baron distance between two pai
man einfecing bars shall aly be ao est
than the greatest ofthe fllowing:
1) The diameter fhe bar if te damos ae
au,
2) The diameter ofthe larger bar if the
meters ae unequal and
3) Smmmor than the nominal maxim size
of coa agrega,
NOTE ot ada ot ee int
e ea e er
Etre ang wa
oa
(Greater horizontal distance than the mime
“pci in) should be provided wherever
‘posible, However when needle vibrators are
»
edhe horizontal distance between bar of
roup may be reduced to Evo third the
onal masimum sie of he cour gare,
provide that aficion space i eft between
rou of bar o enable the vibrator o Be
Immer,
©) Whee there are two o more oa far the
bars shal be vercaly in andthe iis
vemical distance between the bars shall be
15 mm two-thirds the nominal usm size
lof agetegate or the maximum sizeof bars,
‘whichever seater
2633 Maximum Distance Between Bars in Tran
Unies the calcula af crac wih shows that à
prete spacing is aceptable, be flowing les sat
Praha to era member in normal nee or
meal conition of expone,
2) Beams — The horizontal distance between
lel iforcement ba or oups, eu the
Kension fae ofa beam shall ot be grester
than the value piven in Table LS depending on
the amount of redistribution eared out in.
stays and be characterise sen of the
renforcement.
») Stab
1) Theherzo sance beten paral main
riofcemeattr ul tbe mean Ore
lies the affective depth of said ab or
‘man whichoveris mallee
2) The horizontal distance between parallel
reinforcement bare provided against
nage an temperature halte mere
than ive ums the effective dep of asad
labo 50 mm wbishever em
264 Nominal Covert Relaforcement
2641 Nominal Cover
[Nominal cover ithe design depth of concrete cover
(oall sea reinforcements il nk. Ts te
‘mension ud in desig and inde inte ravings
Waal be notes han be meta of he bar.
2642 Nominal Coverto Met Derby Requirement
Minimum values fo be nominal cover of normal:
‘weigh agregate concrete wich sold be provided
‘eal rinfrsementincheing inks depending on he
condition o exposure desd la 823 shal be as
ren in Table 16.
2642.1 However for a longiina reinforcing
Darin à colo nominal cover sal in any ease not
be less than 40 mm, or les than the diameer of
such bar. In the ca of columns of minimum.
(mein 01200 men owner, vhs alain buy
denen 12 men, ori cover of 25m ay
teed
26422 Forfooingsmininom cover sal be SD.
2643 Nominal Cover to Met Specified Period of
Fire Resistance
Minimum values of ronal cover of normal-weight
eget once tobe provided al inerement
including links to meet specified period of fire
resistance sal be give in Table 164.
265 Requirements of Reinforcement or
‘Strectural Members
2651 Beara
26:12 Tension enforcement
2) Minimum risforcement Th misma ref
sion sal bent ls an at
Table 15 Car Distance Between Bars
rs
a nn
= CORR PO ET
roup may be reduced to Evo third the
onal masimum sie of he cour gare,
provide that aficion space i eft between
rou of bar o enable the vibrator o Be
Immer,
©) Whee there are two o more oa far the
bars shal be vercaly in andthe iis
vemical distance between the bars shall be
15 mm two-thirds the nominal usm size
lof agetegate or the maximum sizeof bars,
‘whichever seater
2633 Maximum Distance Between Bars in Tran
Unies the calcula af crac wih shows that à
prete spacing is aceptable, be flowing les sat
Praha to era member in normal nee or
meal conition of expone,
2) Beams — The horizontal distance between
lel iforcement ba or oups, eu the
Kension fae ofa beam shall ot be grester
than the value piven in Table LS depending on
the amount of redistribution eared out in.
stays and be characterise sen of the
renforcement.
») Stab
1) Theherzo sance beten paral main
riofcemeattr ul tbe mean Ore
lies the affective depth of said ab or
‘man whichoveris mallee
2) The horizontal distance between parallel
reinforcement bare provided against
nage an temperature halte mere
than ive ums the effective dep of asad
labo 50 mm wbishever em
264 Nominal Covert Relaforcement
2641 Nominal Cover
[Nominal cover ithe design depth of concrete cover
(oall sea reinforcements il nk. Ts te
‘mension ud in desig and inde inte ravings
Waal be notes han be meta of he bar.
2642 Nominal Coverto Met Derby Requirement
Minimum values fo be nominal cover of normal:
‘weigh agregate concrete wich sold be provided
‘eal rinfrsementincheing inks depending on he
condition o exposure desd la 823 shal be as
ren in Table 16.
2642.1 However for a longiina reinforcing
Darin à colo nominal cover sal in any ease not
be less than 40 mm, or les than the diameer of
such bar. In the ca of columns of minimum.
(mein 01200 men owner, vhs alain buy
denen 12 men, ori cover of 25m ay
teed
26422 Forfooingsmininom cover sal be SD.
2643 Nominal Cover to Met Specified Period of
Fire Resistance
Minimum values of ronal cover of normal-weight
eget once tobe provided al inerement
including links to meet specified period of fire
resistance sal be give in Table 164.
265 Requirements of Reinforcement or
‘Strectural Members
2651 Beara
26:12 Tension enforcement
2) Minimum risforcement Th misma ref
sion sal bent ls an at
Table 15 Car Distance Between Bars
rs
a nn
= CORR PO ET
18456: 2000
Table 16 Nominal Cover to Mest Drabity Requirements
À eminence op 13 dm o son ia cre mye dy 3 mm.
a end ia orb ib ore
Y Frege enn oe a vey tee my a we cs pi NS ab
bte 164
‘Nominal Cover to Meet Spec Period of Fir Resitance
(Closer A 364 mie )
SU, Cm SU, ee SU Ce
1 » » 2 » x » mn
2 2 o E a “ = «
A ” a s x s > mn
1 Find ove sve ni pra ini mens inane
Cue th on beeline mie ae nm cena as page 21.1)
given by he following 265.13 Side face reinforcement
A os Werth depo the web na beam exceds 750 mm.
E sde face enforcement shal be provided along the u.
E aces. The total arenal such reinforeement hal be not
where less than 0.1 percent ofthe web area and shall be
A, = minimum aa of tao enforcement
= brea! oa e be reo e web
ot Team,
festive ep and
arscemsücstenihofrenfosenentin
Nina
1) Matin rome masi aco
terna sl ened OOK BD.
2652 Compression rinforement
‘Toe maximum ares of compresion renforcement
shal not exceed] 0420. Compression enforcement
in beans shal be enclos by ap or effective
Tae estaa, The arangement of maps al be
speed in 2532
distributed equally on two faces at a spacing
ot once 300 mim or web times where it
26.14 Transverse reinforcement i beams for shear
anderson
The transverereifocement in bam sal be taken
around to outer tenio ad compression bars
In Pcuns and hams, chere hall pus
around gitadiral bs located oe othe outer ace
te ange
265.15 Maximum spacing of shear enforcement
‘The maximum spacing of shear reinforcement
mena long he ato mem hallo exe
(075 er veria stirs and fr inclined traps
145, whore di the effective depth ofthe section
Table 16 Nominal Cover to Mest Drabity Requirements
À eminence op 13 dm o son ia cre mye dy 3 mm.
a end ia orb ib ore
Y Frege enn oe a vey tee my a we cs pi NS ab
bte 164
‘Nominal Cover to Meet Spec Period of Fir Resitance
(Closer A 364 mie )
SU, Cm SU, ee SU Ce
1 » » 2 » x » mn
2 2 o E a “ = «
A ” a s x s > mn
1 Find ove sve ni pra ini mens inane
Cue th on beeline mie ae nm cena as page 21.1)
given by he following 265.13 Side face reinforcement
A os Werth depo the web na beam exceds 750 mm.
E sde face enforcement shal be provided along the u.
E aces. The total arenal such reinforeement hal be not
where less than 0.1 percent ofthe web area and shall be
A, = minimum aa of tao enforcement
= brea! oa e be reo e web
ot Team,
festive ep and
arscemsücstenihofrenfosenentin
Nina
1) Matin rome masi aco
terna sl ened OOK BD.
2652 Compression rinforement
‘Toe maximum ares of compresion renforcement
shal not exceed] 0420. Compression enforcement
in beans shal be enclos by ap or effective
Tae estaa, The arangement of maps al be
speed in 2532
distributed equally on two faces at a spacing
ot once 300 mim or web times where it
26.14 Transverse reinforcement i beams for shear
anderson
The transverereifocement in bam sal be taken
around to outer tenio ad compression bars
In Pcuns and hams, chere hall pus
around gitadiral bs located oe othe outer ace
te ange
265.15 Maximum spacing of shear enforcement
‘The maximum spacing of shear reinforcement
mena long he ato mem hallo exe
(075 er veria stirs and fr inclined traps
145, whore di the effective depth ofthe section
15456: 2000
265.16 Minimum shear reinforcement
Minima shear reinforcement inthe fer of tps
Shall be povided such ar
La
ie
In no cate shall he spacing
04
59%
where
Au ou rss sectional rea of tra legs
‘ete in shee,
= step spacing along the length ofthe
ember
bread ofthe team or bend ofthe
web of flanged bear, and
<haraterite strength of te rap
‘enforcement iain wich eal ot
Beal greater dan 415 Ninn.
‘Were the maximum shear tes calculated shan
all he permisible valve and in member of minor
Struct importance such as nes, is provision
ed nt be complied with.
265.17 Diswibuon e orion reinforcement
‘When member is designed for torn (se 41 or
4) trsion reinforcement shal be provided a below:
2) The tansvese renforcement for torsion shall
De rectangular closed stipe placed perpen-
iur tte asi o the member. The soring
‘ofthe sirup shall not exceed the least of
2 A and 300 mm, whe 5, 204 3, ae
respectively the short and long dimensions of
8) Longitudinal reinforcement shal be placed as
lowe as prctiable te comen lors
Section and in all aes, ere shal ea east
oe longitudinal bar in each comer of hee,
‘When the erost-sectionl dimenion of the
member exceeds 450 mm, ditional
Fongitodinal as shal be provided sty e
requirements of minimum riforcement and
‘pacing given io 265.13.
245.18 Reinforcement in anges of Tand beam
shall sais the requirements in 28.10). Where
‘anges ae in tension, pat ofthe main tension
reinforcement sal be distributed ove the effective
‘ange width a wid equal o eeh fe sn,
‘whichever is smaller. 1 the effective Mango wid.
‘exceeds nte ofthe span, nomina til
‘enforcement shal be provided in he outer portions
‘ofthe fangs
2682 Stabe
‘Te ales given in 265.21 and 26522 shall apply
to ibs in udn 1 hose given in de appropete
dase,
26521 Minion enforcement
‘Them eel reiforeemenin eer ictonin ate
shall ot be estan 0.15 pers of te tal rose
sectional area, However, sale canbe reed o
(012 pesen when high teng deformed bars or
welded wire fabric are ed
24522 Maximum diameter
‘Te diameter ofreinforeing bar shall at exceed one
tight of he total ies of esa,
2453 Columns
roifocement halbe ot es Un. percent
‘or more than 6 percent ofthe gras eros:
Sectional ars of he column.
gm, Werte
‘Sheer selon te ge fe al
ce east pe
In any column tha has a ape rot seta
ars han that require (0 support the lod,
the minimum percenago of sect shall be
based upon the ares of conrete required to
ress he det sues and not pon the actual
9 The minimum number of loogitedina bas
oil in colar sale fu in enger.
‘oma and si in la colones.
‘The bars shall no be les han 12 mm in
diameter
+) A renfrced concrete column having helical
renforcement shall have a eat iz bars of
Tonga reisforcement win the bail
‘enforcement
1 Isabel rare chums, eones
bars aba bein contact withthe heic
renforcement sd quant round it ner
rs
{© Spacing of longitudinal bars measured along.
the periphery ofthe columa shall ot exceed
Komm.
case of pedestals in which the longitudinal
‘afrcmentis ot ako in count in mung
aulas noia longitud enforcement
es han 0.15 ercer ofthe cros-sectinal
ra ha be provided
6
»
265.16 Minimum shear reinforcement
Minima shear reinforcement inthe fer of tps
Shall be povided such ar
La
ie
In no cate shall he spacing
04
59%
where
Au ou rss sectional rea of tra legs
‘ete in shee,
= step spacing along the length ofthe
ember
bread ofthe team or bend ofthe
web of flanged bear, and
<haraterite strength of te rap
‘enforcement iain wich eal ot
Beal greater dan 415 Ninn.
‘Were the maximum shear tes calculated shan
all he permisible valve and in member of minor
Struct importance such as nes, is provision
ed nt be complied with.
265.17 Diswibuon e orion reinforcement
‘When member is designed for torn (se 41 or
4) trsion reinforcement shal be provided a below:
2) The tansvese renforcement for torsion shall
De rectangular closed stipe placed perpen-
iur tte asi o the member. The soring
‘ofthe sirup shall not exceed the least of
2 A and 300 mm, whe 5, 204 3, ae
respectively the short and long dimensions of
8) Longitudinal reinforcement shal be placed as
lowe as prctiable te comen lors
Section and in all aes, ere shal ea east
oe longitudinal bar in each comer of hee,
‘When the erost-sectionl dimenion of the
member exceeds 450 mm, ditional
Fongitodinal as shal be provided sty e
requirements of minimum riforcement and
‘pacing given io 265.13.
245.18 Reinforcement in anges of Tand beam
shall sais the requirements in 28.10). Where
‘anges ae in tension, pat ofthe main tension
reinforcement sal be distributed ove the effective
‘ange width a wid equal o eeh fe sn,
‘whichever is smaller. 1 the effective Mango wid.
‘exceeds nte ofthe span, nomina til
‘enforcement shal be provided in he outer portions
‘ofthe fangs
2682 Stabe
‘Te ales given in 265.21 and 26522 shall apply
to ibs in udn 1 hose given in de appropete
dase,
26521 Minion enforcement
‘Them eel reiforeemenin eer ictonin ate
shall ot be estan 0.15 pers of te tal rose
sectional area, However, sale canbe reed o
(012 pesen when high teng deformed bars or
welded wire fabric are ed
24522 Maximum diameter
‘Te diameter ofreinforeing bar shall at exceed one
tight of he total ies of esa,
2453 Columns
roifocement halbe ot es Un. percent
‘or more than 6 percent ofthe gras eros:
Sectional ars of he column.
gm, Werte
‘Sheer selon te ge fe al
ce east pe
In any column tha has a ape rot seta
ars han that require (0 support the lod,
the minimum percenago of sect shall be
based upon the ares of conrete required to
ress he det sues and not pon the actual
9 The minimum number of loogitedina bas
oil in colar sale fu in enger.
‘oma and si in la colones.
‘The bars shall no be les han 12 mm in
diameter
+) A renfrced concrete column having helical
renforcement shall have a eat iz bars of
Tonga reisforcement win the bail
‘enforcement
1 Isabel rare chums, eones
bars aba bein contact withthe heic
renforcement sd quant round it ner
rs
{© Spacing of longitudinal bars measured along.
the periphery ofthe columa shall ot exceed
Komm.
case of pedestals in which the longitudinal
‘afrcmentis ot ako in count in mung
aulas noia longitud enforcement
es han 0.15 ercer ofthe cros-sectinal
ra ha be provided
6
»
2652 Ten eifercement
1) General—A enone concrete compression
member shall have transverse or heical
Feiforcement so disposed Bat ery longi
‘inal bar nearest tothe compresion face
as fective lateral support agit buckling
subject provisions in), The fete era
‘itr inthe form of rar ings capable uf
taking up eircumferential tension or by
aa Ink ater es) within anges
aerating 35", The ends ofthe wansvese
Feinforcement shall be properly anchored
[ee 2622401.
Arrangement of transverse reinforcement
»
1) Abe lanta bars ae not paced more
‘han 75 mm om either sido, transverse
reifocement need only og round corer
And alternate bars forthe purpose of
providing effective lateral supports
Gee Pi.
ie longitainal bars space aisance
‘of mot exceeding 48 times te date of
het ae efevey tin wo direction,
along basin bowen se
tars cut de ed none seen by pen
ties Gee Fi 9)
3) Whee the longi! rearing br in
à compresion member re place in more
than oe ro, lec suport tthe
Panda arin the ier om maybe
sssomed to hae ben povided if
à) eansvesinforcement is povided for
{he mnt row in sc with
2652 and
0 Dar ofthe intr row soe 1 e
cares! compression face than tee
ties te diameter fhe ages bar in
the ine ow Gee Fg 10)
4) Where the longitudinal bars in com
pression member are grouped (not in
ota nach group deu dh
"nose teniowmentinaccondics wih
26532, be ansene ritos oe
‘compression member a 4 whale may be
provide sesamin ech oup
A single Hongda ar fr purpose af
eermiing he ich and mee of the
anse reinforcement accordance wh
26632 The dametr of sh toner
°
154
reinforcement need not, however, exceed
2mm (ee Fi. iD,
©) Plchand ameter of aera es
1) Pick pitch of waneverse renforce
‘ment sal be not mor than the est ft
1) The least lateral dimension of the
Sixteen mes he small dame of
he on inal reinforcement bartobe
detona
in 300m,
Dianeter—The amet of the polygons
Tinks eral ie shal ent ane
ouh of the diameter of the large
Tonga Er, and In o ete less than
16m.
©) Helical renorcement
1) Pheh- Melia enforcement shal be of
regular formation wih he ums ofthe tix
Spaced evenly adds halbe anchored
opel by providing one und a al exten
furs of be apa bar Wher an incre
au on the column on sen of the
Ielcalrenforcamen allowed forte pi
‘ttc ares tal onto tan 75am,
ne ha nest he core diameter
fe columa, or es an 25 mm, nor ess
hante mese ha ofthe sel bat
forming the helix. In other cats, the
requirements of 26.3.2 stl be complied
ih
2) The diameter ofthe helical enforcement
halbe in accordance with 265.32 (6) (2).
265.3 1 cons where longitu bar ae ose
pla, slope of theca prin fhe ar
‘id be ai of he cole sal ot exceed 1 in,
Ange onen of We bar above and below the offset
‘hall be parle the ais of colo, Adequate
ian suport teo bends al be ene
à mater of design and sal e provide by metal
Ses, spi of ars ofthe ao onstrcion. Metal
ties of sprl o designed shal be placed near (ot
moe ang bar dates om e poto oben
‘The boina! hs oe reise shal be ened
a one sd half tines the harina components of
the nominal tas nh inlined poston o he ar
Ol bar shal be ent before they so acd inthe
forms. Whee clama aces reflec nn orate
splices of verical ars adjacent to ft ce sha
made by sear dowels overlapped as speed
26284
»
1) General—A enone concrete compression
member shall have transverse or heical
Feiforcement so disposed Bat ery longi
‘inal bar nearest tothe compresion face
as fective lateral support agit buckling
subject provisions in), The fete era
‘itr inthe form of rar ings capable uf
taking up eircumferential tension or by
aa Ink ater es) within anges
aerating 35", The ends ofthe wansvese
Feinforcement shall be properly anchored
[ee 2622401.
Arrangement of transverse reinforcement
»
1) Abe lanta bars ae not paced more
‘han 75 mm om either sido, transverse
reifocement need only og round corer
And alternate bars forthe purpose of
providing effective lateral supports
Gee Pi.
ie longitainal bars space aisance
‘of mot exceeding 48 times te date of
het ae efevey tin wo direction,
along basin bowen se
tars cut de ed none seen by pen
ties Gee Fi 9)
3) Whee the longi! rearing br in
à compresion member re place in more
than oe ro, lec suport tthe
Panda arin the ier om maybe
sssomed to hae ben povided if
à) eansvesinforcement is povided for
{he mnt row in sc with
2652 and
0 Dar ofthe intr row soe 1 e
cares! compression face than tee
ties te diameter fhe ages bar in
the ine ow Gee Fg 10)
4) Where the longitudinal bars in com
pression member are grouped (not in
ota nach group deu dh
"nose teniowmentinaccondics wih
26532, be ansene ritos oe
‘compression member a 4 whale may be
provide sesamin ech oup
A single Hongda ar fr purpose af
eermiing he ich and mee of the
anse reinforcement accordance wh
26632 The dametr of sh toner
°
154
reinforcement need not, however, exceed
2mm (ee Fi. iD,
©) Plchand ameter of aera es
1) Pick pitch of waneverse renforce
‘ment sal be not mor than the est ft
1) The least lateral dimension of the
Sixteen mes he small dame of
he on inal reinforcement bartobe
detona
in 300m,
Dianeter—The amet of the polygons
Tinks eral ie shal ent ane
ouh of the diameter of the large
Tonga Er, and In o ete less than
16m.
©) Helical renorcement
1) Pheh- Melia enforcement shal be of
regular formation wih he ums ofthe tix
Spaced evenly adds halbe anchored
opel by providing one und a al exten
furs of be apa bar Wher an incre
au on the column on sen of the
Ielcalrenforcamen allowed forte pi
‘ttc ares tal onto tan 75am,
ne ha nest he core diameter
fe columa, or es an 25 mm, nor ess
hante mese ha ofthe sel bat
forming the helix. In other cats, the
requirements of 26.3.2 stl be complied
ih
2) The diameter ofthe helical enforcement
halbe in accordance with 265.32 (6) (2).
265.3 1 cons where longitu bar ae ose
pla, slope of theca prin fhe ar
‘id be ai of he cole sal ot exceed 1 in,
Ange onen of We bar above and below the offset
‘hall be parle the ais of colo, Adequate
ian suport teo bends al be ene
à mater of design and sal e provide by metal
Ses, spi of ars ofthe ao onstrcion. Metal
ties of sprl o designed shal be placed near (ot
moe ang bar dates om e poto oben
‘The boina! hs oe reise shal be ened
a one sd half tines the harina components of
the nominal tas nh inlined poston o he ar
Ol bar shal be ent before they so acd inthe
forms. Whee clama aces reflec nn orate
splices of verical ars adjacent to ft ce sha
made by sear dowels overlapped as speed
26284
»
18456: 2000
27 EXPANSION JOINTS
27. Strcttes in which marked changes in plan
‘dimensions pac abr shale provided with
pension on lsat section whee rach changes
eur, Expansion int sal e 0 provided tha he
Iecessary movement occurs with à minimum
‘vince athe ji. The cures nen 1 the
Joint should preferably be supported on separate
Els of walls hat not necessary on separate
oundston. Reinforcement sal) ot extend cross
a expansion join and the break between teens
‘hall be complet
272 The deals ato te eng of astute where
expansion joints have te provided can be determined
rating no conideraton various factor, sich as
{emperor exposure to wether, he ie and season
‘ofthe ving of te concret, ets. Nomaly structures
‘xceding 45 m in length ae designed with one or
tore expansion jot However in vien ofthe large
umber of fc involved in deciding the Location
Spacing and nature of expansion jit the provision
‘of expansion joint in reinforced cement concrete
Stricture should be ef tothe discretion ofthe
‘designer 15 3414 gives the design considerations
tic aod to be examined and proved for
ETT
À
ser En
Pas ños
Pt a [mmavsvense nemeoncenent
a ee,
Fa. 10
E
a
Peut
27 EXPANSION JOINTS
27. Strcttes in which marked changes in plan
‘dimensions pac abr shale provided with
pension on lsat section whee rach changes
eur, Expansion int sal e 0 provided tha he
Iecessary movement occurs with à minimum
‘vince athe ji. The cures nen 1 the
Joint should preferably be supported on separate
Els of walls hat not necessary on separate
oundston. Reinforcement sal) ot extend cross
a expansion join and the break between teens
‘hall be complet
272 The deals ato te eng of astute where
expansion joints have te provided can be determined
rating no conideraton various factor, sich as
{emperor exposure to wether, he ie and season
‘ofthe ving of te concret, ets. Nomaly structures
‘xceding 45 m in length ae designed with one or
tore expansion jot However in vien ofthe large
umber of fc involved in deciding the Location
Spacing and nature of expansion jit the provision
‘of expansion joint in reinforced cement concrete
Stricture should be ef tothe discretion ofthe
‘designer 15 3414 gives the design considerations
tic aod to be examined and proved for
ETT
À
ser En
Pas ños
Pt a [mmavsvense nemeoncenent
a ee,
Fa. 10
E
a
Peut
15456: 2000
SECTION 4 SPECIAL DESIGN REQUIREMENTS FOR STRUCTURAL
MEMBERS AND SYSTEMS.
28 CONCRETE CORBELS
281 General
Acotelisashortcantlever projecto which saps
‘oad bering member and whee:
3) the distance beten the ine of he ection
tothe super tnd andthe otf the core
‘les dun d (effective dep th rot of
he che and
the dpi at te outer edge of he contact ea
ofthe sported loads ess an on all
‘ofthe depth at the otf the cate.
“Te depth of he crt! a the ac ofthe support is
termined in accordance with OS,
282 Dein
2821 Simplifying Assumptions
The concrete an enforcement may be assume o
cas elements ofa simple stand est, with
3) The magnitud ofthe resistance provide
riz fre should ents an one al
‘ofthe design verial Ind on the corel
Gee aso 2824)
1) Comput of sins between e sra:
is the cae rot ca be end
shouldbe oe a he horita ink reirme
deine in 423 wil ensure alsace) serio
bil perfomance
»
2822 Reinforcement Anchorage
Ati fo feof orbe, enforcement should
Be anchored her by
3) welding toa ron bar of equa teach —
inhi cave te tering ares o he Ind shuld
por ofthe ae of he suppor by distance
aloe cover of the ie rlforcement or
ening back the bars forma op — his
case the bearing area of the load should
{hear forming e main tenso reinfreenent
2823 Shear Reinforcement
‘Shear reiforement should be provided inthe form
foret ike deu in De upper ovoid
fof the fective depth of root of the rel this
Finos shoul be not ess han on haf of the
Are ofthe main oon reinforcement nd shoul be
equal anchored
»
s
2824 Resistance wo Applied Horizontal Force
Addons reinforcement connected the supported
‘member shouldbe provided toas this force in
pedos
29 DEEP BEAMS
294 General
3) Ateamstalbe dere bea deep eam when
on
retina
Ta
A dep beam complying with o reuiement
(1298 and 29. hal be deed 1 a the
Foro fo shew.
»
292 Lever Arm
‘Tee loverar for deep bem bal be deteinedas
teow
9) Foe simply supported beams:
am 020920)
wets 52
1
2-06 mn Lei
9) Forconinscas beams:
onen ers bas
2=0s1 wee dc
where isthe ove pa ken scene 1 cre
{tac between support LS ties clears,
cheri mai an De the oral dep
293 Reinforcement
2931 Pace Reinforcement
The ten enforcement required to resist postive
bending momen any span of deep beam hal
3) extend without curtlment Between oppo
1) be embedded beyond he face of each support,
that x the feof e appt sal ave à
‘developnet length es han O8 where
Ls the development length ee 262. for
te design sues te eifrcemeat and
SECTION 4 SPECIAL DESIGN REQUIREMENTS FOR STRUCTURAL
MEMBERS AND SYSTEMS.
28 CONCRETE CORBELS
281 General
Acotelisashortcantlever projecto which saps
‘oad bering member and whee:
3) the distance beten the ine of he ection
tothe super tnd andthe otf the core
‘les dun d (effective dep th rot of
he che and
the dpi at te outer edge of he contact ea
ofthe sported loads ess an on all
‘ofthe depth at the otf the cate.
“Te depth of he crt! a the ac ofthe support is
termined in accordance with OS,
282 Dein
2821 Simplifying Assumptions
The concrete an enforcement may be assume o
cas elements ofa simple stand est, with
3) The magnitud ofthe resistance provide
riz fre should ents an one al
‘ofthe design verial Ind on the corel
Gee aso 2824)
1) Comput of sins between e sra:
is the cae rot ca be end
shouldbe oe a he horita ink reirme
deine in 423 wil ensure alsace) serio
bil perfomance
»
2822 Reinforcement Anchorage
Ati fo feof orbe, enforcement should
Be anchored her by
3) welding toa ron bar of equa teach —
inhi cave te tering ares o he Ind shuld
por ofthe ae of he suppor by distance
aloe cover of the ie rlforcement or
ening back the bars forma op — his
case the bearing area of the load should
{hear forming e main tenso reinfreenent
2823 Shear Reinforcement
‘Shear reiforement should be provided inthe form
foret ike deu in De upper ovoid
fof the fective depth of root of the rel this
Finos shoul be not ess han on haf of the
Are ofthe main oon reinforcement nd shoul be
equal anchored
»
s
2824 Resistance wo Applied Horizontal Force
Addons reinforcement connected the supported
‘member shouldbe provided toas this force in
pedos
29 DEEP BEAMS
294 General
3) Ateamstalbe dere bea deep eam when
on
retina
Ta
A dep beam complying with o reuiement
(1298 and 29. hal be deed 1 a the
Foro fo shew.
»
292 Lever Arm
‘Tee loverar for deep bem bal be deteinedas
teow
9) Foe simply supported beams:
am 020920)
wets 52
1
2-06 mn Lei
9) Forconinscas beams:
onen ers bas
2=0s1 wee dc
where isthe ove pa ken scene 1 cre
{tac between support LS ties clears,
cheri mai an De the oral dep
293 Reinforcement
2931 Pace Reinforcement
The ten enforcement required to resist postive
bending momen any span of deep beam hal
3) extend without curtlment Between oppo
1) be embedded beyond he face of each support,
that x the feof e appt sal ave à
‘developnet length es han O8 where
Ls the development length ee 262. for
te design sues te eifrcemeat and
©) be placed wühin a zone of depth equal o
025 D = OU adjacent wo the tension fee of
the eam whee D the overall ph and Li
the cuve spn,
3932 Negative Reinforcement
23) Termination of reijorcement — For tente
reintorsoment require to resist negative
Sending moment over support of deep beam:
1) Kahle pemisbo terminate ot more
than bl ofthe renforcement at ance
LOS from the face ft apport bere
Dis define im Band
2) The remainder shall etend over the fall
an
1) Disrihation—When rato of clear span to
‘veal depth it nthe range 1.010 25, ene
renforcement over à supp of à dep beam
Shall placed in to ae comprising
1) zone ofdsph0.2Dajacentotetenion
{sce which tal contain a proportion of
tension sec Bien by
os(5-0s)
where
2) a zone messing 03 D on ciber id of
the mule ofthe Beam, which ball
‘tan the remnde ofthe tension ee,
realy disowned
Forspantodepth aos es han ui. the
steel shall be evenly distributed over à
‘kept 0103 D meni he eon
DA Veit Reinforcement
lts are applied oa dep bam in such away at
ann ston require, ar or suspension rape
shal be pronded Wea all he ces concerned
2934 Sie Face Reinforcement
Site foe reinforcement al comply with require:
ments of minimum reintorcemen a walls se 324).
30 RISBED, HOLLOWBLOCK OR VODEDSLAB.
301 Genera
"Tis covers te sabs cons in one ofthe ways
exerted below
sas of concrete rite wi topping easton
Forms wich may be rmovod afer he once
1) Asa seres of concret ibs between precast
Mocks which remain port ofthe completed
struct; the top ofthe be may be connate
y atorinr fort of he sume reas
tha ond in the ib and
©) With a continuous top and bottom face bat
containing voids of rectangular, oval or
‘ter shape
302 Analysis of Structure
“The moments and forces due to design onde on
continuous lbs may be baited bye methods ven
in Scion 3 fr soli sab, Alternatively, te slabs
may De designed sere ef spy soporte pune
provided hey are otenporedto weather sreomeive
Conditions mido cas may develop e supports
nd e engineer sal ty Mel bat hee will
‘ot impair niche or lead to corrosion ofthe
‘elfen
303 Shear
Where hollow blocks are used, for the purpose
of nung shear stress the Fb wid may De
increased take account of te wall ice of De
Nock o one side thw ato precast uni,
the wid ofthe jointing more or concrete may be
304 Deflection
The recommendation fr decken in respect ots
amy applied lo ok or vides
contain. The pan effective depth aos given
in 232 fo a Manged bea ae applicable but when
cala the final reduction facto for web wiih,
the ib width or ao beck slabs maybe asume
o incide the wal ofthe locks on bot sides fhe
o For voided slabs and slabs constructed o ox or
Hat unit, an fie with hale calcd
assuming al material Bow the upper ange of the
nit 1 be concerted in rectangular ib having be
‘se erstmal are and dep.
305 Sie and Poston of Ribs
ni ts shall be not shan 65 mm wie. They
‘hal be spaced at centres nt restr than 1.5 m apart
and thei depth enchding any topping, al be ot
toe han fut times thet with Generally ibe shal
Be formed slong each edge paralelo e span of one
vay lab. When te ee built into a wal e rests
na bea, ath atleast wide asthe bearing shall be
305 Hollow Blocks and Formers
‘Block and formes may be of any suitable materia
Hollow clay tes forthe filer pe shal conform to
15 395 (an 1). When require o contribute 1 he
025 D = OU adjacent wo the tension fee of
the eam whee D the overall ph and Li
the cuve spn,
3932 Negative Reinforcement
23) Termination of reijorcement — For tente
reintorsoment require to resist negative
Sending moment over support of deep beam:
1) Kahle pemisbo terminate ot more
than bl ofthe renforcement at ance
LOS from the face ft apport bere
Dis define im Band
2) The remainder shall etend over the fall
an
1) Disrihation—When rato of clear span to
‘veal depth it nthe range 1.010 25, ene
renforcement over à supp of à dep beam
Shall placed in to ae comprising
1) zone ofdsph0.2Dajacentotetenion
{sce which tal contain a proportion of
tension sec Bien by
os(5-0s)
where
2) a zone messing 03 D on ciber id of
the mule ofthe Beam, which ball
‘tan the remnde ofthe tension ee,
realy disowned
Forspantodepth aos es han ui. the
steel shall be evenly distributed over à
‘kept 0103 D meni he eon
DA Veit Reinforcement
lts are applied oa dep bam in such away at
ann ston require, ar or suspension rape
shal be pronded Wea all he ces concerned
2934 Sie Face Reinforcement
Site foe reinforcement al comply with require:
ments of minimum reintorcemen a walls se 324).
30 RISBED, HOLLOWBLOCK OR VODEDSLAB.
301 Genera
"Tis covers te sabs cons in one ofthe ways
exerted below
sas of concrete rite wi topping easton
Forms wich may be rmovod afer he once
1) Asa seres of concret ibs between precast
Mocks which remain port ofthe completed
struct; the top ofthe be may be connate
y atorinr fort of he sume reas
tha ond in the ib and
©) With a continuous top and bottom face bat
containing voids of rectangular, oval or
‘ter shape
302 Analysis of Structure
“The moments and forces due to design onde on
continuous lbs may be baited bye methods ven
in Scion 3 fr soli sab, Alternatively, te slabs
may De designed sere ef spy soporte pune
provided hey are otenporedto weather sreomeive
Conditions mido cas may develop e supports
nd e engineer sal ty Mel bat hee will
‘ot impair niche or lead to corrosion ofthe
‘elfen
303 Shear
Where hollow blocks are used, for the purpose
of nung shear stress the Fb wid may De
increased take account of te wall ice of De
Nock o one side thw ato precast uni,
the wid ofthe jointing more or concrete may be
304 Deflection
The recommendation fr decken in respect ots
amy applied lo ok or vides
contain. The pan effective depth aos given
in 232 fo a Manged bea ae applicable but when
cala the final reduction facto for web wiih,
the ib width or ao beck slabs maybe asume
o incide the wal ofthe locks on bot sides fhe
o For voided slabs and slabs constructed o ox or
Hat unit, an fie with hale calcd
assuming al material Bow the upper ange of the
nit 1 be concerted in rectangular ib having be
‘se erstmal are and dep.
305 Sie and Poston of Ribs
ni ts shall be not shan 65 mm wie. They
‘hal be spaced at centres nt restr than 1.5 m apart
and thei depth enchding any topping, al be ot
toe han fut times thet with Generally ibe shal
Be formed slong each edge paralelo e span of one
vay lab. When te ee built into a wal e rests
na bea, ath atleast wide asthe bearing shall be
305 Hollow Blocks and Formers
‘Block and formes may be of any suitable materia
Hollow clay tes forthe filer pe shal conform to
15 395 (an 1). When require o contribute 1 he
strata tng fa sa they shall:
2) be made of concrete or but elay and
have crashing sen fa least 14 Nin?
merlo et etn when aly ded
inthe ection of ompresive ses inthe dah,
307 Arrangement of Renforcement
‘The recommendations given in 26.3 regarding
mai stance between bas apply taras of sid
‘once ini frm of common. Tecra,
fnchorage and cover to reinforcement shall o as
‘crib below
a) At least 50 percent of the total main
Foifocement shall be caro though athe
Bottom on 1 the bearing and anchored in
accordance with 2623.3,
Whereas which continuous over upon,
has been designed as simply supported
‘enforcement sale provided over the spe
15 cool cracking. This enforcement hall
ave ro sectional ae notes ha one
‘quarter that required inthe middle ofthe
‘joining Spans and shal extend at as one
tenho tbe lea san into ing spans
»
In slab wi permanent Bock, he ide cover
to the reinforcement al not be les than
10 mm In al ober can, cover shall be
provide scoring 0264,
308 Precast Jolt and Hallow Filler Blocks
The construction with pecas joists and hollow
certe file blocks shal coto to 1 6061 (at
‘and precast ost and hallo clay ier loci shall
conform 10156061 Par)
31 FLATSLABS
SLA General
“The tem a lab means a reiner comet sab
wih or without dopo, Supports generally without
teams, by columns with or witht fred com
eds (ee Fig. 12) À at lb may be soi lab or
rs averses modo the soffit at ait
Somprise a sens of ribs in two directions. The
roces may be formed by removable or permanent
fier Boks
SULA For the purpose ofthis ase, he flowing
Sesion al ep
2) Column rip — Column sip means a design
sip having a vih a 25 4, Dani greater
than 0.25 on each de of column ent
Tin, where fs the span inthe direction
moments are bin deere, messed ene
toca lupe and, sthespan anse
15456: 2000
101, measured ceo cee o supo,
9) Mid sip — Milde sp mens design sip
Banded on ach of is opposite ses by the
Panel Paneles that part asad bounded
ch of our sides y the cen line ofa
Colin or centrer of adjcent sans.
312 Proportioning
312: hits of Fla Sab
‘The thickness ofthe tsi shall be generally
only contideraton of panto effective dep
fais ges n 282.
For las ith drops conforming o 31.22, span to
Clive depth ae given in 282 sal be app
‘ect: oerwise he santo eve dep aos
‘bane in ccordanc with provisions in 232 sal
be mulöpidy 09. Forti purpore, the longer span
shal be coded, The minimum thickness of lab
al e 125m.
o
31220mp
Te ros when provided tale rectangulain pla,
and ha à legó in ech direcion ot ls than ne
‘rd ofthe panel engin ht dect. For exter
panel, he vi of copa at ight anges othe on
sesion ge and measured rom te centre nef
the comes shall be equa © oneal the width of
op o tepals.
3123 Column Heads
‘Where column beads are provided, hat potion of a
lama head which ls wii o args ioe
‘ne or pyramid hatha a ver angl of 9 and can
inclue ently within oie of he oluma
fd he column bet, tal be considered or design
purposes ee Fig 12),
313 Determination of Bending Moment
SLA Methods of Anais and Design
I ha be pemisible to design the lb system by
‘one ofthe following methods
3) The diet design meth a specified in 3
ent frame method as specified
In exch case the applicable imitations given in 314
nd LS chal be met
3132 Bending Moments in Panels with Marginal
Beams or Walt
‘Where the sabe sported by a marginal beam with
dpi restr an Les thickness fhe sla,
by a all the:
2) be made of concrete or but elay and
have crashing sen fa least 14 Nin?
merlo et etn when aly ded
inthe ection of ompresive ses inthe dah,
307 Arrangement of Renforcement
‘The recommendations given in 26.3 regarding
mai stance between bas apply taras of sid
‘once ini frm of common. Tecra,
fnchorage and cover to reinforcement shall o as
‘crib below
a) At least 50 percent of the total main
Foifocement shall be caro though athe
Bottom on 1 the bearing and anchored in
accordance with 2623.3,
Whereas which continuous over upon,
has been designed as simply supported
‘enforcement sale provided over the spe
15 cool cracking. This enforcement hall
ave ro sectional ae notes ha one
‘quarter that required inthe middle ofthe
‘joining Spans and shal extend at as one
tenho tbe lea san into ing spans
»
In slab wi permanent Bock, he ide cover
to the reinforcement al not be les than
10 mm In al ober can, cover shall be
provide scoring 0264,
308 Precast Jolt and Hallow Filler Blocks
The construction with pecas joists and hollow
certe file blocks shal coto to 1 6061 (at
‘and precast ost and hallo clay ier loci shall
conform 10156061 Par)
31 FLATSLABS
SLA General
“The tem a lab means a reiner comet sab
wih or without dopo, Supports generally without
teams, by columns with or witht fred com
eds (ee Fig. 12) À at lb may be soi lab or
rs averses modo the soffit at ait
Somprise a sens of ribs in two directions. The
roces may be formed by removable or permanent
fier Boks
SULA For the purpose ofthis ase, he flowing
Sesion al ep
2) Column rip — Column sip means a design
sip having a vih a 25 4, Dani greater
than 0.25 on each de of column ent
Tin, where fs the span inthe direction
moments are bin deere, messed ene
toca lupe and, sthespan anse
15456: 2000
101, measured ceo cee o supo,
9) Mid sip — Milde sp mens design sip
Banded on ach of is opposite ses by the
Panel Paneles that part asad bounded
ch of our sides y the cen line ofa
Colin or centrer of adjcent sans.
312 Proportioning
312: hits of Fla Sab
‘The thickness ofthe tsi shall be generally
only contideraton of panto effective dep
fais ges n 282.
For las ith drops conforming o 31.22, span to
Clive depth ae given in 282 sal be app
‘ect: oerwise he santo eve dep aos
‘bane in ccordanc with provisions in 232 sal
be mulöpidy 09. Forti purpore, the longer span
shal be coded, The minimum thickness of lab
al e 125m.
o
31220mp
Te ros when provided tale rectangulain pla,
and ha à legó in ech direcion ot ls than ne
‘rd ofthe panel engin ht dect. For exter
panel, he vi of copa at ight anges othe on
sesion ge and measured rom te centre nef
the comes shall be equa © oneal the width of
op o tepals.
3123 Column Heads
‘Where column beads are provided, hat potion of a
lama head which ls wii o args ioe
‘ne or pyramid hatha a ver angl of 9 and can
inclue ently within oie of he oluma
fd he column bet, tal be considered or design
purposes ee Fig 12),
313 Determination of Bending Moment
SLA Methods of Anais and Design
I ha be pemisible to design the lb system by
‘one ofthe following methods
3) The diet design meth a specified in 3
ent frame method as specified
In exch case the applicable imitations given in 314
nd LS chal be met
3132 Bending Moments in Panels with Marginal
Beams or Walt
‘Where the sabe sported by a marginal beam with
dpi restr an Les thickness fhe sla,
by a all the:
15456: 2000
Trae
Ñ
EEES once
TA
BEN
res]
RON EURE cou
ea
28 Stan with onop a COLUMN
with Coluna wens
me stag ENT Snap à couuun
‘with Coun HexD
se
1D mc la ed nig ie ap
Fro. 12 Coma See ro San Pe Stas
9) te ota cad be cae by te bea o wall
shall comprise have ons dec on he wal
bea pas aunifomty ds Ind egal
‘one-quarter of he otal oud on he sa and
the bending moments on he al column tip
‘cent tote beam or wal als one-quarter
ofthe bending moments forthe fst ner
3133 Transfer of Bending Momens o Coumas
Wen unbalanced gravity lad, wind, eats or
ber rl loads cause transfer of bending moment
Between slab and col, the rural srese stall
invente using fais, ofthe moment ven
by
»
‘overall dimension ofthe real section
for shear m the direction in which
‘moment cand
oneal dimension ofthe rl econ
for eher teves to be direction in
wich moment ac
A lab width beten ies hat are one and one-half
Slab o drop panel thickness LS D, on each sid of
the clus or capital maybe considered effective, D
ing the ie of the colmo.
Concerto of reinforsement ovr column hed by
‘over pacing or atonal reinforcement may bed
{ores moment on hit con
‘314 Direct Design Method
144 Latas
Sub pue designed he dc desiga method shall
Fs te flowing condi
©) There shall be minimum of thee contauous
pans inch directo,
9) The panes ball be rectangular ad thai of
he longer ane hater span win paral
shall note rester than 20,
sal be permisible 1 of columns to a
(maximum of 10 percent of the span in he
direction ofthe of notwithstanding the
provision a)
e
© The successive span length in each direcion
shal not if by more than and of te
longer span. The end sans may be shorter but
sot Tonge than he Intro pans, and
Trae
Ñ
EEES once
TA
BEN
res]
RON EURE cou
ea
28 Stan with onop a COLUMN
with Coluna wens
me stag ENT Snap à couuun
‘with Coun HexD
se
1D mc la ed nig ie ap
Fro. 12 Coma See ro San Pe Stas
9) te ota cad be cae by te bea o wall
shall comprise have ons dec on he wal
bea pas aunifomty ds Ind egal
‘one-quarter of he otal oud on he sa and
the bending moments on he al column tip
‘cent tote beam or wal als one-quarter
ofthe bending moments forthe fst ner
3133 Transfer of Bending Momens o Coumas
Wen unbalanced gravity lad, wind, eats or
ber rl loads cause transfer of bending moment
Between slab and col, the rural srese stall
invente using fais, ofthe moment ven
by
»
‘overall dimension ofthe real section
for shear m the direction in which
‘moment cand
oneal dimension ofthe rl econ
for eher teves to be direction in
wich moment ac
A lab width beten ies hat are one and one-half
Slab o drop panel thickness LS D, on each sid of
the clus or capital maybe considered effective, D
ing the ie of the colmo.
Concerto of reinforsement ovr column hed by
‘over pacing or atonal reinforcement may bed
{ores moment on hit con
‘314 Direct Design Method
144 Latas
Sub pue designed he dc desiga method shall
Fs te flowing condi
©) There shall be minimum of thee contauous
pans inch directo,
9) The panes ball be rectangular ad thai of
he longer ane hater span win paral
shall note rester than 20,
sal be permisible 1 of columns to a
(maximum of 10 percent of the span in he
direction ofthe of notwithstanding the
provision a)
e
© The successive span length in each direcion
shal not if by more than and of te
longer span. The end sans may be shorter but
sot Tonge than he Intro pans, and
+) Thedesgntive od hallnntexoedrerümes Extra negative eign momeat
the design dead Tad. a
312 Tal Design Moment fora Span us
cp ed ts Es
rr dem ea ait ee
D cay meine soe pd ei of un a fe
{each side of the centre-line of the supports. A A ba pda]
DAS ann eee ab mt
gave bending moments in cach etn all be
taken
a, = te
where 5 Y, = sum ofthe flexural stifnets of the
M, = total moment <olomas mectng the ji and
W = design oad on an are 1, = Neal ses ofthe sa, expose
1, car span extndig tom fre ace of nome cs.
+7 uns, apie tracks or walls det 31434 Tshallbeperisibleto modify bee design
ol an 065 moments by upto O percent slong asthe tia design
1 = lengtofspen inte direction of saad omen M, fr he panel inthe deton considered
a ate Mad ot lee an that required dy 31.422.
length of pan taste 0,
212 Cv pp o nd ar ARE Ts tz meme te all te
seer ving be a Er nom demas pur igs
SAS Wen te e sn o te ptm ston ape sna e nl me
eee porel. coo e ner
ad e ot pt
‘3142.5 When he apn saca andpuraleltoancdge
is bin considered he dance from the gero the S44 Dlsibution of Bending Moments Across he
eterine of the pane shal be beat fr, Panel Wid
PEE Beading moment a eal cross-section shall be
3142 Net and Potive Desgn Momenes Std do column ss and mide sips at
Specs 31.5 a apta.
SLA Tene design moment al beca
de fc fen spp, catar pera DIAS Moment in Columns
Being wens saque upon vigo same 31481 Colesterol withthe ssn
pas ‘all depto ria monas a for al
1433 Ina trie pte tol ein moment Oe a jm.
Mal eds nthe flowing propor 51 4.5 Au an intros support be supporting
Negaivedeignmonen 065 incr above nd below e bal e dsd
Poste digame 098 (Grea damente ty flowing ue,
31.433 aan nd san, te design monet, nde proportion wei soeces nes gene
‘halle disburden prperons be made
Interior negative design moment or
a M=008
o7s-
ae wem = design dead and live loads
028 respectively, per ua are
mr = length of span transverse to the
a sion f
s
the design dead Tad. a
312 Tal Design Moment fora Span us
cp ed ts Es
rr dem ea ait ee
D cay meine soe pd ei of un a fe
{each side of the centre-line of the supports. A A ba pda]
DAS ann eee ab mt
gave bending moments in cach etn all be
taken
a, = te
where 5 Y, = sum ofthe flexural stifnets of the
M, = total moment <olomas mectng the ji and
W = design oad on an are 1, = Neal ses ofthe sa, expose
1, car span extndig tom fre ace of nome cs.
+7 uns, apie tracks or walls det 31434 Tshallbeperisibleto modify bee design
ol an 065 moments by upto O percent slong asthe tia design
1 = lengtofspen inte direction of saad omen M, fr he panel inthe deton considered
a ate Mad ot lee an that required dy 31.422.
length of pan taste 0,
212 Cv pp o nd ar ARE Ts tz meme te all te
seer ving be a Er nom demas pur igs
SAS Wen te e sn o te ptm ston ape sna e nl me
eee porel. coo e ner
ad e ot pt
‘3142.5 When he apn saca andpuraleltoancdge
is bin considered he dance from the gero the S44 Dlsibution of Bending Moments Across he
eterine of the pane shal be beat fr, Panel Wid
PEE Beading moment a eal cross-section shall be
3142 Net and Potive Desgn Momenes Std do column ss and mide sips at
Specs 31.5 a apta.
SLA Tene design moment al beca
de fc fen spp, catar pera DIAS Moment in Columns
Being wens saque upon vigo same 31481 Colesterol withthe ssn
pas ‘all depto ria monas a for al
1433 Ina trie pte tol ein moment Oe a jm.
Mal eds nthe flowing propor 51 4.5 Au an intros support be supporting
Negaivedeignmonen 065 incr above nd below e bal e dsd
Poste digame 098 (Grea damente ty flowing ue,
31.433 aan nd san, te design monet, nde proportion wei soeces nes gene
‘halle disburden prperons be made
Interior negative design moment or
a M=008
o7s-
ae wem = design dead and live loads
028 respectively, per ua are
mr = length of span transverse to the
a sion f
s
18 56: 2000
ren of feasted ceo fas
‘of suppor
sk
FE ere and esdfined
ie SAS an
wa ad Left the shor pan.
AG Ren of Pate Loading
In it sin metho when ea Hive aad
10 de excede.
3) therumof be exar eses of columns
above and below the sa. EX, shall be sch
‘hat set tess an he apropia minis
‘alee, pci in Tale 17, or
if te sum ofthe ora soesses of the
columns, JF, des no sat a) the positive
“sgn moment forte pane sabe mul
bythe coeficient given by te following
dEl)
(ez
4 isthe rt of era ess fie columns above
nd elo the ao te eu ese fhe slabs
joe an in direcion moments ae being
cine and given by
aati
Es
here K and Kae flexural fosos fol and
sla respective
SL Equivale Frame Method
3154 Assumptons
The bending moments and shear forces may be
determined by an analysis ofthe structure a à
tm ame ad loin saumon may
eme
3) Desire shall considered to be made up
of equivalent frames on column nes ten
Tongltudinaly and wansverely trough the
Building: Each fame consists of & cow of
‘equivalent columns or supports, bounded
Fea byte centeno o e panel on ech
fide ofthe centresine of the columns or
ports Primer pen sd parle tan ee
‘hal be bounded bythe edge und he cen
Tine ofthe adjacent pn
1) Fachsuch fame maybe anlyzdinitseniey,
or for vet Tang, ach or tera and
the rot may be analyzed separately wit is
Columns being asomed fined a et remote
ns. Where slabs ar us analyzed separately,
maybe soumet in deterning the bending
‘momenta ven spor tht the sabi fed
any supon two panel distant therefrom
provided tela eontines beyond he pin
©) Forte pps of demining relative fes
of member th moment of int f any stab
fr column may be same to be dat a he
os rss section of the concrete alone
© Verinöons of moment of nea long th axis
oft sa on count of provision of eps shall,
ote into account, Inthe cx ofreces
ox offered slab which is made solid in the
region Fe clues, de sufening effect nay
te ignored provide the slid part of he sab
oes note more than OS noth span
mens from he centre ofthe clan
Thestening esto Tre column beds may
be ignore,
3152 Loading Pater
31521 Wen the loading pattern i known, he
true sal be analyzed forthe Ind concerned
“able 17 Minima Permisible Vals of 6,
nen
paper
o a o
31522 When te live lod i variable ut does os
exceed te quarters ofthe dead load or he nate
‘ofthe lve oad ir och al panels wl be Faded
Simultaneous, he maximum moments may be
some tocar ata secon wbe fal eg ive
Fond on entire lab aye,
ren of feasted ceo fas
‘of suppor
sk
FE ere and esdfined
ie SAS an
wa ad Left the shor pan.
AG Ren of Pate Loading
In it sin metho when ea Hive aad
10 de excede.
3) therumof be exar eses of columns
above and below the sa. EX, shall be sch
‘hat set tess an he apropia minis
‘alee, pci in Tale 17, or
if te sum ofthe ora soesses of the
columns, JF, des no sat a) the positive
“sgn moment forte pane sabe mul
bythe coeficient given by te following
dEl)
(ez
4 isthe rt of era ess fie columns above
nd elo the ao te eu ese fhe slabs
joe an in direcion moments ae being
cine and given by
aati
Es
here K and Kae flexural fosos fol and
sla respective
SL Equivale Frame Method
3154 Assumptons
The bending moments and shear forces may be
determined by an analysis ofthe structure a à
tm ame ad loin saumon may
eme
3) Desire shall considered to be made up
of equivalent frames on column nes ten
Tongltudinaly and wansverely trough the
Building: Each fame consists of & cow of
‘equivalent columns or supports, bounded
Fea byte centeno o e panel on ech
fide ofthe centresine of the columns or
ports Primer pen sd parle tan ee
‘hal be bounded bythe edge und he cen
Tine ofthe adjacent pn
1) Fachsuch fame maybe anlyzdinitseniey,
or for vet Tang, ach or tera and
the rot may be analyzed separately wit is
Columns being asomed fined a et remote
ns. Where slabs ar us analyzed separately,
maybe soumet in deterning the bending
‘momenta ven spor tht the sabi fed
any supon two panel distant therefrom
provided tela eontines beyond he pin
©) Forte pps of demining relative fes
of member th moment of int f any stab
fr column may be same to be dat a he
os rss section of the concrete alone
© Verinöons of moment of nea long th axis
oft sa on count of provision of eps shall,
ote into account, Inthe cx ofreces
ox offered slab which is made solid in the
region Fe clues, de sufening effect nay
te ignored provide the slid part of he sab
oes note more than OS noth span
mens from he centre ofthe clan
Thestening esto Tre column beds may
be ignore,
3152 Loading Pater
31521 Wen the loading pattern i known, he
true sal be analyzed forthe Ind concerned
“able 17 Minima Permisible Vals of 6,
nen
paper
o a o
31522 When te live lod i variable ut does os
exceed te quarters ofthe dead load or he nate
‘ofthe lve oad ir och al panels wl be Faded
Simultaneous, he maximum moments may be
some tocar ata secon wbe fal eg ive
Fond on entire lab aye,
‘31823 For ote conditions of ve lade oad
ao ad when lanl ae cod simul:
9) maximum positive moment ear midpen of a
panel may de aucumed to occur when the:
‘quarters of the fll desig ive lod on the
ane and an lernte pel and
maximum negative moment in the sab a à
Support may be asumed wo occur when teo:
«quarters of the fl design live load on De
ce panel ony
»
8.24 Inno case shall design moments o ua to
‘eles han those oecuring wh il design ive oad
onal pale
3152 Negative Design Moment
‘31.5.3. At iteroesppons, he ca section for
negative moment in bth ie en span middle
sip, stl be ake tthe feof clin supp,
Barn case at a distance greater han 0.15, rom
the centre a he column where Ue length of he
san in the direcion moments ae being determined,
case cente-to-enre of suppor
BLSA2 At enerir supports provided with racket
‘copay, th eral eric für megane moment in
the deco perpendicular ote edge hal be akon
At tance from the fae ofthe sopporin clement
o grste than veal he projection ofthe Bess
spa beyond the face o the sopping elemen
31:33 Circular or regula polygon shaped supports
‘all be test as square sports having the ame
3154 Modification of Maximum Moment
Moments detemined by mean ofthe equivalent rae
med, for sibs which he rations of SL
‘hay be reduced in such proporon tha the numereal
‘Sum of th posite and average negative moment
‘ot es han the vale of ttl design moment M,
specified in 31422
31. Disribution of Bending Moment don the
Pavel Wa
ASS Column strip: Neatvemoment eran interior
upper
At an interior support, he column stip shall be
designed to resist 75 percent ofthe toll negative
‘moment inthe pane at at support
3) Atanextror suppor the clu rip sale
signed to resi the total negative momen in
the pel at at suppor,
1) Where dhe exterior suppotconsss of acon
ra wall ending for a distance equal 1 cr
s
15456: 2000
enter hun dee ques ft vale ofthe
Tength of span trasveree tothe decos
moments ae being determine, the exterior
gave momen Shall be considered o be
unlomiy rund across the ent
3155 Column sip: Pose more foreach pan
For ech san, the column sti shall be designe to
resis 6 percent of the il positive moment in the
pal,
31554 Moments in he mide rip
‘The mide sp shal be designed onthe following
ps
8) That potion of he desen moment ns resist
ty the colma sup tal be assigned 1 the
dient mie sie
ch mide strip al be proportioned osa
the sum ofthe omens assigned oso all
middle spe
9 Tre miles adjacent nd paralelo nde
supported by a wal shal be proportioned lo
Tens Ge the momen asigne to halle
mie sui conespoeding 1 he ft row of
‘ater cola,
316 Shear in Fat Sab
31.61 The ericl section or shear ball be at à
“stance rom he periphery fe comm spa}
panel, erpendclarto the plane ofthe lab where
¿iS de fée depth ofthe section (ee Fig. 12)
Tre shape in pani geometries sopport
émail blow he lab (ee Fig LA and 138).
NOTE ferns cm at
“Saute a Beas o
31:61 Inthe cas of columns nea ie fe ge of
the etica seo sal be ken as shown
»
314612 When openings in at abs are ected ata
sence Les an en Ume the cese of De lb
from concen econo when opening ae
‘pected in LE sal be moi that be para
‘he periphery ofthe cial section which enclosed
‘yall projections of be openings tothe cen of
‘he reaction are shall be considered neective
(Gee Pig. 19). and openings shall no encroach pon
Son es
3162 Caleulation of Shear Stress
‘The shear sues €, shall be the sum ofthe vales
called coria SLA and 31.622
31:62. The nominal shea stein iat slabs thal be
Takes Y bd wha Vite her fre dt design
Toast porter ofthe cal econ and dis
eine dep,
ao ad when lanl ae cod simul:
9) maximum positive moment ear midpen of a
panel may de aucumed to occur when the:
‘quarters of the fll desig ive lod on the
ane and an lernte pel and
maximum negative moment in the sab a à
Support may be asumed wo occur when teo:
«quarters of the fl design live load on De
ce panel ony
»
8.24 Inno case shall design moments o ua to
‘eles han those oecuring wh il design ive oad
onal pale
3152 Negative Design Moment
‘31.5.3. At iteroesppons, he ca section for
negative moment in bth ie en span middle
sip, stl be ake tthe feof clin supp,
Barn case at a distance greater han 0.15, rom
the centre a he column where Ue length of he
san in the direcion moments ae being determined,
case cente-to-enre of suppor
BLSA2 At enerir supports provided with racket
‘copay, th eral eric für megane moment in
the deco perpendicular ote edge hal be akon
At tance from the fae ofthe sopporin clement
o grste than veal he projection ofthe Bess
spa beyond the face o the sopping elemen
31:33 Circular or regula polygon shaped supports
‘all be test as square sports having the ame
3154 Modification of Maximum Moment
Moments detemined by mean ofthe equivalent rae
med, for sibs which he rations of SL
‘hay be reduced in such proporon tha the numereal
‘Sum of th posite and average negative moment
‘ot es han the vale of ttl design moment M,
specified in 31422
31. Disribution of Bending Moment don the
Pavel Wa
ASS Column strip: Neatvemoment eran interior
upper
At an interior support, he column stip shall be
designed to resist 75 percent ofthe toll negative
‘moment inthe pane at at support
3) Atanextror suppor the clu rip sale
signed to resi the total negative momen in
the pel at at suppor,
1) Where dhe exterior suppotconsss of acon
ra wall ending for a distance equal 1 cr
s
15456: 2000
enter hun dee ques ft vale ofthe
Tength of span trasveree tothe decos
moments ae being determine, the exterior
gave momen Shall be considered o be
unlomiy rund across the ent
3155 Column sip: Pose more foreach pan
For ech san, the column sti shall be designe to
resis 6 percent of the il positive moment in the
pal,
31554 Moments in he mide rip
‘The mide sp shal be designed onthe following
ps
8) That potion of he desen moment ns resist
ty the colma sup tal be assigned 1 the
dient mie sie
ch mide strip al be proportioned osa
the sum ofthe omens assigned oso all
middle spe
9 Tre miles adjacent nd paralelo nde
supported by a wal shal be proportioned lo
Tens Ge the momen asigne to halle
mie sui conespoeding 1 he ft row of
‘ater cola,
316 Shear in Fat Sab
31.61 The ericl section or shear ball be at à
“stance rom he periphery fe comm spa}
panel, erpendclarto the plane ofthe lab where
¿iS de fée depth ofthe section (ee Fig. 12)
Tre shape in pani geometries sopport
émail blow he lab (ee Fig LA and 138).
NOTE ferns cm at
“Saute a Beas o
31:61 Inthe cas of columns nea ie fe ge of
the etica seo sal be ken as shown
»
314612 When openings in at abs are ected ata
sence Les an en Ume the cese of De lb
from concen econo when opening ae
‘pected in LE sal be moi that be para
‘he periphery ofthe cial section which enclosed
‘yall projections of be openings tothe cen of
‘he reaction are shall be considered neective
(Gee Pig. 19). and openings shall no encroach pon
Son es
3162 Caleulation of Shear Stress
‘The shear sues €, shall be the sum ofthe vales
called coria SLA and 31.622
31:62. The nominal shea stein iat slabs thal be
Takes Y bd wha Vite her fre dt design
Toast porter ofthe cal econ and dis
eine dep,
18456: 2000
support SEEN
Eon:
BA
sy
-suproat
section
\
eniticat
Stern
are A
Be
Seah
ne
en
sus
a
T
a
|
"|
a
L
ar
no
NOTE ich ai.
Pi. 13 Camen Semone P ron Sak Pu Sus
FREE
CORNER
un
Teh
us
Fo 14 Bic of Fe Bars ox Cet Seen rn San
31.622 When vnbalenced gravity load, wind,
tarhguake or the ces ao tater of bending
‘moment between slab and cola, freon (1 8)
‘tthe moment sal be considered transfered by
scenic of the shear about the centró of the
‘rien secon, Shar soe sabe kena varying
lineal about (e centoid of he cal sect. The
se
vale o shl be cb fom the equation given
Berets
31:63 Peris Shear Sres
31:63: When aber reinforcement i ot provided,
‘Be cael ther ses o cra section hal
Etre
support SEEN
Eon:
BA
sy
-suproat
section
\
eniticat
Stern
are A
Be
Seah
ne
en
sus
a
T
a
|
"|
a
L
ar
no
NOTE ich ai.
Pi. 13 Camen Semone P ron Sak Pu Sus
FREE
CORNER
un
Teh
us
Fo 14 Bic of Fe Bars ox Cet Seen rn San
31.622 When vnbalenced gravity load, wind,
tarhguake or the ces ao tater of bending
‘moment between slab and cola, freon (1 8)
‘tthe moment sal be considered transfered by
scenic of the shear about the centró of the
‘rien secon, Shar soe sabe kena varying
lineal about (e centoid of he cal sect. The
se
vale o shl be cb fom the equation given
Berets
31:63 Peris Shear Sres
31:63: When aber reinforcement i ot provided,
‘Be cael ther ses o cra section hal
Etre
sugrRacT room
samen
OPENING - PERIPHERY o.
if PES
Serien
158
y — coruna
com EA
‘ Le game
Jb gamen Section
a; =
REGARD OPENS
RAR ee
150 150
Fo. 1 error Oramas Caren Sermo ron Sean
were
k= (05+) boto greater han, being be
‘ato ofr sde 0 long ie ofthe clams!
‘apa: and
1025 A in limit state method of design,
and 0.16 fain working sess method ol
design
31632 When te shee ses athe ral section
‘exceeds e vale given in 31.631, et les tan
15%, shear reinforcement stall be provides Ifthe
hear stes exceeds 1.51, the a la shall be
redesigned. Shear ste shall be investigated a
‘ces sections mor iat rom he suppor and
Shear enforcement bal be provided up to section
hte the sear stress dos mot enced 4, While
‘esgning te shear enforcement the sear ses
(id bythe concrete shal be assumed 105 05 €,
sd enforcement shall ary the elo sear.
317 Sub Reinforcement
312 Spacing
‘Te spacing of bars in Mat lab, hal ot exceed
2 tines the lab nice, except whee a abi of
‘lua or bb const,
31.72 Area of Reinforcement
en érop panel re sth thickness of drop panel
for determination of we of rifocement stl the
ester ofthe following
à Tienes of drop, and
1) Tikes of slab plus one qurer the dance
een edge of dop and edge of caia.
31.73 Minium Length of Reinforcement
+) Reinforcement in a sabs shall have the
sii eng specified in Fig 16. Larger
Teng ofinforcereat halbe provided when
require by aay
‘Where djacent ans are equal he extension
of negative reinforcement beyond each face of
‘he common column lb asd onthe longer
sea,
‘The length of renfrcement for sabs in frames
not braced against sideways and for slabs
‘essing Ital loud sal be determined y
Analysis but shall not be Tess than those
preste in Fg 16
»
»
samen
OPENING - PERIPHERY o.
if PES
Serien
158
y — coruna
com EA
‘ Le game
Jb gamen Section
a; =
REGARD OPENS
RAR ee
150 150
Fo. 1 error Oramas Caren Sermo ron Sean
were
k= (05+) boto greater han, being be
‘ato ofr sde 0 long ie ofthe clams!
‘apa: and
1025 A in limit state method of design,
and 0.16 fain working sess method ol
design
31632 When te shee ses athe ral section
‘exceeds e vale given in 31.631, et les tan
15%, shear reinforcement stall be provides Ifthe
hear stes exceeds 1.51, the a la shall be
redesigned. Shear ste shall be investigated a
‘ces sections mor iat rom he suppor and
Shear enforcement bal be provided up to section
hte the sear stress dos mot enced 4, While
‘esgning te shear enforcement the sear ses
(id bythe concrete shal be assumed 105 05 €,
sd enforcement shall ary the elo sear.
317 Sub Reinforcement
312 Spacing
‘Te spacing of bars in Mat lab, hal ot exceed
2 tines the lab nice, except whee a abi of
‘lua or bb const,
31.72 Area of Reinforcement
en érop panel re sth thickness of drop panel
for determination of we of rifocement stl the
ester ofthe following
à Tienes of drop, and
1) Tikes of slab plus one qurer the dance
een edge of dop and edge of caia.
31.73 Minium Length of Reinforcement
+) Reinforcement in a sabs shall have the
sii eng specified in Fig 16. Larger
Teng ofinforcereat halbe provided when
require by aay
‘Where djacent ans are equal he extension
of negative reinforcement beyond each face of
‘he common column lb asd onthe longer
sea,
‘The length of renfrcement for sabs in frames
not braced against sideways and for slabs
‘essing Ital loud sal be determined y
Analysis but shall not be Tess than those
preste in Fg 16
»
»
LIA Anchoring Reinforcement
a) AU la reinforcement perpendicular to à
diacontinsous edge tall have an anchorage
[sai bem or herve anchored) past e
internal face ofthe spaniel ba, wall or
cam of an amount
2 For pie forcement — noes tas
150 mm ecop at with abri one.
ment haine aul welded ansvere wie
dieu over the support, all be
permissible reduces lego one-half
St the width ofthe support or 50 mm,
sicher reer an
2) Fornegaive reinforcement — such that be
design sess i developed atthe nena
‘Were the sab sna supported bya spaniel
team or wal, o where the slab calves
Beyond the support. the anchorage shall Be
314 Openings in Fat Stats
Openings fay sie may be provided i the at ab
AE Show by analysis that te requiremens of
strength and srvceabiity are met However, for
Sri equ. 7
©) Openings of any sie may be paced ihn the
‘idle halt of the span in each direction,
Pride the (tol amount of reinforcement
‘ete forthe panel wie the opening
maid
ore than neigh of he width of Sp in
‘ther pn sale trope byte openings.
The equivalent of renforcement Interpted
stab aed on al sides of api
Inteareasommonto one column sripandone
mle strip, not more han one quar of he
Felfocement ince sp shal be tered
hy the openings, The equivalent of rein
fevcerent ied sal beaded onal sides
tthe openings
©) Tea quirements of sale sisi,
32 WALL
2321 General
Reinforced concrete walls subjected 1 direct
compression ur combined flexure and direct
Compresion shoul be dxigned i accordance with
Section $ or Annex B provided the vertical
reinforcements pov inch ce, Brace walls
She wonly vertical compression may be designed
18456: 2000
ssperemprcal procedure given in 322 The mini
‘eke of walle al e100 mm.
32.11 Guidelines or design of walls subjected to
hacia and vera! ods ae given in 323
322 Empirical Design Method for Walls Subjected
do pla Vertical Leads
3221 Raced Val
a aa asumedo be bre fte ae tr
poned ty sucre in which all he following
sn
8 Walls or vera! braced clemente ar range
intwodirtions soasto prie al sabi
tothe snare a whe
»
Lara forces ae este hearin he planes
ofthese wal or by traced element
©) rad oa systems ar designed o ante
Baal free,
Connections between the wall and the lateral
suppor ae designed rest orzo force
1) him ta raciste to pp
Morgan forces tthe level of aera
supper and
2) 25 percent ofthe tol vec land ht the
Spon
3222 Eccemrici of Vemica Load
The design ofa wall ke account ofthe actual
occa ofthe vertcal foe subject toa minimum
o
‘The vertical load transmitted to a wall by a
comics nee oc roof sal be aes
‘messed fromthe pn fe of te wal, Where thre
san avin concrete ot ons over the wal,
‘he fd shall esac at at centre of Bo
3 rare wal any level between rst nea
Supports, sal be cll on the astumptio ta
3223 Marina Efective Height to Thickness Ratio
The eat five eight 10 hicks, fsb
mens.
3224 Bfreine Height
Te asie eight ofa raced wal sal bake a
fellows
1 Where rind agai rotation at bah ends
w
a) AU la reinforcement perpendicular to à
diacontinsous edge tall have an anchorage
[sai bem or herve anchored) past e
internal face ofthe spaniel ba, wall or
cam of an amount
2 For pie forcement — noes tas
150 mm ecop at with abri one.
ment haine aul welded ansvere wie
dieu over the support, all be
permissible reduces lego one-half
St the width ofthe support or 50 mm,
sicher reer an
2) Fornegaive reinforcement — such that be
design sess i developed atthe nena
‘Were the sab sna supported bya spaniel
team or wal, o where the slab calves
Beyond the support. the anchorage shall Be
314 Openings in Fat Stats
Openings fay sie may be provided i the at ab
AE Show by analysis that te requiremens of
strength and srvceabiity are met However, for
Sri equ. 7
©) Openings of any sie may be paced ihn the
‘idle halt of the span in each direction,
Pride the (tol amount of reinforcement
‘ete forthe panel wie the opening
maid
ore than neigh of he width of Sp in
‘ther pn sale trope byte openings.
The equivalent of renforcement Interpted
stab aed on al sides of api
Inteareasommonto one column sripandone
mle strip, not more han one quar of he
Felfocement ince sp shal be tered
hy the openings, The equivalent of rein
fevcerent ied sal beaded onal sides
tthe openings
©) Tea quirements of sale sisi,
32 WALL
2321 General
Reinforced concrete walls subjected 1 direct
compression ur combined flexure and direct
Compresion shoul be dxigned i accordance with
Section $ or Annex B provided the vertical
reinforcements pov inch ce, Brace walls
She wonly vertical compression may be designed
18456: 2000
ssperemprcal procedure given in 322 The mini
‘eke of walle al e100 mm.
32.11 Guidelines or design of walls subjected to
hacia and vera! ods ae given in 323
322 Empirical Design Method for Walls Subjected
do pla Vertical Leads
3221 Raced Val
a aa asumedo be bre fte ae tr
poned ty sucre in which all he following
sn
8 Walls or vera! braced clemente ar range
intwodirtions soasto prie al sabi
tothe snare a whe
»
Lara forces ae este hearin he planes
ofthese wal or by traced element
©) rad oa systems ar designed o ante
Baal free,
Connections between the wall and the lateral
suppor ae designed rest orzo force
1) him ta raciste to pp
Morgan forces tthe level of aera
supper and
2) 25 percent ofthe tol vec land ht the
Spon
3222 Eccemrici of Vemica Load
The design ofa wall ke account ofthe actual
occa ofthe vertcal foe subject toa minimum
o
‘The vertical load transmitted to a wall by a
comics nee oc roof sal be aes
‘messed fromthe pn fe of te wal, Where thre
san avin concrete ot ons over the wal,
‘he fd shall esac at at centre of Bo
3 rare wal any level between rst nea
Supports, sal be cll on the astumptio ta
3223 Marina Efective Height to Thickness Ratio
The eat five eight 10 hicks, fsb
mens.
3224 Bfreine Height
Te asie eight ofa raced wal sal bake a
fellows
1 Where rind agai rotation at bah ends
w
18456: 2000
D) oor 075H, o
2) interectngmallcor 075,
Similar members
cher the leer
1) Whee no es agains rta at both
D oo 108, or
2) itreingwallor von,
whichever te ss
1, = ee vnsuppned bight of te wal
Li = tnchoizonal distance between ates
3225 Design Ail Streng of Wal
‘TedesignasialstenghP, peronileaghofabeied
wall in compression may be clelate from the
following tation
030-126 2e)hy
= thickness othe wal,
© essen of load measured at right
let be pie of val elerined
in accordance with 3222 and
£. = additional eccentricity due to sen
denen let ken as 1123002
323 Walls Subjected to Combined Horizontal
td Vera Forces
2.41 When hoon res ae inthe plane fhe
all t may be designed for vertical forces in
‘Sccordnce with 322 und for horizontal shear in
accordance with 32. In plane Dending may be
etc case orion rar sonal te wa
À ways under compresion det combined ec
Sharon and venal onde,
3232 Walls subjected to horizontal forces
perperdialrs tallado ice design it
Tos des not exceed 0.087, À ll be dengnnd a
sls in acondance withthe appropriate provisions
under 24 where Al gross ra ofthe section.
324 Design for Horizontal Shear
3242 Critical Section for Shear
‘The cia section for mamar shear sl be taken
ata distance from te base of 05 1, or OS H,
sicher es
$242 Nominal Shear Sees
he nominal sear sues a wal alte bin
coo:
e
Y, = she force due o desig od,
A = 08XL, where Le he length of
32422 Under no cieumstances sal te nominal
Sear ses «in walls exceed 0.177, in in sale
method an 012, ia working ses metho.
3243 Design Shear Strength Concrete
The design shear song of concrete in wall,
witout shear reinforcement shall be taken a
Mow
2) For LS!
OMA, {ie
sentiment 13
Invoking nee mab
FL
essen fe vl cet rom 4)
rca ten
(alte)
are)
we, 0.08 in il et nd
ose tng ss et a
note han, fa isa ce, wer K,
1015 in im st mel and 0.10 fn
Suing seo ot
3244 Di Star Reinforcement
‘Shear einforcemen stall be provided to cry a her
quo Y, 11008 LU as of working ses
method Wis pce by Y, The sueno ol shear
infernale acute sper 404 o BSA
Am POS):
Kale
er Pi eine follows:
2) Forwalls whee HL, 1, P, sal be the
lever ofthe isso eher the vera
feinforcement ares or the horizontal
rarement ares ro scat
fall the respective direcion
I) Foe was were /L.> LP, sal be the
‘a of he orzo einer reto,
the conecto! aes of wal pe vertical
325 Minimum Requirements for Reinforcement
in Wate
Trennen fr walls salle provides below
D) oor 075H, o
2) interectngmallcor 075,
Similar members
cher the leer
1) Whee no es agains rta at both
D oo 108, or
2) itreingwallor von,
whichever te ss
1, = ee vnsuppned bight of te wal
Li = tnchoizonal distance between ates
3225 Design Ail Streng of Wal
‘TedesignasialstenghP, peronileaghofabeied
wall in compression may be clelate from the
following tation
030-126 2e)hy
= thickness othe wal,
© essen of load measured at right
let be pie of val elerined
in accordance with 3222 and
£. = additional eccentricity due to sen
denen let ken as 1123002
323 Walls Subjected to Combined Horizontal
td Vera Forces
2.41 When hoon res ae inthe plane fhe
all t may be designed for vertical forces in
‘Sccordnce with 322 und for horizontal shear in
accordance with 32. In plane Dending may be
etc case orion rar sonal te wa
À ways under compresion det combined ec
Sharon and venal onde,
3232 Walls subjected to horizontal forces
perperdialrs tallado ice design it
Tos des not exceed 0.087, À ll be dengnnd a
sls in acondance withthe appropriate provisions
under 24 where Al gross ra ofthe section.
324 Design for Horizontal Shear
3242 Critical Section for Shear
‘The cia section for mamar shear sl be taken
ata distance from te base of 05 1, or OS H,
sicher es
$242 Nominal Shear Sees
he nominal sear sues a wal alte bin
coo:
e
Y, = she force due o desig od,
A = 08XL, where Le he length of
32422 Under no cieumstances sal te nominal
Sear ses «in walls exceed 0.177, in in sale
method an 012, ia working ses metho.
3243 Design Shear Strength Concrete
The design shear song of concrete in wall,
witout shear reinforcement shall be taken a
Mow
2) For LS!
OMA, {ie
sentiment 13
Invoking nee mab
FL
essen fe vl cet rom 4)
rca ten
(alte)
are)
we, 0.08 in il et nd
ose tng ss et a
note han, fa isa ce, wer K,
1015 in im st mel and 0.10 fn
Suing seo ot
3244 Di Star Reinforcement
‘Shear einforcemen stall be provided to cry a her
quo Y, 11008 LU as of working ses
method Wis pce by Y, The sueno ol shear
infernale acute sper 404 o BSA
Am POS):
Kale
er Pi eine follows:
2) Forwalls whee HL, 1, P, sal be the
lever ofthe isso eher the vera
feinforcement ares or the horizontal
rarement ares ro scat
fall the respective direcion
I) Foe was were /L.> LP, sal be the
‘a of he orzo einer reto,
the conecto! aes of wal pe vertical
325 Minimum Requirements for Reinforcement
in Wate
Trennen fr walls salle provides below
<a) the minimum rat of vec enforcement to
rors concrete are shal be
1) 99012 fr deforme bus ot large han
16mm in meter and wilh characterise
en of 415 Mm or get
2) 0001 for ter pes ota
3) 0001 2for welded mirar ot ger a.
Norm in amet
»
Vertical reinforcement shall be spaced not
Faber par than thre times bo wal kes
oe 450 mm.
+) Tbeminimam ri ofheriznahreinfreement
to gost concret ara sabe
1) 000 0 for deformed bar ot larger an
Té anindiametr and mia luto
eng of Nm ogee,
2) 0002 for ber yes of bara
3) 0.002 0 fr welded wie fabric no larger
+) Horizomal rifocement sal be spaced not
farther apart an ee tines he wal cess
or 450 ma
peores
{328.1 For vals having icknss mor than 200mm,
the vertical and horizontal reinforcement hal
bo provided in two gis, menear each face of te
all.
3282 Vertes reinfercement ned not be enclosed
iy transverse reinforcement as given in 2682 for
coloma, he vertical enforcement i ot pester
"han OD times the gross sectional arena where the
vertical reinforcement is not required. for
Kompression,
35 STAIRS
AS. Effective Span of Stars
Teese span of si when singer rams shal
18456; 2000
be taken a following horizontal distances
A) Where support at top and boom ses by
‘ears spaaing parallel wih te sr, che
anote toren of beams
9) Where spuning onto edge funding sab,
ich sans pal, withthe sr (re Pig
1D. a dance qua 10 the going of he sts
plas at each nd
Tending orne mete whichever aller;
ther Bal the width of the
mT
Aircon athe sar, ey sal e considered
‘acing tebeo forms single ab and de
span determined asthe distance cero centre
‘he suppring beam cr wll de ping beng
mer or
352 Distribution of Loading on Stars
Int case of sir with open ells, where spas party
ring aright angles ocur the Toad on ares
Common to an io such sans mayb ake son
Tain each directions shown in Fig. 18, Where Migas
or dit ae embedded into walls fr à length of
ot les dan 110 mm and are designe to spa nthe
‘rection ote igh. a 1S0mm ep may be dect
from the odds and ie eco bread cf the
een nrense bY mfr purposes of dig ee
Fe)
333 Depth of Seton
“The depth of section hal be taken the minimum.
botas perpendicular oe soft of be seas
34 FOOTINGS
Mi General
Footings stale designed to susan the pd Los,
moments an forces and be doce eats and to
“tare tha any tement which may ocur bal e
{nearly unio a possible, and the slo bearing
spi oh ol nn enceded (ee 151909)
SLI In sloped or stepped footings the effective
==
He, | SSH
EEE oe tr
Fe 17 Eimer Sax rot Sas Sum ar Et Exo nr
‘Liven Patata wm Risers
pS
rors concrete are shal be
1) 99012 fr deforme bus ot large han
16mm in meter and wilh characterise
en of 415 Mm or get
2) 0001 for ter pes ota
3) 0001 2for welded mirar ot ger a.
Norm in amet
»
Vertical reinforcement shall be spaced not
Faber par than thre times bo wal kes
oe 450 mm.
+) Tbeminimam ri ofheriznahreinfreement
to gost concret ara sabe
1) 000 0 for deformed bar ot larger an
Té anindiametr and mia luto
eng of Nm ogee,
2) 0002 for ber yes of bara
3) 0.002 0 fr welded wie fabric no larger
+) Horizomal rifocement sal be spaced not
farther apart an ee tines he wal cess
or 450 ma
peores
{328.1 For vals having icknss mor than 200mm,
the vertical and horizontal reinforcement hal
bo provided in two gis, menear each face of te
all.
3282 Vertes reinfercement ned not be enclosed
iy transverse reinforcement as given in 2682 for
coloma, he vertical enforcement i ot pester
"han OD times the gross sectional arena where the
vertical reinforcement is not required. for
Kompression,
35 STAIRS
AS. Effective Span of Stars
Teese span of si when singer rams shal
18456; 2000
be taken a following horizontal distances
A) Where support at top and boom ses by
‘ears spaaing parallel wih te sr, che
anote toren of beams
9) Where spuning onto edge funding sab,
ich sans pal, withthe sr (re Pig
1D. a dance qua 10 the going of he sts
plas at each nd
Tending orne mete whichever aller;
ther Bal the width of the
mT
Aircon athe sar, ey sal e considered
‘acing tebeo forms single ab and de
span determined asthe distance cero centre
‘he suppring beam cr wll de ping beng
mer or
352 Distribution of Loading on Stars
Int case of sir with open ells, where spas party
ring aright angles ocur the Toad on ares
Common to an io such sans mayb ake son
Tain each directions shown in Fig. 18, Where Migas
or dit ae embedded into walls fr à length of
ot les dan 110 mm and are designe to spa nthe
‘rection ote igh. a 1S0mm ep may be dect
from the odds and ie eco bread cf the
een nrense bY mfr purposes of dig ee
Fe)
333 Depth of Seton
“The depth of section hal be taken the minimum.
botas perpendicular oe soft of be seas
34 FOOTINGS
Mi General
Footings stale designed to susan the pd Los,
moments an forces and be doce eats and to
“tare tha any tement which may ocur bal e
{nearly unio a possible, and the slo bearing
spi oh ol nn enceded (ee 151909)
SLI In sloped or stepped footings the effective
==
He, | SSH
EEE oe tr
Fe 17 Eimer Sax rot Sas Sum ar Et Exo nr
‘Liven Patata wm Risers
pS
ad
(ice
Po. 18 Low on Sans ur Or Wes
cross-section in compression sa be limited by the
‘Sen above the neural plane andthe ange of slope ce
‘ep an lesion of ste shal besuch tht he dien
requirements are suis every section, Sloped and
Stepped footings har ae dotigned a a uni shall te
Constructor action as au,
MLD Thine atthe Edge of Footing
Tnreinforced and plain concrete footings, ice
athe ee shal Be not ss han 150mm fr otings
on si, nor estan 300 mm above the ope es
{oe Fangs on pls,
‘3413 Inthe cas of pain concrete poder be ange
been the plane passing ought bottom edge of
the pedestal andthe comesponding ution edge of
the column with pedestal and the horiontal pase
(Gee Fig 20) shall be governed by the expression
Pi. 19 Louez on rans
Bono Wars
calcula usar bearing posar
dba o pedestal in Nand
characteristic stength of concrete at
28 days Now
342 Moments and Forces
342: Inthe ease of fotng on piles, computtion
for moments and shears may be based on the
sssumption thatthe reaction from any pile I
Some tthe sea ofthe pl
3422 Forte pago ofcompuing ses in octngs
‘which supp around or ctgoal ones col ur
Pads te face of te on o podes! shall Be
Valen asthe side of a square inscribed within the
primero rondo ccgonalcoluma pode
3423 Bending Moment
342.1 The beading moment at any section sal be
“determina by passing tough the rection vr
PRES
(ice
Po. 18 Low on Sans ur Or Wes
cross-section in compression sa be limited by the
‘Sen above the neural plane andthe ange of slope ce
‘ep an lesion of ste shal besuch tht he dien
requirements are suis every section, Sloped and
Stepped footings har ae dotigned a a uni shall te
Constructor action as au,
MLD Thine atthe Edge of Footing
Tnreinforced and plain concrete footings, ice
athe ee shal Be not ss han 150mm fr otings
on si, nor estan 300 mm above the ope es
{oe Fangs on pls,
‘3413 Inthe cas of pain concrete poder be ange
been the plane passing ought bottom edge of
the pedestal andthe comesponding ution edge of
the column with pedestal and the horiontal pase
(Gee Fig 20) shall be governed by the expression
Pi. 19 Louez on rans
Bono Wars
calcula usar bearing posar
dba o pedestal in Nand
characteristic stength of concrete at
28 days Now
342 Moments and Forces
342: Inthe ease of fotng on piles, computtion
for moments and shears may be based on the
sssumption thatthe reaction from any pile I
Some tthe sea ofthe pl
3422 Forte pago ofcompuing ses in octngs
‘which supp around or ctgoal ones col ur
Pads te face of te on o podes! shall Be
Valen asthe side of a square inscribed within the
primero rondo ccgonalcoluma pode
3423 Bending Moment
342.1 The beading moment at any section sal be
“determina by passing tough the rection vr
PRES
plane wichentends completely ars de food. aa
Esmas he moment ofthe [ros ating ove the
nr ares ofthe fing on ne side of he sid plane
1342.32 The pestes bending momen 1 be used in
the design of a fold conecto foting whieh
support a coloma, pedestal ar wall, aa be the
moment compen te manner presen 34231
tion at a oll
2) the face of the column pet or wall fo
Fine support coro conn, pode
Halfway between the centaine andthe ose
of he wal for footings under masry walls
wd
Halfway been the face ofthe column or
pedestal andthe edge of he gusseted baso, fo
footings under gusseted base,
3424 Shear and Bond
3424. The shear srength of ong is governed by
‘the mor sere ofthe flowing two conditions
»
Th ong sng ml wa ide ba,
‘ns tn don ek eng à
Fle othe id bea enn
Dardo conil med were
‘So ted m th ace ecole,
pede wal sa tes equa foe
etn pnt tng a omg
8 Teo way ato of he fet, ith petal
dagen slog recon
cone or pron rc cece
srt te og sae Sed fr
dina via erp pr
‘sind nh
34242 Incopuing teeta ts chen
troop ng sponse recon
fom en of dames cnet
D me ui selon shal tensed
Pacing hen veia enon may
wor e ca D ar ore oe
Zen alo tamed ring ne rente
‘ton For inmi pen de pote
La prion el ple mosto be toned ob
in er en he ton al be br on
‘ge ran bin al ve oy
‘ol econ ed nove uD as de
3424 The tia section for checking the
ciment gh inating Sal al
‘cramps tirs Perl
ie AR anda sal oer pans we
dic of wen ec vico a
Sore, rangement als es
nn hoe
18456: 2000
343 Tene Relaorcement
“Te ota ten enforcement any section shall
provide a mament ol resis e least equal othe
Bending moment onthe rection ealelated in
accordance with 3423.
MA Teal tens rinorcement shal be dstbuted
ros the corresponding resting scion as given
below
à) Inoneay info fing te rare
seing nach etn shal te dtd
«fomi across fall with ofthe footing:
9) Im owoovay reinforced square foc, the
reinforcemen extendieg in each direction call
be ib unio rss te full width
ol efg: and
©) Intwoony ear rectangular footing the
reinforcement inte long direcion shall be
its nimm aros to fal with of
the footing For relforcmen i the short
“recon, ental bad equa othe width of
the footing shal be marked long the eat of
the footing and potion ofthe reinforsmen
‘determined in accordance with the equation
liven below al be onifrmly dinbuted
‘ros the cot Dan
Reinforcement in coa band width „_2
“Tua einforcement i son deca © B
her Bis the ratio the long sie tothe short
Side of he footing. The remainder ofthe
‘afremen sal be ior tite in
‘he ote pains of info.
344 Transfer of Load atthe Bas of Como
‘The compressive ses in conerete a the base o
column or pedestal shall be considered as bing
Transfer by bearing 10 the to of the supporting
pedestal rforin Te bearing par on the faded
{rea shal exceed he price bearing sein
‘et compression mulipli by à value qual (0
fa
Eva per:
whee
4
= Suppong are for bearing of foting.
M i sloped or teped footing may
te taken ate aes of the lower bse of
he age tum of a pyramid o one
Sonate wholly ii he footing and
‘ving for support
loaded and having side slope of one
‘eral oto Boot, and
loaded zea the cola base.
Esmas he moment ofthe [ros ating ove the
nr ares ofthe fing on ne side of he sid plane
1342.32 The pestes bending momen 1 be used in
the design of a fold conecto foting whieh
support a coloma, pedestal ar wall, aa be the
moment compen te manner presen 34231
tion at a oll
2) the face of the column pet or wall fo
Fine support coro conn, pode
Halfway between the centaine andthe ose
of he wal for footings under masry walls
wd
Halfway been the face ofthe column or
pedestal andthe edge of he gusseted baso, fo
footings under gusseted base,
3424 Shear and Bond
3424. The shear srength of ong is governed by
‘the mor sere ofthe flowing two conditions
»
Th ong sng ml wa ide ba,
‘ns tn don ek eng à
Fle othe id bea enn
Dardo conil med were
‘So ted m th ace ecole,
pede wal sa tes equa foe
etn pnt tng a omg
8 Teo way ato of he fet, ith petal
dagen slog recon
cone or pron rc cece
srt te og sae Sed fr
dina via erp pr
‘sind nh
34242 Incopuing teeta ts chen
troop ng sponse recon
fom en of dames cnet
D me ui selon shal tensed
Pacing hen veia enon may
wor e ca D ar ore oe
Zen alo tamed ring ne rente
‘ton For inmi pen de pote
La prion el ple mosto be toned ob
in er en he ton al be br on
‘ge ran bin al ve oy
‘ol econ ed nove uD as de
3424 The tia section for checking the
ciment gh inating Sal al
‘cramps tirs Perl
ie AR anda sal oer pans we
dic of wen ec vico a
Sore, rangement als es
nn hoe
18456: 2000
343 Tene Relaorcement
“Te ota ten enforcement any section shall
provide a mament ol resis e least equal othe
Bending moment onthe rection ealelated in
accordance with 3423.
MA Teal tens rinorcement shal be dstbuted
ros the corresponding resting scion as given
below
à) Inoneay info fing te rare
seing nach etn shal te dtd
«fomi across fall with ofthe footing:
9) Im owoovay reinforced square foc, the
reinforcemen extendieg in each direction call
be ib unio rss te full width
ol efg: and
©) Intwoony ear rectangular footing the
reinforcement inte long direcion shall be
its nimm aros to fal with of
the footing For relforcmen i the short
“recon, ental bad equa othe width of
the footing shal be marked long the eat of
the footing and potion ofthe reinforsmen
‘determined in accordance with the equation
liven below al be onifrmly dinbuted
‘ros the cot Dan
Reinforcement in coa band width „_2
“Tua einforcement i son deca © B
her Bis the ratio the long sie tothe short
Side of he footing. The remainder ofthe
‘afremen sal be ior tite in
‘he ote pains of info.
344 Transfer of Load atthe Bas of Como
‘The compressive ses in conerete a the base o
column or pedestal shall be considered as bing
Transfer by bearing 10 the to of the supporting
pedestal rforin Te bearing par on the faded
{rea shal exceed he price bearing sein
‘et compression mulipli by à value qual (0
fa
Eva per:
whee
4
= Suppong are for bearing of foting.
M i sloped or teped footing may
te taken ate aes of the lower bse of
he age tum of a pyramid o one
Sonate wholly ii he footing and
‘ving for support
loaded and having side slope of one
‘eral oto Boot, and
loaded zea the cola base.
15456: 2000
For working ares method of design the permissible
ering se fal ae of concrete Sal taken ar
25, form ute metodo eign be permissible
bearing Suess shall be 045 fe.
2344. Where the permise being sues on the
enctte inte supporting cesuppored member wou
te exceeded, renforcement shall be provided for
veloping the exces force, ciber by extending the
Inga tors ot the supporting member, e y
done (we MAS,
442 Where transfer of fore is secomplihed by
Teinforcement, the development length of the
forcement shall be sucio to waner the
Compression o tension tthe supporting member
‘conan with 262
3443 Extended engin rinocementor dowels
‘fates D percent the ros sectional ae fe
Faro sal be provided. Where dowels ar be, it
diameter hl no ns the mse ofthe column
‘arty more than 3 rim
AAA Col br of diameters age tn 36 mm,
in compression oly can be doweled at he footings
‘ih ars of male size of th neoceay arca. The
‘owe sl extend inthe colin, distan eal
tothe development ent ofthe olor bar and ito
"he feoing dice equal tothe development iength
ofthe dowel
345 Nominal Reinorcemeot
AS. Minimum reinforcement and sping shall be
‘perth requirements of id sah
34.52 The nominal reinforcement for conerete
Sections o thickness greater than I al be
360 mn pr mete length in each ction on each
face Ths provision does ntsupersede he regurement
E minima ese enforcement bad on the depth
For working ares method of design the permissible
ering se fal ae of concrete Sal taken ar
25, form ute metodo eign be permissible
bearing Suess shall be 045 fe.
2344. Where the permise being sues on the
enctte inte supporting cesuppored member wou
te exceeded, renforcement shall be provided for
veloping the exces force, ciber by extending the
Inga tors ot the supporting member, e y
done (we MAS,
442 Where transfer of fore is secomplihed by
Teinforcement, the development length of the
forcement shall be sucio to waner the
Compression o tension tthe supporting member
‘conan with 262
3443 Extended engin rinocementor dowels
‘fates D percent the ros sectional ae fe
Faro sal be provided. Where dowels ar be, it
diameter hl no ns the mse ofthe column
‘arty more than 3 rim
AAA Col br of diameters age tn 36 mm,
in compression oly can be doweled at he footings
‘ih ars of male size of th neoceay arca. The
‘owe sl extend inthe colin, distan eal
tothe development ent ofthe olor bar and ito
"he feoing dice equal tothe development iength
ofthe dowel
345 Nominal Reinorcemeot
AS. Minimum reinforcement and sping shall be
‘perth requirements of id sah
34.52 The nominal reinforcement for conerete
Sections o thickness greater than I al be
360 mn pr mete length in each ction on each
face Ths provision does ntsupersede he regurement
E minima ese enforcement bad on the depth
18456: 2000
SECTION 5 STRUCTURAL DESIGN (LIMIT STATE METHOD)
35 SAFETY AND SERVICEABILITY
REQUIREMENTS
2351 General
Inthe method of design bated on iit sae concep,
‘he suture sal Be designe to withstand safely al
oa ial ac ont tugboat ts ul aso
sata the serviceability requirements, such as
lintaionsondefestonanderaring The accept
lit forthe safety and serviceability requirements
efor fire gue called mit ie Te sim
of sien sw achieve acceptable probabilies that
‘hearst ln bcome ufo te we fo which
itsimendd, hts ttl ot rech it tate
35.1. All elvan limi sates sal considered in
sen to ensure an adequate depre of safety and
Serviceaility Im general, the structure shall be
designed on he ba of he mot cia! iit sate
Sd hal be checked for ter ini sates
36.12 For ensorin the above objective, the design
‘shouldbe bated on characteris vales for aera
Scns and apli loud, which ake inf acount
‘he varnons inthe material segs arin te eds
to be supported. The characterise values hou be
sed on aacal data valable, where such ta
Ano avale hy stouldbe based on experience
‘The "design vals ae derived fam he carte
values tough the ue of patil aft actos, one
Tor materia eng and the oer for load Tote
shear of special consiertios tee fore sould
have the aes given in 36 according tthe mate
the type of loading and the limit state being
considered,
352 Limit State of Clips
he in state of collapse ofthe stare or ar of
Ge erate could be assed fom pr of oo
‘more cial section and from buckling due eae
pico instability Gncading the eee of may
here appropri) or oven. The restos 1
Bedia oon and anal eds very Section
sal nt be les than the appropiate valo at at
‘ection produced hy the probable most favourable
Combination of loads on the structure using te
appropriate paral sat acts.
353 Limit Stats of Sevieabity
3531 Deflection
Limiting als of deine ae give in 282
3532 racing
Cracking of concrete shuld not very affect the
appearance or drab ofthe str the accede
e
"is of racking would vary vit pe of rire
and environment Whee specifi atenton regard
ol the designed crack with oa parcular vale,
(rock with asin may be dove asin formula
ven in Amex E
‘The pata objective leelo crack with is
mere o give guidance o the designer in making
appropriate sutura rangements and in avoiding
ross errors in design, which might result in
‘Concenraon and excessive wilh of era cack
“Te ae wid ofthe crac shouldnt in general
‘exceed 03 mm in members where cracking e ol
afl and does otha ny secon adverse eects
‘pote preseraionofreinering eel or upon he
ami of sucre. In member whee rckng
Jn otro zone i af cie because eya
esse tbe ec fe weather o conti
speed lo meiste ri onto round water,
nappe into 2 mais suese forthe mania
width of cracks. For pariclary aggressive
name, ch as Be ‘eves etegory in be 3,
‘he assed surface wii of crac should ot in
‘ete eee Ot mm.
354 Ober Lint States
Sct designed fr una special functions
‘hal comply with any relevant ton! iit ste
sidered propria to Ba! sete.
36 CHARACTERISTIC AND DESIGN
VALUES AND PARTIAL SAFETY FACTORS
36: Character Strength of Materials
“Te term ‘character eng mean at vale of
{besten ofthe material Delo wich ot more than
5 percent of the et resus ao expected to fl. The
characteristic strength for comerte shall be in
Accordance wih Table 2, Until tbe relevant nan
Standard Specifications for teinfrciog steel are
‘modified to nude the concept of character
ren, te characteristic ale sal be assumed as
the minimum ye ares 02 percent proof est
sind intelecto Standard Species.
362 Charncteristic Loads
“Te te ‘cater lon mean tha vale of oad
hu 298 perce probably et e]
Goring the Me of te etre. Since data we not
alae 1 express Ind in sul ums, forthe
pore of hs and, ead loads sve i 15 878
{ar D imp ods given a5 875 (Fu 2), wind
Jats given in 5 875 Par 3) sow lod as given in
15 578 (Pat 4) and sisi forces given in 151893
‘Hal be aside chat le,
SECTION 5 STRUCTURAL DESIGN (LIMIT STATE METHOD)
35 SAFETY AND SERVICEABILITY
REQUIREMENTS
2351 General
Inthe method of design bated on iit sae concep,
‘he suture sal Be designe to withstand safely al
oa ial ac ont tugboat ts ul aso
sata the serviceability requirements, such as
lintaionsondefestonanderaring The accept
lit forthe safety and serviceability requirements
efor fire gue called mit ie Te sim
of sien sw achieve acceptable probabilies that
‘hearst ln bcome ufo te we fo which
itsimendd, hts ttl ot rech it tate
35.1. All elvan limi sates sal considered in
sen to ensure an adequate depre of safety and
Serviceaility Im general, the structure shall be
designed on he ba of he mot cia! iit sate
Sd hal be checked for ter ini sates
36.12 For ensorin the above objective, the design
‘shouldbe bated on characteris vales for aera
Scns and apli loud, which ake inf acount
‘he varnons inthe material segs arin te eds
to be supported. The characterise values hou be
sed on aacal data valable, where such ta
Ano avale hy stouldbe based on experience
‘The "design vals ae derived fam he carte
values tough the ue of patil aft actos, one
Tor materia eng and the oer for load Tote
shear of special consiertios tee fore sould
have the aes given in 36 according tthe mate
the type of loading and the limit state being
considered,
352 Limit State of Clips
he in state of collapse ofthe stare or ar of
Ge erate could be assed fom pr of oo
‘more cial section and from buckling due eae
pico instability Gncading the eee of may
here appropri) or oven. The restos 1
Bedia oon and anal eds very Section
sal nt be les than the appropiate valo at at
‘ection produced hy the probable most favourable
Combination of loads on the structure using te
appropriate paral sat acts.
353 Limit Stats of Sevieabity
3531 Deflection
Limiting als of deine ae give in 282
3532 racing
Cracking of concrete shuld not very affect the
appearance or drab ofthe str the accede
e
"is of racking would vary vit pe of rire
and environment Whee specifi atenton regard
ol the designed crack with oa parcular vale,
(rock with asin may be dove asin formula
ven in Amex E
‘The pata objective leelo crack with is
mere o give guidance o the designer in making
appropriate sutura rangements and in avoiding
ross errors in design, which might result in
‘Concenraon and excessive wilh of era cack
“Te ae wid ofthe crac shouldnt in general
‘exceed 03 mm in members where cracking e ol
afl and does otha ny secon adverse eects
‘pote preseraionofreinering eel or upon he
ami of sucre. In member whee rckng
Jn otro zone i af cie because eya
esse tbe ec fe weather o conti
speed lo meiste ri onto round water,
nappe into 2 mais suese forthe mania
width of cracks. For pariclary aggressive
name, ch as Be ‘eves etegory in be 3,
‘he assed surface wii of crac should ot in
‘ete eee Ot mm.
354 Ober Lint States
Sct designed fr una special functions
‘hal comply with any relevant ton! iit ste
sidered propria to Ba! sete.
36 CHARACTERISTIC AND DESIGN
VALUES AND PARTIAL SAFETY FACTORS
36: Character Strength of Materials
“Te term ‘character eng mean at vale of
{besten ofthe material Delo wich ot more than
5 percent of the et resus ao expected to fl. The
characteristic strength for comerte shall be in
Accordance wih Table 2, Until tbe relevant nan
Standard Specifications for teinfrciog steel are
‘modified to nude the concept of character
ren, te characteristic ale sal be assumed as
the minimum ye ares 02 percent proof est
sind intelecto Standard Species.
362 Charncteristic Loads
“Te te ‘cater lon mean tha vale of oad
hu 298 perce probably et e]
Goring the Me of te etre. Since data we not
alae 1 express Ind in sul ums, forthe
pore of hs and, ead loads sve i 15 878
{ar D imp ods given a5 875 (Fu 2), wind
Jats given in 5 875 Par 3) sow lod as given in
15 578 (Pat 4) and sisi forces given in 151893
‘Hal be aside chat le,
363 Design Values
MA Materials
“The design strength of he material fi given by
3642 Paral Safty actor Y for Meira!
Srength
36421 When assessing the srengi of sucre ot
‘actual member othe limit at of collapse, e
gab ales of paral safety factor, should be taken as
des 1 fr coort and LS foco
tere NOTE ans are ad cent in he
Y ancre strength ofthe material ES sh ie ena rr nr te
(Gee and
Ya para safety fc appropriate tothe
material and the limit state being
oe
36422 When sessing the deflection, the materia
Properties such ae modus of elt boul be
fakes a hose associated withthe characterise
conse een of be mtl
3632 Loads ANALISIS
‘The desig lot Fis ven by 31. Anal Serie
Farre ‘Methods o aulas as a 22 shall be used. The
=~ “nein danse oes poets à
F = dance load Gee 362) and embar ee ol de lint ne belo
= para safety factor appropriate 1 the
tue fending ná e ii tate being
tired,
3633 Consequence of Aang Lin Ste
‘Where he consequences of scare aii ait
ste are ofa serious nto sacha huge le fe
and disrupio ofthe economy. higher values fo Y,
and Y than hose given under 364.1 and 3642 may
be apli,
364 Partal Safety Factor
3641 Pail Safer Factor Y, for Loads
‘The vales ol, given in Tb 18 sal orally be
wi
members ¿respective ofthe limi tte being
Considere, Redirituon ob calculated moment
Ina be made a given in ML
3711. Redisburion of Moments in Continuous
Beant and Frames
‘The ein of moments may be cad out
sting the following condice:
2) Eguitirum between intra forces and he
“sta load is maintained,
“The imate moment of resance provided at
ny secon ofa member is nt los an 70
cet of he mament at hat econ obtained
fom an clase manimum moment digrem
covering all appropriate combinations of ods,
‘Theclasicmomestatany section ina member
dye toa parier combination of loads shall
»
“able 18 Vales of Partial Safety Facto y, for Load
(Clases 182313641 aud B43).
Tandon TT Se Cope PTT)
ae Br
© a 9 » o © o
pert
‘hing up ee. ne Lr
a cp ed ape teat ma coe
“
MA Materials
“The design strength of he material fi given by
3642 Paral Safty actor Y for Meira!
Srength
36421 When assessing the srengi of sucre ot
‘actual member othe limit at of collapse, e
gab ales of paral safety factor, should be taken as
des 1 fr coort and LS foco
tere NOTE ans are ad cent in he
Y ancre strength ofthe material ES sh ie ena rr nr te
(Gee and
Ya para safety fc appropriate tothe
material and the limit state being
oe
36422 When sessing the deflection, the materia
Properties such ae modus of elt boul be
fakes a hose associated withthe characterise
conse een of be mtl
3632 Loads ANALISIS
‘The desig lot Fis ven by 31. Anal Serie
Farre ‘Methods o aulas as a 22 shall be used. The
=~ “nein danse oes poets à
F = dance load Gee 362) and embar ee ol de lint ne belo
= para safety factor appropriate 1 the
tue fending ná e ii tate being
tired,
3633 Consequence of Aang Lin Ste
‘Where he consequences of scare aii ait
ste are ofa serious nto sacha huge le fe
and disrupio ofthe economy. higher values fo Y,
and Y than hose given under 364.1 and 3642 may
be apli,
364 Partal Safety Factor
3641 Pail Safer Factor Y, for Loads
‘The vales ol, given in Tb 18 sal orally be
wi
members ¿respective ofthe limi tte being
Considere, Redirituon ob calculated moment
Ina be made a given in ML
3711. Redisburion of Moments in Continuous
Beant and Frames
‘The ein of moments may be cad out
sting the following condice:
2) Eguitirum between intra forces and he
“sta load is maintained,
“The imate moment of resance provided at
ny secon ofa member is nt los an 70
cet of he mament at hat econ obtained
fom an clase manimum moment digrem
covering all appropriate combinations of ods,
‘Theclasicmomestatany section ina member
dye toa parier combination of loads shall
»
“able 18 Vales of Partial Safety Facto y, for Load
(Clases 182313641 aud B43).
Tandon TT Se Cope PTT)
ae Br
© a 9 » o © o
pert
‘hing up ee. ne Lr
a cp ed ape teat ma coe
“
not be reduced by mor han 30 percent de
‘oily ges momen given anywhere by
"bocas maximum mamet gram othe
cular member, covering al appropiate
Combination of oa
»
9
At sections whee tb moment capaci ar
‘edition e es tanta rm the ls
maximum moment diagram, the following
Felina sal be sais:
su
M cos
whee
2 = depth of new ai,
4 = scie depth and
AM = percentage reduction in momen
©) In sucre in which the strstr frame
provides the lateral sabia, he reduction in
momen allowed by condition 311.1 (6) hal
reste 10 percent for tres avt
es eight
LB Analysis of Slabs Spantng in Two Directions
aright Angles
9
>
‘Yield line theory o any er accepable method
ay be used, Aleatvly Be provisions gen in
Annex D may be flowed.
38 LIMIT STATE OF COLLAPSE: FLEXURE,
381 Assumpta
Design othe limi ste of claps in enue shall
be base onthe asunptons given elon
18456: 2000
‘The maximum tain in concreto atthe
‘outermost compression reis ken a 0.003 §
intending
“Tera between de compressive sues
ei incor and de erin in concrete
may be asumed to be rctange, pero.
parada or any tor shape which reat im
presion of suengú instan) agreement
Si de oral of test An cepo ste
tin curvo is given io Fig. 2. or design
pots. hacompassne sah of come
Inte secure sale ssumedto 07 mes
the chance suce, The portal safety
factory, 15 sal e applied sion to
‘te
TR nm ia eet
tak “or
Date femme 2084
nme eve mg
{i ne piece,
Kr phase
‘Tee tensile engi ofthe concrete is ignored.
“The susie in be reinforcement ae derived
rom representative seta cave far he
{ype of tel sd. Typial curves are given in
"ig. 2. For design purpose the paral safety
factor Ya, equalto 1.15 shal be apli,
‘The maximum sain in he eon enforce
rent in the section at file shall nt de
res
3) Plane sections nomal tte axis ema plane bn
ae ending ig
taf, = Atri seg of el and
a E = modas of elasciy ole
re
Fix 21 Smse Sean Conve or Cones
T
a, 2 Smee Busen Pan
‘oily ges momen given anywhere by
"bocas maximum mamet gram othe
cular member, covering al appropiate
Combination of oa
»
9
At sections whee tb moment capaci ar
‘edition e es tanta rm the ls
maximum moment diagram, the following
Felina sal be sais:
su
M cos
whee
2 = depth of new ai,
4 = scie depth and
AM = percentage reduction in momen
©) In sucre in which the strstr frame
provides the lateral sabia, he reduction in
momen allowed by condition 311.1 (6) hal
reste 10 percent for tres avt
es eight
LB Analysis of Slabs Spantng in Two Directions
aright Angles
9
>
‘Yield line theory o any er accepable method
ay be used, Aleatvly Be provisions gen in
Annex D may be flowed.
38 LIMIT STATE OF COLLAPSE: FLEXURE,
381 Assumpta
Design othe limi ste of claps in enue shall
be base onthe asunptons given elon
18456: 2000
‘The maximum tain in concreto atthe
‘outermost compression reis ken a 0.003 §
intending
“Tera between de compressive sues
ei incor and de erin in concrete
may be asumed to be rctange, pero.
parada or any tor shape which reat im
presion of suengú instan) agreement
Si de oral of test An cepo ste
tin curvo is given io Fig. 2. or design
pots. hacompassne sah of come
Inte secure sale ssumedto 07 mes
the chance suce, The portal safety
factory, 15 sal e applied sion to
‘te
TR nm ia eet
tak “or
Date femme 2084
nme eve mg
{i ne piece,
Kr phase
‘Tee tensile engi ofthe concrete is ignored.
“The susie in be reinforcement ae derived
rom representative seta cave far he
{ype of tel sd. Typial curves are given in
"ig. 2. For design purpose the paral safety
factor Ya, equalto 1.15 shal be apli,
‘The maximum sain in he eon enforce
rent in the section at file shall nt de
res
3) Plane sections nomal tte axis ema plane bn
ae ending ig
taf, = Atri seg of el and
a E = modas of elasciy ole
re
Fix 21 Smse Sean Conve or Cones
T
a, 2 Smee Busen Pan
4200000 Nina
228 rex Ban um Den Yo Poort
Fro. 23 Remesas Sra Sms Cova ox Rennen
[NOM — Te ng wf he ih fan i oe 38.1 (efor ene te following shal be acu
7
39 LIMIT STATE OF COLLAPSE:
39 Assumptions
In aon tothe asumytions given in 38 (2) 10
m
3) The maximum compressive sin in concrete
‘axa compresion ake 0.002
1) The maximum compressive san a the highly
camprasedexoeme vein concrete subject
to al compression and bending and when
{beri o tension athe sont 0.0035
minos 0.78 times the stain at the least,
compres exe ie.
392 Minimum Eccentricity
Allmembersin compression shal e designed or he
minimum ect in accorde in. Where
228 rex Ban um Den Yo Poort
Fro. 23 Remesas Sra Sms Cova ox Rennen
[NOM — Te ng wf he ih fan i oe 38.1 (efor ene te following shal be acu
7
39 LIMIT STATE OF COLLAPSE:
39 Assumptions
In aon tothe asumytions given in 38 (2) 10
m
3) The maximum compressive sin in concrete
‘axa compresion ake 0.002
1) The maximum compressive san a the highly
camprasedexoeme vein concrete subject
to al compression and bending and when
{beri o tension athe sont 0.0035
minos 0.78 times the stain at the least,
compres exe ie.
392 Minimum Eccentricity
Allmembersin compression shal e designed or he
minimum ect in accorde in. Where
calculated eecentiity is larger, the minimum
scenic should e ignored.
1393 Short Axial Loaded Members in
Compresion
‘The member shall be designed by cosierin the
assemptions given in 39.1 and the minimum
scenic When the minimum eccencicy a
Der 254 does not exceed 0.05 times the Ira
Simension, the members may de designed by the
following equation:
P, = 04/,A,+06/, A,
P, = axial ondo member,
La. = chars compre seo he
= Area of oer,
= chris reno compresion
‘einforcement ad
AL = tea of longitudinal enforcement for
pars
384 Compresion Members with Hella
Reinforcement
The srength of compresion members wih halla
reinforcement fin be requirement of 3941 al
te taken ar 1.05 tines the set fil member
‘ih era en.
941 erat fe volume ofblarenfrement
to be volume ofthe core shall not be Les han
DAAD,
whee
oss are ofthe een,
ares fie cor fi heul rated
‘Shuma neared othe tide isa
fe bel
La = ares compesivesenghofihe
4, = characteristic strength ofthe lial
renforcement but not exceeding
SN
395 Members Subjected to Combined Asa
Load and Unaxal Bending
“member sbjced atl force an sisal beating
‘hal be esgned o he bass of 3. and 38.2,
NOTE — The dl e joe i nt
SS cee har nome he cee
gare en ons Ro pe
Rise ep eee
n
18456: 2000
39: Members Subjected to Combined Asal Load
and Binal Bending
he sance ofa member object to ail force
‘nd bail being shall be bined on the bass of
‘ssimpions give a 39.1 and 39.2 with eal axis
o torn no sty the cul of oad aad
momo about xo, Alan such members
tay be designed y the folleming equation:
_® fes
Mas Mu moments about x and y axes
neo desig ods,
Mas My = maximum uniaxial moment
pci foran allen of
tending about z andy a
respectively, and
isla 0 PAP,
where P, 0454 À 9075) Ar
For val of JP. = 02 1008 valuesof, vay
Any rom 1019 20, For vale es an 02 =
10. or ales rester han 08, 0,1920.
38.7 Sender Compresion Members
“The design of slender compression members
(Gee 25.11) shall be based onthe forces and the
mires detained rom an analysis of the structure,
including the effect of deletions on moments and
forces. When the effect of deflections ar ne taken
ino account in early, ional moment given
392.1 hl be taken aoa inthe apropriate
diecten
97.1 Te atonal moments M, and M, shall be
<alculate y te following forma:
ty
2, = axial ld on the member,
1, = lectivo length ln resp ofthe major
«ec gi respect of he morass,
depth ofthe creacion at ght anges
‘wide major as and
b= vid of te member
For design section, 39.0139. as appropriate shall
oy.
scenic should e ignored.
1393 Short Axial Loaded Members in
Compresion
‘The member shall be designed by cosierin the
assemptions given in 39.1 and the minimum
scenic When the minimum eccencicy a
Der 254 does not exceed 0.05 times the Ira
Simension, the members may de designed by the
following equation:
P, = 04/,A,+06/, A,
P, = axial ondo member,
La. = chars compre seo he
= Area of oer,
= chris reno compresion
‘einforcement ad
AL = tea of longitudinal enforcement for
pars
384 Compresion Members with Hella
Reinforcement
The srength of compresion members wih halla
reinforcement fin be requirement of 3941 al
te taken ar 1.05 tines the set fil member
‘ih era en.
941 erat fe volume ofblarenfrement
to be volume ofthe core shall not be Les han
DAAD,
whee
oss are ofthe een,
ares fie cor fi heul rated
‘Shuma neared othe tide isa
fe bel
La = ares compesivesenghofihe
4, = characteristic strength ofthe lial
renforcement but not exceeding
SN
395 Members Subjected to Combined Asa
Load and Unaxal Bending
“member sbjced atl force an sisal beating
‘hal be esgned o he bass of 3. and 38.2,
NOTE — The dl e joe i nt
SS cee har nome he cee
gare en ons Ro pe
Rise ep eee
n
18456: 2000
39: Members Subjected to Combined Asal Load
and Binal Bending
he sance ofa member object to ail force
‘nd bail being shall be bined on the bass of
‘ssimpions give a 39.1 and 39.2 with eal axis
o torn no sty the cul of oad aad
momo about xo, Alan such members
tay be designed y the folleming equation:
_® fes
Mas Mu moments about x and y axes
neo desig ods,
Mas My = maximum uniaxial moment
pci foran allen of
tending about z andy a
respectively, and
isla 0 PAP,
where P, 0454 À 9075) Ar
For val of JP. = 02 1008 valuesof, vay
Any rom 1019 20, For vale es an 02 =
10. or ales rester han 08, 0,1920.
38.7 Sender Compresion Members
“The design of slender compression members
(Gee 25.11) shall be based onthe forces and the
mires detained rom an analysis of the structure,
including the effect of deletions on moments and
forces. When the effect of deflections ar ne taken
ino account in early, ional moment given
392.1 hl be taken aoa inthe apropriate
diecten
97.1 Te atonal moments M, and M, shall be
<alculate y te following forma:
ty
2, = axial ld on the member,
1, = lectivo length ln resp ofthe major
«ec gi respect of he morass,
depth ofthe creacion at ght anges
‘wide major as and
b= vid of te member
For design section, 39.0139. as appropriate shall
oy.
Y Acta pecto
‘ste ci e al pty ac
‘eter min Sed ed et
‘Suen co ented mbr.
rn e ne
Gen petete
aan cta
397.1. The vals given by equnion 397.1 maybe
‘mulled by the oli actor
kn Bh oy
where
P, © axial oad on compresion member,
‘defined in 394, and
xl ood conespanding othe condition
ff maninum compressive stain of
‘0002 nte mas jer ofteson tel
40 LIMIT STATE OF COLLAPSE : SHEAR
402 Nominal Shear Stress
‘The nominal sear tres in teams of wniform depth
(ae obtained bythe following eg:
shear force du 1 design ods,
wea the menbe. wich fo ange
‘ection sal be takes a the tes of
the web Band
five dep
402.1 Beams of Varying Depth
la he cas of beams of varying depth tbe equation
shall be medio ae
Va Me ans
1. Ve band dur he ame in 4,
1, Sending momen a the schon. and
82 ange been be top andthe tom edges
n
ofthe bean.
“Tee negative sgn in the formule applies when the
tending moment, increases numerical ne same
deection a the effective depth d increase, and be
402 Design Shear Streng of Concrete
40.21 The design sen sen of corte beams
‘ito shear enforcement give in bl 19.
40221. For soli sabs, the design sear eng for
octets shal be bet Khas he vales give
Ces
Drea ek Se ER EEE TE ie
Sun ace tes
LU UM 198 10 148 130 135 10
NOTE Tri oat wh
Sa
4022 Shear Srengthof Members under Aia
Compression
For members subjected to axial compresion.
‘eign shear strength of concrete, piven in able 19.
shall be maple y the folowing factor
2,
Date 2 tenting 5
ene ati
À pesonas
a = Sans compres sey of
4023 Wh hor Acerca
Under no eircumstanees, even with shear
renforcement shal be emia shear rs inbeams
e408 Kam vena Table 20
402.31 For solid slabs, he nominal shear sess
Shall not een Ral he appropriate value given a
‘bien,
403 Minimum Shear Rlnforcement
‘When 1, ites tn €, gvenin Table 9, minimum
shear enforcement sl be provided in accordance
ASIE
404 Design of Shear Reinforcement
When +, exceeds +, given in Table 19, shear
enormes be provided in any ob folowing
forms
3) Veal impo
9) Beatup bars long with straps ard
‘ste ci e al pty ac
‘eter min Sed ed et
‘Suen co ented mbr.
rn e ne
Gen petete
aan cta
397.1. The vals given by equnion 397.1 maybe
‘mulled by the oli actor
kn Bh oy
where
P, © axial oad on compresion member,
‘defined in 394, and
xl ood conespanding othe condition
ff maninum compressive stain of
‘0002 nte mas jer ofteson tel
40 LIMIT STATE OF COLLAPSE : SHEAR
402 Nominal Shear Stress
‘The nominal sear tres in teams of wniform depth
(ae obtained bythe following eg:
shear force du 1 design ods,
wea the menbe. wich fo ange
‘ection sal be takes a the tes of
the web Band
five dep
402.1 Beams of Varying Depth
la he cas of beams of varying depth tbe equation
shall be medio ae
Va Me ans
1. Ve band dur he ame in 4,
1, Sending momen a the schon. and
82 ange been be top andthe tom edges
n
ofthe bean.
“Tee negative sgn in the formule applies when the
tending moment, increases numerical ne same
deection a the effective depth d increase, and be
402 Design Shear Streng of Concrete
40.21 The design sen sen of corte beams
‘ito shear enforcement give in bl 19.
40221. For soli sabs, the design sear eng for
octets shal be bet Khas he vales give
Ces
Drea ek Se ER EEE TE ie
Sun ace tes
LU UM 198 10 148 130 135 10
NOTE Tri oat wh
Sa
4022 Shear Srengthof Members under Aia
Compression
For members subjected to axial compresion.
‘eign shear strength of concrete, piven in able 19.
shall be maple y the folowing factor
2,
Date 2 tenting 5
ene ati
À pesonas
a = Sans compres sey of
4023 Wh hor Acerca
Under no eircumstanees, even with shear
renforcement shal be emia shear rs inbeams
e408 Kam vena Table 20
402.31 For solid slabs, he nominal shear sess
Shall not een Ral he appropriate value given a
‘bien,
403 Minimum Shear Rlnforcement
‘When 1, ites tn €, gvenin Table 9, minimum
shear enforcement sl be provided in accordance
ASIE
404 Design of Shear Reinforcement
When +, exceeds +, given in Table 19, shear
enormes be provided in any ob folowing
forms
3) Veal impo
9) Beatup bars long with straps ard
Table 19 Desig Shear Strength of Concrete, Nm
Class 02.1, 4022, 403,404, 4033,4132,4133 and 1.43)
m Care Grue
© a o “ o © ”
en as a as as a 0
am an on am es 096 om
30 on on on a ” 1m
NOTE Pur et ng mn mie wich neu e pj cn
nn men
‘Table 20 Mariam Shear Stet, mos min?
(Comes 4023,40231,4051 nd 4131)
à te os 00814, ón a
Wer bet ars epi, ar cotton whee
oma she etn slot ea a ll A
ato o ttl shear reinforcement tee
Sherine be proved yas ‘psn ais ent
A eV Te sa e We dea ote ment
‘om Va lala ow said
= design shear streng ofthe concreto,
9) For vera imap
089 f Aad 1° = bend of the member which fr
rät and ba hal de en u he
rest ofthe webb,
J = charcteristic suengh of te mp or
ena enforcement which shall ot
I) or incline stirs ora serie bar ent
aient rotations
Fe Votan greater an 413 Nimm,
vun EIA ina co) a = angle between the incline sup or
Bent up brand ais member,
©) For single bar or single group of parallel bars, ot ess than 45, and
ll ena at the same cose-ecton: d= effective depth
n
Class 02.1, 4022, 403,404, 4033,4132,4133 and 1.43)
m Care Grue
© a o “ o © ”
en as a as as a 0
am an on am es 096 om
30 on on on a ” 1m
NOTE Pur et ng mn mie wich neu e pj cn
nn men
‘Table 20 Mariam Shear Stet, mos min?
(Comes 4023,40231,4051 nd 4131)
à te os 00814, ón a
Wer bet ars epi, ar cotton whee
oma she etn slot ea a ll A
ato o ttl shear reinforcement tee
Sherine be proved yas ‘psn ais ent
A eV Te sa e We dea ote ment
‘om Va lala ow said
= design shear streng ofthe concreto,
9) For vera imap
089 f Aad 1° = bend of the member which fr
rät and ba hal de en u he
rest ofthe webb,
J = charcteristic suengh of te mp or
ena enforcement which shall ot
I) or incline stirs ora serie bar ent
aient rotations
Fe Votan greater an 413 Nimm,
vun EIA ina co) a = angle between the incline sup or
Bent up brand ais member,
©) For single bar or single group of parallel bars, ot ess than 45, and
ll ena at the same cose-ecton: d= effective depth
n
1.456: 2000
Scorers ies
is sive
en Thisrnfreent shouldbe povided wii be mie
à Maras sg at one min NOS ques fa, where 0, Js tan d horizon
peo a rinforsment vil be étre han eral,
405 Enhanced Shear Strength o Sections Cove 4053 Enhanced Shear reg Near Suppors
toSopporte (Simplified Approach)
4052 Genero Toe procedure givenin 42.1 and 405.2 maybe used
feral beams However fr beams carino gen
torn Do wer he pial lod y nested
Sabor tan 2 fom he fae of suppor, the shat
‘cess may cli actions diste dom
{te ace of upon The valu of aia in
Sep thane (case the section Comes A
D Re A Dee on ds nihil dape sea
Sone ocu a pd ieh noe
a raed er
The enhancement of shar strength may be taken
ino acosa inthe sgn of scan ar asuppat_ 41 LIMIT STATE OF COLLAPSE : TORSION
by increasing design sear eng of cou 4h. Gy
247.10, ove ta design shear ses taco 4 et
Gis mn en eset bees phen car, er ain i eure to maintain
Taie 20 Accoon may be taken ofthe enuncement “rien, member sal be designed fo tion in
inany station where he section cosida closer ¿ciao wih 41341304614. Howoves fo sch
tothefaceofasuppertorconentuedond tan wise Inge ces ver tion be lied
the effective depth d To be ete, tension 1 king dona rest, ec ein or
renfe extend on cach de fe point (On le ess, povided tron ses e
Were iento ponte plan fra TDCi inclina oc Aa
stance a let equal othe eleve dp, or be SUI oon cin provide by sb
‘Shear failure at sections of beams and save
hou shear reinforcement wil pomal oscar on
Flan inclined aa angle 301 te orzo: he
gle of fr plan force 1 be inclina more
provided ih an gu lent anchorage ‘borceneat pr 40
E Th ech a ne ow:
4052 Sear Renorcemetfor Scions nem Yan eat ec py at
Suppen ee ee
a den e a nt nn
be renforcement gi, on he PR nd ag moe ts
EZ
y
D
Yo;
u
ro. 24 Shaan Famine Nea Surat
”
Scorers ies
is sive
en Thisrnfreent shouldbe povided wii be mie
à Maras sg at one min NOS ques fa, where 0, Js tan d horizon
peo a rinforsment vil be étre han eral,
405 Enhanced Shear Strength o Sections Cove 4053 Enhanced Shear reg Near Suppors
toSopporte (Simplified Approach)
4052 Genero Toe procedure givenin 42.1 and 405.2 maybe used
feral beams However fr beams carino gen
torn Do wer he pial lod y nested
Sabor tan 2 fom he fae of suppor, the shat
‘cess may cli actions diste dom
{te ace of upon The valu of aia in
Sep thane (case the section Comes A
D Re A Dee on ds nihil dape sea
Sone ocu a pd ieh noe
a raed er
The enhancement of shar strength may be taken
ino acosa inthe sgn of scan ar asuppat_ 41 LIMIT STATE OF COLLAPSE : TORSION
by increasing design sear eng of cou 4h. Gy
247.10, ove ta design shear ses taco 4 et
Gis mn en eset bees phen car, er ain i eure to maintain
Taie 20 Accoon may be taken ofthe enuncement “rien, member sal be designed fo tion in
inany station where he section cosida closer ¿ciao wih 41341304614. Howoves fo sch
tothefaceofasuppertorconentuedond tan wise Inge ces ver tion be lied
the effective depth d To be ete, tension 1 king dona rest, ec ein or
renfe extend on cach de fe point (On le ess, povided tron ses e
Were iento ponte plan fra TDCi inclina oc Aa
stance a let equal othe eleve dp, or be SUI oon cin provide by sb
‘Shear failure at sections of beams and save
hou shear reinforcement wil pomal oscar on
Flan inclined aa angle 301 te orzo: he
gle of fr plan force 1 be inclina more
provided ih an gu lent anchorage ‘borceneat pr 40
E Th ech a ne ow:
4052 Sear Renorcemetfor Scions nem Yan eat ec py at
Suppen ee ee
a den e a nt nn
be renforcement gi, on he PR nd ag moe ts
EZ
y
D
Yo;
u
ro. 24 Shaan Famine Nea Surat
”
ALLA The design rls lid down in 413 and 414
happy teams of eld rectnguar cross secton
However these lass may lo pid wo Hanged
ea, y subs, or in which case ey ae
severally conservative therefore specialist Meroe
412 Critical Section
Sections ocn less than a distance d fom the ace
the support may be designed forthe same sion as
Compe at dance dre dis de ve dep
Shear and Torsion
413.1 Equivalent hear
Eqivaen sear, Y shall be ae
formale:
u
is
= equivalent shea
tosiona moment, and
rend of beam.
“The equivalent nominal dear aes, in this cote
shall be caculted as gives in 40, except foe
abating Y by Y, Thevalvesfshllnaexceed
the vale of, given in Table 20
41321 the equivalent nomina es res, does
not exceed given In able 19, minimum these
renforcement sal be provided a per 268.16
413.3 1, exceeds , given in Table 19, both
provided in ccordance with AL
414 Reinforcement in Members Subjected to
41.4.1 Reinforcemert fortron, when required al!
consi longitudinal and taste reinforcement
4142 Longitudinal Reinoroement
“me longitsial reinforcement sal be designed to
re an equivalen bending moment, M,, ven by
Mund,
wee
I, bending omest decoracion an
(
17)
1
18456: 2000
where
iste rion moment, Dis over depth
of e team and is the bread ofthe beam
4142. If the numerical valse of M, as defined
in 142 exceeds e numeral valu of th moment
M, longi einforemen hall be povided on
{he fera compression fae, such that the beam
can also withstand an equivalent Ma gives by
Ma = M, - M, te moment, being en st acting
inthe opposite ese othe moment
4143 Trannerse Reinforcement
‘Two legged closed hoops encloing the corner
Tonga bar hal havea ares of erosion
Agen
Annan" Ta
tut te laver reinforcement shal note lest
an
(ATA
er,
toren moment,
seu face,
spacing of he imp riforcement,
zal
nt Lo centre tance between comer
ain diction ofthe wi,
cere to-cear dance between comet
om
rent ofthe member,
characters strength of 4
equivalen shear sess as specific in
‘Stand
shes sento the coer sper Table
42 LIMITSTATE OF SERVICEABILITY:
DEFLECTION
421 Pers Members
nal normal ees. he deflection fa enural member
vil mot be excesve if the ratio of span 10 is
cie depth is nt greater han appropiate rios
ven in 232. When delecions are calculated
According to Annex C, they shall not exceed the
Permis vals given in 22.
15
happy teams of eld rectnguar cross secton
However these lass may lo pid wo Hanged
ea, y subs, or in which case ey ae
severally conservative therefore specialist Meroe
412 Critical Section
Sections ocn less than a distance d fom the ace
the support may be designed forthe same sion as
Compe at dance dre dis de ve dep
Shear and Torsion
413.1 Equivalent hear
Eqivaen sear, Y shall be ae
formale:
u
is
= equivalent shea
tosiona moment, and
rend of beam.
“The equivalent nominal dear aes, in this cote
shall be caculted as gives in 40, except foe
abating Y by Y, Thevalvesfshllnaexceed
the vale of, given in Table 20
41321 the equivalent nomina es res, does
not exceed given In able 19, minimum these
renforcement sal be provided a per 268.16
413.3 1, exceeds , given in Table 19, both
provided in ccordance with AL
414 Reinforcement in Members Subjected to
41.4.1 Reinforcemert fortron, when required al!
consi longitudinal and taste reinforcement
4142 Longitudinal Reinoroement
“me longitsial reinforcement sal be designed to
re an equivalen bending moment, M,, ven by
Mund,
wee
I, bending omest decoracion an
(
17)
1
18456: 2000
where
iste rion moment, Dis over depth
of e team and is the bread ofthe beam
4142. If the numerical valse of M, as defined
in 142 exceeds e numeral valu of th moment
M, longi einforemen hall be povided on
{he fera compression fae, such that the beam
can also withstand an equivalent Ma gives by
Ma = M, - M, te moment, being en st acting
inthe opposite ese othe moment
4143 Trannerse Reinforcement
‘Two legged closed hoops encloing the corner
Tonga bar hal havea ares of erosion
Agen
Annan" Ta
tut te laver reinforcement shal note lest
an
(ATA
er,
toren moment,
seu face,
spacing of he imp riforcement,
zal
nt Lo centre tance between comer
ain diction ofthe wi,
cere to-cear dance between comet
om
rent ofthe member,
characters strength of 4
equivalen shear sess as specific in
‘Stand
shes sento the coer sper Table
42 LIMITSTATE OF SERVICEABILITY:
DEFLECTION
421 Pers Members
nal normal ees. he deflection fa enural member
vil mot be excesve if the ratio of span 10 is
cie depth is nt greater han appropiate rios
ven in 232. When delecions are calculated
According to Annex C, they shall not exceed the
Permis vals given in 22.
15
15:56: 2000
448 LIMIT STATE OPSERVICRADILATY
CRACKI
4241 Flexural Members
In genera compliance with he pacing rguremens
renforcement given in 263.2 soul be ice
to conto esura cracking I restr apcing ae
by formula gven in Anne F
482 Compresion Members
Cracks due to tending in a compresion member
bed a ein ana Lon preter an 02/, A
‘ihre iste characteris compresve seno of
Cort nd these fhe gos secon Ft
‘member aod note checked. Amantes stc o
Tester foal than 02/, À, may be considered
1 Betr member forth purpose of crak control
(eed.
448 LIMIT STATE OPSERVICRADILATY
CRACKI
4241 Flexural Members
In genera compliance with he pacing rguremens
renforcement given in 263.2 soul be ice
to conto esura cracking I restr apcing ae
by formula gven in Anne F
482 Compresion Members
Cracks due to tending in a compresion member
bed a ein ana Lon preter an 02/, A
‘ihre iste characteris compresve seno of
Cort nd these fhe gos secon Ft
‘member aod note checked. Amantes stc o
Tester foal than 02/, À, may be considered
1 Betr member forth purpose of crak control
(eed.
1580.
2191989
an: m
42 Qu)
1982
us:
1621959
ns
CT
a 2): 1987
Den]
at 4): 1987
an 5): 1987
1991959
1
Ga D: 1991
at 2): 1991
1566. 1982
oa 1988
ANNEXA
CA
LIST OF REFERRED INDIAN STANDARDS.
Tite
Specification for ordinary
Porn cenent 33 rade (fourth
ris
Speciation for cour und ine
Segre from nal sources
(te conti cond eii)
Specification for mul tee and
medium tnt sto brs and
hard-drawn steel wire for
nee enforcement Part 1
Mild ste and medi ese
sel as (ie revision)
Specficaon for Poland slag
‘comet (fourth mision)
Method of ts for seen of
Cade of patie fer design loads
{eer than earthquake) for
dings and ans
Dead loads — Unit weights of
Building material und stored
mueras cond revision)
pose nd second revision
Wind eos (cond eii)
Snow lad (second revision)
Special loads and loud
combien second revision)
Methods of sampling. and
bas of conce
Cade of race for pestes,
concrete frat revision)
Specification for Portland
rola cement
Fy ah base (An eii)
Caleined clay based hid
in)
‘Specification fr hrd-dravn
‘tte wire fabric for concrete
renfrcrent (second revision)
Code of psc or fre say
‘of buns (general: General
principles of fu gradiag and
asin ir resi)
150.
1600; 1989
1786: 185
1911968
1993: 1988
190 1966
na: 1982
2316 Par
1963
25021968
2305: 1980
as:
am
ean 17): 1988
Bin:
Tale
Code o practice fo fe sae
ig genera) Deal.
construcion (rt ein)
Spesfction fr high stength
formed tes snd wie for
‘concrete reinforcement (hd
raison)
Specification for bach eype
crise econ on)
Cri for crquat resist
design of structures Gourh
reson)
Cade of practice for design and
‘onrtucton of fouadaions in
ils: General requirements
(in reson)
Stel for general sructoral
purposes (ou revision)
Metros lts forages or
concete:Pat3 Speci ai,
Gens vos, absorption and
ali
Code of practico orteningand
fisiog of bats for concrete
reinforcement
Core vibrators Immersion
‘ype —Ocveraleguements
Genera requremens for seed
rad concrete vibrators fr
vero)
Specification for concrete
‘ating ables
Recommended practice for
welding of mid sel pla and
stormed bas for reinforced
enstcton fra eii)
Methods ol sampling and es
(Gaia ctemáca) ar wer
thd ane water
Nonsfiterable residue (otal
opened i) fra eii)
Volt and fie residue (ot
‘erable adn Sable) st
rois
2191989
an: m
42 Qu)
1982
us:
1621959
ns
CT
a 2): 1987
Den]
at 4): 1987
an 5): 1987
1991959
1
Ga D: 1991
at 2): 1991
1566. 1982
oa 1988
ANNEXA
CA
LIST OF REFERRED INDIAN STANDARDS.
Tite
Specification for ordinary
Porn cenent 33 rade (fourth
ris
Speciation for cour und ine
Segre from nal sources
(te conti cond eii)
Specification for mul tee and
medium tnt sto brs and
hard-drawn steel wire for
nee enforcement Part 1
Mild ste and medi ese
sel as (ie revision)
Specficaon for Poland slag
‘comet (fourth mision)
Method of ts for seen of
Cade of patie fer design loads
{eer than earthquake) for
dings and ans
Dead loads — Unit weights of
Building material und stored
mueras cond revision)
pose nd second revision
Wind eos (cond eii)
Snow lad (second revision)
Special loads and loud
combien second revision)
Methods of sampling. and
bas of conce
Cade of race for pestes,
concrete frat revision)
Specification for Portland
rola cement
Fy ah base (An eii)
Caleined clay based hid
in)
‘Specification fr hrd-dravn
‘tte wire fabric for concrete
renfrcrent (second revision)
Code of psc or fre say
‘of buns (general: General
principles of fu gradiag and
asin ir resi)
150.
1600; 1989
1786: 185
1911968
1993: 1988
190 1966
na: 1982
2316 Par
1963
25021968
2305: 1980
as:
am
ean 17): 1988
Bin:
Tale
Code o practice fo fe sae
ig genera) Deal.
construcion (rt ein)
Spesfction fr high stength
formed tes snd wie for
‘concrete reinforcement (hd
raison)
Specification for bach eype
crise econ on)
Cri for crquat resist
design of structures Gourh
reson)
Cade of practice for design and
‘onrtucton of fouadaions in
ils: General requirements
(in reson)
Stel for general sructoral
purposes (ou revision)
Metros lts forages or
concete:Pat3 Speci ai,
Gens vos, absorption and
ali
Code of practico orteningand
fisiog of bats for concrete
reinforcement
Core vibrators Immersion
‘ype —Ocveraleguements
Genera requremens for seed
rad concrete vibrators fr
vero)
Specification for concrete
‘ating ables
Recommended practice for
welding of mid sel pla and
stormed bas for reinforced
enstcton fra eii)
Methods ol sampling and es
(Gaia ctemáca) ar wer
thd ane water
Nonsfiterable residue (otal
opened i) fra eii)
Volt and fie residue (ot
‘erable adn Sable) st
rois
18a
ar 22: 1986
Bann: 1946
(Part 24): 1986
(Pan 22): 1988
a2: 1881
3951 Par 1)
1975
ETES
988
Pat: 1971
Canon
0652: 1989
ese
an) 1572
Band: 1972
Acidity ia revision) ax: 1972
Alkali (rat revision) Pa 1972
Saltos rat vison) ae): 1972
(lorie ir revision at): 1972
Code of practice for design and (Pan 7): 1973
Spcitstion fr ty a or we
pozole domo int (Path) +1973
ren) (ean) 51973
Spsietonorballowcly tet (Far 10): 1973
feetorsandrots:Pat Filer O
‘ype (isso) a) 1973
Methods of physical e or Pa 12): 1973
hydraulic cement : Part S69: 1990
Deteminaono na and nal
tg nes (st rio) agg,
Recommendations on sucking
‘eras and component tale
Cecond rein)
Code of pci for argue
‘tings Gecond reson) 8041590
Spain fr for vibro
ean 1915
na 1975
Kreise sous: 1891
Ring men O2: 1989
Specification for concrete
‘ching and mixing plat
Speciiation fr resdyamixe IT: 1978
cames (cond eon)
Method of test fr sping
tensile strength of Concrete. 9193: 1999
it revision
Cove of practice orcomntion ogy
91 Moor nd ot wih juts and 9
fier Mocks
With hollow concrete filer
1989
1817 1986
With low ely filler locks
Gir revision,
Spesfction for high alma
cement for arta we 12089 1987
Glossary of tems relating 10
Concrete agrees 1119: 1987
Matis
Concrete ritocement
Typerof conte
Fomor for once
Buen tol nd pla
Mixing, laying, compaction,
‘uring and other construction
set
Seta aspects
Tess and esting appart
Prestressed covert
Miscellaneous
Specification fr petlpted
Code of practice for extreme
‘ester ones
Recommended practic for hat
‘ester concreting
Recommended practice for col
‘water conc
pescao orp ardning
Porn como econ)
Specification fr hydrophobic
Poland cemeat(ecndreison)
Specification for 43 grade
ordinary Porland cement (rst
Foro)
Method of making, curing
and determining compressive
Strength of accelerated cured
ner ts specimens
specication for amines for
‘street vision)
Recommendations for weling
‘ol worked bar for rites
Concrete conviction (first
reson)
Classification of joints in
uiligs fr accommodation of
dimensional deviations doing
Sreciicaion or granulated
(er imac of Porta Hg
ar 22: 1986
Bann: 1946
(Part 24): 1986
(Pan 22): 1988
a2: 1881
3951 Par 1)
1975
ETES
988
Pat: 1971
Canon
0652: 1989
ese
an) 1572
Band: 1972
Acidity ia revision) ax: 1972
Alkali (rat revision) Pa 1972
Saltos rat vison) ae): 1972
(lorie ir revision at): 1972
Code of practice for design and (Pan 7): 1973
Spcitstion fr ty a or we
pozole domo int (Path) +1973
ren) (ean) 51973
Spsietonorballowcly tet (Far 10): 1973
feetorsandrots:Pat Filer O
‘ype (isso) a) 1973
Methods of physical e or Pa 12): 1973
hydraulic cement : Part S69: 1990
Deteminaono na and nal
tg nes (st rio) agg,
Recommendations on sucking
‘eras and component tale
Cecond rein)
Code of pci for argue
‘tings Gecond reson) 8041590
Spain fr for vibro
ean 1915
na 1975
Kreise sous: 1891
Ring men O2: 1989
Specification for concrete
‘ching and mixing plat
Speciiation fr resdyamixe IT: 1978
cames (cond eon)
Method of test fr sping
tensile strength of Concrete. 9193: 1999
it revision
Cove of practice orcomntion ogy
91 Moor nd ot wih juts and 9
fier Mocks
With hollow concrete filer
1989
1817 1986
With low ely filler locks
Gir revision,
Spesfction for high alma
cement for arta we 12089 1987
Glossary of tems relating 10
Concrete agrees 1119: 1987
Matis
Concrete ritocement
Typerof conte
Fomor for once
Buen tol nd pla
Mixing, laying, compaction,
‘uring and other construction
set
Seta aspects
Tess and esting appart
Prestressed covert
Miscellaneous
Specification fr petlpted
Code of practice for extreme
‘ester ones
Recommended practic for hat
‘ester concreting
Recommended practice for col
‘water conc
pescao orp ardning
Porn como econ)
Specification fr hydrophobic
Poland cemeat(ecndreison)
Specification for 43 grade
ordinary Porland cement (rst
Foro)
Method of making, curing
and determining compressive
Strength of accelerated cured
ner ts specimens
specication for amines for
‘street vision)
Recommendations for weling
‘ol worked bar for rites
Concrete conviction (first
reson)
Classification of joints in
uiligs fr accommodation of
dimensional deviations doing
Sreciicaion or granulated
(er imac of Porta Hg
1220.
1200.
18
Tite
Specification for 53 grade
ay Pond cement
Specification for sulphate
‘etn Porta cement
Specification for low heat
Porta ome
Methods of non-destructive
testing of concreto
isn
(eae 11992
(Pac): m
1687 1999
tras pale velo
Cote of practic for ductile
clin af reinforced concrete
eines for flsework for
1200.
18
Tite
Specification for 53 grade
ay Pond cement
Specification for sulphate
‘etn Porta cement
Specification for low heat
Porta ome
Methods of non-destructive
testing of concreto
isn
(eae 11992
(Pac): m
1687 1999
tras pale velo
Cote of practic for ductile
clin af reinforced concrete
eines for flsework for
15 456: 2000
ANNEX B
(Clases 1822, 231,22, 262.8 and 321)
STRUCTURAL DESIGN (WORKING STRESS METHOD)
11 GENERAL
11 General Design Requirements
The general design requirements of Seton 3 shall
apply wth Auer
112 Redistribution of Moments
Except wer simple analyses
(Gee 22.5) i wed, the moment vere suppers or
any assumed rangement of loading, inchding ie
by mot more than 18 percent. provided tat tise
lied moment net he spp ar wed fo the
‘elton othe conesponding momenta th pars
1-1. Assumptions for Design of Members
In th methods based o lati thea the following
samp sal be made
a) At any crossecion, plane sections before
ending remain plain ater bending.
Alten teves ran upby reinforcement,
And none by cone, exept 16 here
© The strese-srain relationship of steel and
cone under working lada ine.
a atari m asthe valve ZUR
Te mod =
her spermine compressive sess de
do bei in concrete in Ninn as pein
Tasca
NOTE Ti pra ge fr pay at
1-2 PERMISSIBLE STRESSES
1.2.1 Permbble Stress in Concrete
Permite restes forthe arios grades of once
ha be taken as ose give in Tables 21 and 2,
aie os al peri ss al ete by
me pate
For members in dic tension, en ful ton is
takenty the reiforcement elon tte ses hl
‘et reser tus the values piven blo:
E B22 Permiesble Stress Stel Reinforcement
mes
ie tres hal ecke FE
toa tension on the member minas pe
tension in sel ian, before once
A, = crosesetonl are concrete erching
Any fishing material and reitoring
eek
mole ato an
A, = croi are of rifocing sel
1212 Bond Ses for Deformed Bars
lat case of deformes bar conforming 01 1786,
be hond stress given in Tale 21 may De incre
pere.
Pernia sess in ssl sinfrcement sal not
exce th ales specified in Table 22.
1-22. In oral members te vale of given
Table 22 is aplicabl athe Gent ofthe tele
reinforcement Subject tthe codon tht when more
than oe layer often eaforcement provid,
theses a the centro ofthe exeros yer shal
ot enced by more than 10 percent the value given in
T2
1:23 Increase in Permiibe Stresses
‘Where transe to wind (oearthgant) eerste
and vintage effets ae combined with hase det
‘ead tive 2 impact fad tbe stesses specified in
“ables 21,2 nd 23 may be exceeded yp lio
23 pen Wd uni oe ss tte
considered as acting simultaneously
ANNEX B
(Clases 1822, 231,22, 262.8 and 321)
STRUCTURAL DESIGN (WORKING STRESS METHOD)
11 GENERAL
11 General Design Requirements
The general design requirements of Seton 3 shall
apply wth Auer
112 Redistribution of Moments
Except wer simple analyses
(Gee 22.5) i wed, the moment vere suppers or
any assumed rangement of loading, inchding ie
by mot more than 18 percent. provided tat tise
lied moment net he spp ar wed fo the
‘elton othe conesponding momenta th pars
1-1. Assumptions for Design of Members
In th methods based o lati thea the following
samp sal be made
a) At any crossecion, plane sections before
ending remain plain ater bending.
Alten teves ran upby reinforcement,
And none by cone, exept 16 here
© The strese-srain relationship of steel and
cone under working lada ine.
a atari m asthe valve ZUR
Te mod =
her spermine compressive sess de
do bei in concrete in Ninn as pein
Tasca
NOTE Ti pra ge fr pay at
1-2 PERMISSIBLE STRESSES
1.2.1 Permbble Stress in Concrete
Permite restes forthe arios grades of once
ha be taken as ose give in Tables 21 and 2,
aie os al peri ss al ete by
me pate
For members in dic tension, en ful ton is
takenty the reiforcement elon tte ses hl
‘et reser tus the values piven blo:
E B22 Permiesble Stress Stel Reinforcement
mes
ie tres hal ecke FE
toa tension on the member minas pe
tension in sel ian, before once
A, = crosesetonl are concrete erching
Any fishing material and reitoring
eek
mole ato an
A, = croi are of rifocing sel
1212 Bond Ses for Deformed Bars
lat case of deformes bar conforming 01 1786,
be hond stress given in Tale 21 may De incre
pere.
Pernia sess in ssl sinfrcement sal not
exce th ales specified in Table 22.
1-22. In oral members te vale of given
Table 22 is aplicabl athe Gent ofthe tele
reinforcement Subject tthe codon tht when more
than oe layer often eaforcement provid,
theses a the centro ofthe exeros yer shal
ot enced by more than 10 percent the value given in
T2
1:23 Increase in Permiibe Stresses
‘Where transe to wind (oearthgant) eerste
and vintage effets ae combined with hase det
‘ead tive 2 impact fad tbe stesses specified in
“ables 21,2 nd 23 may be exceeded yp lio
23 pen Wd uni oe ss tte
considered as acting simultaneously
‘able 21 Permishe Stress in Concrete 15 456:2000
(Clos 813,821,822, B23 nd 8-42)
oe Tee =,
o @ E w
2 htt ran in by pr ra cree.
8:3 PERMISSIBLE LOADSIN COMPRESSION
MEMBERS
1-31 Pedestals and Short Columas with atera
Tes
‘Te axial 108 permisible on a pedestal or sor
alma reinorrd with longi bas and era
Ses hall not een that given by the following
cation
‘Ga= pense ses incon in diet
xciuin any finishing materia and
permissible compressive stress for
osent arc of he longitu
1:32 Short Columns with Helical Reinforcement
‘The permissible load for columas with lial
rence tin be rsemento 924 sll
621.08 tines he permise nd fers member
i teal eso ag
3 Long Columns
The maximum permisible stress ina reinforces
concrete column or prt thereat having rato of
cie olor eng teas tral dinension above
12 shal not exceed that which revue fom the
mul fe appropriate maximum permissible
Stes 3 secc under BA and B22 by he
Colin C given by be folowing foma:
ms
Gus
where
€,» ion coins
five eng of column nd
est lateral dimension of cotes fer
the deu fie co,
Former ext eur, be maximum permisible
“eses narinforcodcnsrt com par rot
Irving ar offen angst feat tea
adi of gyration above 40 shal mot cond those
‘hic est rom he mulpiaon of proto
sim permite arte specified under Bl
and 224y econ C given y the following
Forma
tas - he
Pa
vereda se east rios of gyration
834 Compose Colemns
2) Allowable load — The allowable axis! Ind P
Oma composite column consisting of stra
el renom luna therughl encased
amer nord with both longa and
Sir einoremen shallot nca baten
y e flowing form
Pea. A+ A+ OA,
(Clos 813,821,822, B23 nd 8-42)
oe Tee =,
o @ E w
2 htt ran in by pr ra cree.
8:3 PERMISSIBLE LOADSIN COMPRESSION
MEMBERS
1-31 Pedestals and Short Columas with atera
Tes
‘Te axial 108 permisible on a pedestal or sor
alma reinorrd with longi bas and era
Ses hall not een that given by the following
cation
‘Ga= pense ses incon in diet
xciuin any finishing materia and
permissible compressive stress for
osent arc of he longitu
1:32 Short Columns with Helical Reinforcement
‘The permissible load for columas with lial
rence tin be rsemento 924 sll
621.08 tines he permise nd fers member
i teal eso ag
3 Long Columns
The maximum permisible stress ina reinforces
concrete column or prt thereat having rato of
cie olor eng teas tral dinension above
12 shal not exceed that which revue fom the
mul fe appropriate maximum permissible
Stes 3 secc under BA and B22 by he
Colin C given by be folowing foma:
ms
Gus
where
€,» ion coins
five eng of column nd
est lateral dimension of cotes fer
the deu fie co,
Former ext eur, be maximum permisible
“eses narinforcodcnsrt com par rot
Irving ar offen angst feat tea
adi of gyration above 40 shal mot cond those
‘hic est rom he mulpiaon of proto
sim permite arte specified under Bl
and 224y econ C given y the following
Forma
tas - he
Pa
vereda se east rios of gyration
834 Compose Colemns
2) Allowable load — The allowable axis! Ind P
Oma composite column consisting of stra
el renom luna therughl encased
amer nord with both longa and
Sir einoremen shallot nca baten
y e flowing form
Pea. A+ A+ OA,
“able 22. Permieible Strats In Stel Reinforcement
(ChawerB:22,9.221,823 e042)
ETE OT
ry See rt Ce.
En ‘hay o
w o o © A
2 pid hg ve ate ese mo
DU ig
ri mp ti ent oe mt nt
"tit ei he pine in i i eos 8,
2 Furia wie lag oS pme
Pa por hs aie el se ler wr a ety dy ond een be
Dee
4 Vte mi rg Ode 2 a ne pri ee hl 2 pe pic
= id ane
Sona —
zer en
mae Dee ce
SF uns + ones
nerds a
70 Nm for a cast iron core; and ©) Splices and connections of metal cores — Metal
nenn N PR
A ces, em
e
(ChawerB:22,9.221,823 e042)
ETE OT
ry See rt Ce.
En ‘hay o
w o o © A
2 pid hg ve ate ese mo
DU ig
ri mp ti ent oe mt nt
"tit ei he pine in i i eos 8,
2 Furia wie lag oS pme
Pa por hs aie el se ler wr a ety dy ond een be
Dee
4 Vte mi rg Ode 2 a ne pri ee hl 2 pe pic
= id ane
Sona —
zer en
mae Dee ce
SF uns + ones
nerds a
70 Nm for a cast iron core; and ©) Splices and connections of metal cores — Metal
nenn N PR
A ces, em
e
nad ors the lat e Fong tae
nee scordanos wi 34 To bue of
the meal section bal be eg one,
‘he lad fom the eae composite columns 1
the footing, o may be designed to taster
te lead rom he metal ston only provided
itis placed in he pe os pedestal e eve
Angle seco conecte above be ore
ner of od fom the reinforced cone
Section of he column by means fand onthe
Vertical reinforcement and by direct
Compresion ene concrete, Taser of lots
to the metal cre sl be povided or by the
ue oh mentes such as bil, trek.
or ote poste connections hse sal fe
provided a the wp ofthe mel core and a
Intermediate for levee were required. Te
columnas a whole shallot the requirements
ff formula given under (a) at any point: in
tion os, he reinforced once prion
Shall be designed to cay, acc o BAL
‘or 8:32 as the case may be, all Noor loads
Bros eo the este at ees Between the
‘etal rackets cr connections Im appying the
Formula under BL 08-32 the gross ae of
‘cm al be ake to be the area of the
Conecte econ ote he metal oe athe
‘Sowableoadon erie ont con
‘hall be fuer Lied 0 028 / mo poss
Seen aca fe column.
Allmable Load on Metal Core Only — The
mea core of composite columns shall be
signed 1 carry sfly any constuction or
‘te Ids toe placed upon hm prior et
124 MEMBERS SUBJECTED TO COMBINED
AXIAL LOAD AND BENDING
1.4: Design Base on Uneraced Section
A member sojete ail od and bending (eto
sent of ad, monolithic contin, tal
forces, e) shal be considered safe provided the
folowing onions ae sisi
3
DRE
» Se
cale direct compesie ses
1. = pemisbe ei compressive est
Ga = Salenlted bending compressive
Stress cree an
Qu = permissible bending compressive
15 46:20
9) Thereulan tension in cert not preter
(dan pce and 2 percent of de estat
pression fr axl ad nal bending
‘expect docs ot exceed he ours,
the? dy modus of pe of cont
aaa
ae À ce ou nt 2
matte pm
SS
res
BA2 Design Based on Cracked Section
Abe requirements specified in BA. are ot sa,
the nes in concrete and cl shal o calcule
ty the theory of racha ection in which he ee
resistance of concrete i ignored fe enced
esses ae wii the permissible res specie in.
Tale 21,22 nd 23 be section may e asumo be
a
od fm an nd cht cn cach ci o
dema e o on
een
‘Resend nemo emt
Rene
Members subject combined diet ade sure
ad abl be designed y rt stat method an 398
ep appropriate a facts iento Tate
16
BS SHEAR
5.1 Nomina Shear Stress
‘The nominal shear stress €, in beams or slabs of
rife dep shall be etd by the following
equation
Rls
= shear fre det design ods,
nee scordanos wi 34 To bue of
the meal section bal be eg one,
‘he lad fom the eae composite columns 1
the footing, o may be designed to taster
te lead rom he metal ston only provided
itis placed in he pe os pedestal e eve
Angle seco conecte above be ore
ner of od fom the reinforced cone
Section of he column by means fand onthe
Vertical reinforcement and by direct
Compresion ene concrete, Taser of lots
to the metal cre sl be povided or by the
ue oh mentes such as bil, trek.
or ote poste connections hse sal fe
provided a the wp ofthe mel core and a
Intermediate for levee were required. Te
columnas a whole shallot the requirements
ff formula given under (a) at any point: in
tion os, he reinforced once prion
Shall be designed to cay, acc o BAL
‘or 8:32 as the case may be, all Noor loads
Bros eo the este at ees Between the
‘etal rackets cr connections Im appying the
Formula under BL 08-32 the gross ae of
‘cm al be ake to be the area of the
Conecte econ ote he metal oe athe
‘Sowableoadon erie ont con
‘hall be fuer Lied 0 028 / mo poss
Seen aca fe column.
Allmable Load on Metal Core Only — The
mea core of composite columns shall be
signed 1 carry sfly any constuction or
‘te Ids toe placed upon hm prior et
124 MEMBERS SUBJECTED TO COMBINED
AXIAL LOAD AND BENDING
1.4: Design Base on Uneraced Section
A member sojete ail od and bending (eto
sent of ad, monolithic contin, tal
forces, e) shal be considered safe provided the
folowing onions ae sisi
3
DRE
» Se
cale direct compesie ses
1. = pemisbe ei compressive est
Ga = Salenlted bending compressive
Stress cree an
Qu = permissible bending compressive
15 46:20
9) Thereulan tension in cert not preter
(dan pce and 2 percent of de estat
pression fr axl ad nal bending
‘expect docs ot exceed he ours,
the? dy modus of pe of cont
aaa
ae À ce ou nt 2
matte pm
SS
res
BA2 Design Based on Cracked Section
Abe requirements specified in BA. are ot sa,
the nes in concrete and cl shal o calcule
ty the theory of racha ection in which he ee
resistance of concrete i ignored fe enced
esses ae wii the permissible res specie in.
Tale 21,22 nd 23 be section may e asumo be
a
od fm an nd cht cn cach ci o
dema e o on
een
‘Resend nemo emt
Rene
Members subject combined diet ade sure
ad abl be designed y rt stat method an 398
ep appropriate a facts iento Tate
16
BS SHEAR
5.1 Nomina Shear Stress
‘The nominal shear stress €, in beams or slabs of
rife dep shall be etd by the following
equation
Rls
= shear fre det design ods,
= breath of hemember, whic or anged
ction lt be ken the breadth of
‘he woh, and
= elective dept,
BSL Bear Veis Depth
In the case of beams of varying depth the equation
shall be modified as
where
VD and dare the same sin BS,
M = bending momen she section, and
B = angle between the top and he boom
des ole bam
‘The negative sin in the formula aplies when the
ending moment M incas numencaly ine sae
direcion as eco depth increases, an the
paire sign when the moment creates numeral
a iron
1:52 Design Shear Strength of Concrete
1.521 The permisible shear sues in concrets in
‘rams wit earrinforeemenisgrenin Tale 23
52.1 For oli labs the permise shear tess
An concrete shall be kt, whee atte ale given
teow:
Dalai TS 20 25 ER 1S 10
fado ma more les
x 195 110 115 120125 130
ROTE da o 0
cs
B-822 Shear Strength of Members Under Axial
Compresion
For member subjects to axial compression P,
(he permisible shear stress in concrete, given
in Table 2, shall be malliplied bythe following
fete
se
a
ut not exceeding 1.5
P axial compressive force in N,
A, = res area cone secon in,
Es]
= characteristic compressive steagh of
523 Wi Shear Reinforcement
‘When shee reinforcement it provided the nominal
shear es besa shal norcesd €, ven
‘abled,
Table 23 Permiebl Sher Strs In Conerete
(Clanes BEN. B2N 8-42, 852,822, 0-59,8-54, 8-55 1,B553, PERLE Den B43 sod Table)
we ‘ea Shar Sala ment, In
ene or
w o @ oo © o
tur enna ome i ost five ppm mi
a]
ction lt be ken the breadth of
‘he woh, and
= elective dept,
BSL Bear Veis Depth
In the case of beams of varying depth the equation
shall be modified as
where
VD and dare the same sin BS,
M = bending momen she section, and
B = angle between the top and he boom
des ole bam
‘The negative sin in the formula aplies when the
ending moment M incas numencaly ine sae
direcion as eco depth increases, an the
paire sign when the moment creates numeral
a iron
1:52 Design Shear Strength of Concrete
1.521 The permisible shear sues in concrets in
‘rams wit earrinforeemenisgrenin Tale 23
52.1 For oli labs the permise shear tess
An concrete shall be kt, whee atte ale given
teow:
Dalai TS 20 25 ER 1S 10
fado ma more les
x 195 110 115 120125 130
ROTE da o 0
cs
B-822 Shear Strength of Members Under Axial
Compresion
For member subjects to axial compression P,
(he permisible shear stress in concrete, given
in Table 2, shall be malliplied bythe following
fete
se
a
ut not exceeding 1.5
P axial compressive force in N,
A, = res area cone secon in,
Es]
= characteristic compressive steagh of
523 Wi Shear Reinforcement
‘When shee reinforcement it provided the nominal
shear es besa shal norcesd €, ven
‘abled,
Table 23 Permiebl Sher Strs In Conerete
(Clanes BEN. B2N 8-42, 852,822, 0-59,8-54, 8-55 1,B553, PERLE Den B43 sod Table)
we ‘ea Shar Sala ment, In
ene or
w o @ oo © o
tur enna ome i ost five ppm mi
a]
15231 For lbs, 5, shllntexcte al value
of ren Tale
1.53 Minimum Shear Reinforcement
‘When , ele an, pivn in Table 23, minimum.
‘eat enforcement lle provided in sconce
wi 65.8
BSA Design of Shear Reinforcement
When €, exceeds 1, given in Table 23, shear
‘enforcement povided ay fie ovins
forme
1) Verl sms,
1) Beat bars along wih rap, and
©) Inline simp
Were Reap br re provided, hei onen,
tomar shear resistance sal no be mor aa hal
that ofthe fot her renforcement
‘Sheareinforcement sal be provide cary shear
equal VF Tesceaghof bet reiaforcement
Va be scale a blows
2) For veri tps
Su Ag
9) Por inclined sap oa seis f tas bet
ferent creases:
vdd (sin a+ cos)
© rage br ige pf ee a
oA sings
(otters sectional reno! timp eet
oe best bars within a diane,
spacing othe stipe or bent bar
Along ths length of be member
design sear strength of he cone,
‘aged Seams al be taken ase
breath of he weh,
9. = permissible tensile stes in shear
Teinfrsement wich shallot ken
15 4562000
roter han 230 Nina’,
& = angle hetecn the icine strep or
erp ar and xl member,
estan 4S and
d= etre depth
ÉD ds
nen Enr
BS Bahanced Shea Strength of Sections Close
te Support
BSS General
Shea flue at sections of beums and cantilevers
Weihe shear reinforcement will nomal occur on
‘line incline an angle 30° 10e horizontal, ie
Engle of are plane i forced 1 e aline more
‘Heeply than this (cause the section considered
(=X) in Fig. 2 lee 0 a sup or fr oder
reasons the aber fre required produce ula
increased
‘The enhancement of shear suength may be taken
Int account inthe design sections car support
by increasing design shear steagth of concrete ©,
1924 1/a, provided thatthe design sear ares al
the face of sport remain less than the Vales
ven in Table 23. Account may be taken of the
Considered is corr o the face of a support of
Soncetratd lad than wie th effective dep de
Tobeeffstive, tension reinforcement shoulenead
nach sde ofthe point where streets by a
posible fare plane fora distance a las equl >
the effective depth, or be provided wi
equivalent anchorage.
19552 Shear Reinfocemen for Sections Clove 10
Suppons
shear reintercement required he tl arf his
Asap
: 24 5/0, VONT, 2 0405/08,
"This renforcement should be provided within the
rida re quar a, Wher , le ls hand.
erin sear roces will be moe effective
than veri
‘Table 24 Maximum Shear Str, 5, nm!
(Closes 523,8-5231, RSS REIN
as
of ren Tale
1.53 Minimum Shear Reinforcement
‘When , ele an, pivn in Table 23, minimum.
‘eat enforcement lle provided in sconce
wi 65.8
BSA Design of Shear Reinforcement
When €, exceeds 1, given in Table 23, shear
‘enforcement povided ay fie ovins
forme
1) Verl sms,
1) Beat bars along wih rap, and
©) Inline simp
Were Reap br re provided, hei onen,
tomar shear resistance sal no be mor aa hal
that ofthe fot her renforcement
‘Sheareinforcement sal be provide cary shear
equal VF Tesceaghof bet reiaforcement
Va be scale a blows
2) For veri tps
Su Ag
9) Por inclined sap oa seis f tas bet
ferent creases:
vdd (sin a+ cos)
© rage br ige pf ee a
oA sings
(otters sectional reno! timp eet
oe best bars within a diane,
spacing othe stipe or bent bar
Along ths length of be member
design sear strength of he cone,
‘aged Seams al be taken ase
breath of he weh,
9. = permissible tensile stes in shear
Teinfrsement wich shallot ken
15 4562000
roter han 230 Nina’,
& = angle hetecn the icine strep or
erp ar and xl member,
estan 4S and
d= etre depth
ÉD ds
nen Enr
BS Bahanced Shea Strength of Sections Close
te Support
BSS General
Shea flue at sections of beums and cantilevers
Weihe shear reinforcement will nomal occur on
‘line incline an angle 30° 10e horizontal, ie
Engle of are plane i forced 1 e aline more
‘Heeply than this (cause the section considered
(=X) in Fig. 2 lee 0 a sup or fr oder
reasons the aber fre required produce ula
increased
‘The enhancement of shear suength may be taken
Int account inthe design sections car support
by increasing design shear steagth of concrete ©,
1924 1/a, provided thatthe design sear ares al
the face of sport remain less than the Vales
ven in Table 23. Account may be taken of the
Considered is corr o the face of a support of
Soncetratd lad than wie th effective dep de
Tobeeffstive, tension reinforcement shoulenead
nach sde ofthe point where streets by a
posible fare plane fora distance a las equl >
the effective depth, or be provided wi
equivalent anchorage.
19552 Shear Reinfocemen for Sections Clove 10
Suppons
shear reintercement required he tl arf his
Asap
: 24 5/0, VONT, 2 0405/08,
"This renforcement should be provided within the
rida re quar a, Wher , le ls hand.
erin sear roces will be moe effective
than veri
‘Table 24 Maximum Shear Str, 5, nm!
(Closes 523,8-5231, RSS REIN
as
15 4562000
1553, Enhanced Shear Strength Near Supports
¿Simple Approach)
‘The procedure given in 8-55 and B552 may be
sed for all termo, However for beams camping
early uniform lad or where e pénal oad it
Toca Frhr han fom the face of appr e
ars maybe let section aia d
From face of support. The valo! +, incl
in accordance with ble 23 and appropriate ser
feiforement is provided a section closer 10 the
‘Stop no ute heck fo sch seta eqied
3.6 TORSION
B61 Genera
sce erase te
rene ee
Se een ne
se ran md
Ma pada ee
a ie
cda
leal reten 1 nnd fra ions
B-6.1.1 The design tales aid down in B63
nd B64 shal apply 1 Dears of sli rectangular
fronsecton However, ete lose may aso be
Spied to Mange teams by ubsiing 6, fr bin
‘wich cae they are general conservative reo
“pest erature maybe ler
1:62 Critical Secon
Sen za ie on ee
a ein telas
Pe avira sce
ps
13 Sharan Ten
pre
esa ar, sl led om de
vol
where
Y, = quilates
shes,
toria moment, and
b= breath of beam.
“The equivalent mia) her st, in hi case
‘hal be calculated a piven in BLS, except for
<sbsiuig V by Y, Te als [£a otenceed
the vals f 5, given Table 24)
14:32 Ir equivalen nominal shear sess , dues
tot exced 1, given in Table 2, minimum tear
feinforcemestsball be provided as specified
Le
1:63. 1 £, exceeds «, given in Table 2, both
longitudinal nd transverse reinforcement shal be
[povided in ccordune with Be
1.64. Renforcement in Members Subjected to
Tonos
B-6A1 Reinforcement fr rin, when regard
shall const of longitudinal and transverse
reinforcement
1642 Longitudinal Reinforcement
“The longitudinal renforcement sal be designed to
resis an equivalent bending moment My given by
MMM,
she
= bedine moment st the rotation and
where Tis he toria!
momen, D is overall depth of he
team and bebe bre of te beam,
126421 Ifthe numerical valve of M, a defined.
in B-442 cxcced the numerica) vale of the moment
“Tonga einforemen all be provided a
(be esta compresion fc, such hat he beam can
tho ind an equivalent moment M, given by
Moe MM, be moment M, being ake ang in
the opposite sense othe met
BAS Travers Reinforcement
Two legged closed hoops enclosing the corer
Tongitodina bar shal ave an area of cross-section
er
Es YS baths
Fao "Tae, eet
Anse rénforemen shall tb es than
(t=) bor,
torsional moment,
hea foe,
1553, Enhanced Shear Strength Near Supports
¿Simple Approach)
‘The procedure given in 8-55 and B552 may be
sed for all termo, However for beams camping
early uniform lad or where e pénal oad it
Toca Frhr han fom the face of appr e
ars maybe let section aia d
From face of support. The valo! +, incl
in accordance with ble 23 and appropriate ser
feiforement is provided a section closer 10 the
‘Stop no ute heck fo sch seta eqied
3.6 TORSION
B61 Genera
sce erase te
rene ee
Se een ne
se ran md
Ma pada ee
a ie
cda
leal reten 1 nnd fra ions
B-6.1.1 The design tales aid down in B63
nd B64 shal apply 1 Dears of sli rectangular
fronsecton However, ete lose may aso be
Spied to Mange teams by ubsiing 6, fr bin
‘wich cae they are general conservative reo
“pest erature maybe ler
1:62 Critical Secon
Sen za ie on ee
a ein telas
Pe avira sce
ps
13 Sharan Ten
pre
esa ar, sl led om de
vol
where
Y, = quilates
shes,
toria moment, and
b= breath of beam.
“The equivalent mia) her st, in hi case
‘hal be calculated a piven in BLS, except for
<sbsiuig V by Y, Te als [£a otenceed
the vals f 5, given Table 24)
14:32 Ir equivalen nominal shear sess , dues
tot exced 1, given in Table 2, minimum tear
feinforcemestsball be provided as specified
Le
1:63. 1 £, exceeds «, given in Table 2, both
longitudinal nd transverse reinforcement shal be
[povided in ccordune with Be
1.64. Renforcement in Members Subjected to
Tonos
B-6A1 Reinforcement fr rin, when regard
shall const of longitudinal and transverse
reinforcement
1642 Longitudinal Reinforcement
“The longitudinal renforcement sal be designed to
resis an equivalent bending moment My given by
MMM,
she
= bedine moment st the rotation and
where Tis he toria!
momen, D is overall depth of he
team and bebe bre of te beam,
126421 Ifthe numerical valve of M, a defined.
in B-442 cxcced the numerica) vale of the moment
“Tonga einforemen all be provided a
(be esta compresion fc, such hat he beam can
tho ind an equivalent moment M, given by
Moe MM, be moment M, being ake ang in
the opposite sense othe met
BAS Travers Reinforcement
Two legged closed hoops enclosing the corer
Tongitodina bar shal ave an area of cross-section
er
Es YS baths
Fao "Tae, eet
Anse rénforemen shall tb es than
(t=) bor,
torsional moment,
hea foe,
Spacing ofthe sr enforcement
tis in he diction othe wih,
Bars inthe icon of the dep,
Brent of th member
1s 456: 2000
permissible sense strse in shear
Foiforcemen,
even shear stress a specified in
B61, 108
shear suengtofte one a ec
in Tale
tis in he diction othe wih,
Bars inthe icon of the dep,
Brent of th member
1s 456: 2000
permissible sense strse in shear
Foiforcemen,
even shear stress a specified in
B61, 108
shear suengtofte one a ec
in Tale
15 456: 2000
ANNEX €
(Chaser 23.2, 2321 end 42.1)
‘CALCULATION OF DEFLECTION
CA TOTAL DEFLECTION
“CL Theta deacon shale ten athe um of
the shotte deflection determined in sccordance
Wi C3 andthe long-term deflection, accordance
For continus beams, defection shall be calcule
sing the values off, ad M, modified by the
feowing equal:
non [S22] ota
With C3 and Co
where
2 SHORT-TERM DEFLECTION X = mid vas ofX
21 The shonerm deletion maybecaelatedby XX = values of X atthe supports,
the run methods fr eli defections wing te
Sortie modas of lary of ence E. aná
fn effective moment of inertia I given by the
Following eun:
X = value ofX arid span,
= cote given in Tale 25, and
X = valo of oF, appropriate,
© DEFLECTION DUE TO SHRINKAGE
©31 The defiction due to hinkage a, may be
Compu om salia ao
Bale tanh Yul
where à cosa dent upon te spp
1, = moment of ei oft ced seco, eae
fale,
racking moment, equ to = where
ais the modes of rope of coset,
1, & de moment fier of he rst
‘ction about the centoidal a
electing the reinforcement and ys
Aisance from centrar axis of gros
‘ection, neglecting the reinforcement 0
treme ie menden,
‘maximum moment under sevice ons,
ph ofneural nie,
eis dep
OS forcantleers,
(0.125 for simply supported members,
0086 for member continuous at one en
nd
0063 fr fly continuous members.
a na crane equ 8 $8
where € ithe ultimate shrinkage sain conte |
cee 624),
Adm ARs teats SR 10
rouse Rahs iota -n210
“Table 25 Value Cocot,
(Clase 21)
ANNEX €
(Chaser 23.2, 2321 end 42.1)
‘CALCULATION OF DEFLECTION
CA TOTAL DEFLECTION
“CL Theta deacon shale ten athe um of
the shotte deflection determined in sccordance
Wi C3 andthe long-term deflection, accordance
For continus beams, defection shall be calcule
sing the values off, ad M, modified by the
feowing equal:
non [S22] ota
With C3 and Co
where
2 SHORT-TERM DEFLECTION X = mid vas ofX
21 The shonerm deletion maybecaelatedby XX = values of X atthe supports,
the run methods fr eli defections wing te
Sortie modas of lary of ence E. aná
fn effective moment of inertia I given by the
Following eun:
X = value ofX arid span,
= cote given in Tale 25, and
X = valo of oF, appropriate,
© DEFLECTION DUE TO SHRINKAGE
©31 The defiction due to hinkage a, may be
Compu om salia ao
Bale tanh Yul
where à cosa dent upon te spp
1, = moment of ei oft ced seco, eae
fale,
racking moment, equ to = where
ais the modes of rope of coset,
1, & de moment fier of he rst
‘ction about the centoidal a
electing the reinforcement and ys
Aisance from centrar axis of gros
‘ection, neglecting the reinforcement 0
treme ie menden,
‘maximum moment under sevice ons,
ph ofneural nie,
eis dep
OS forcantleers,
(0.125 for simply supported members,
0086 for member continuous at one en
nd
0063 fr fly continuous members.
a na crane equ 8 $8
where € ithe ultimate shrinkage sain conte |
cee 624),
Adm ARs teats SR 10
rouse Rahs iota -n210
“Table 25 Value Cocot,
(Clase 21)
where Pe OA and pu OA
a y
and Dis te total dept ofthe sei, and Ls
length of span
(C4 DEFLECTION DUE TO CREEP
CALL The creep dei due o permanet lads
om yt ie om the lowing eqn
15 456: 2000
whee
ms = iil plo creep deflection du o
Permanest ads bed wing an
Clase asas with an eco
mode of la
. 4
15
jm = thort-term defection due to
Pemasent od sing E
rio decepcion
a y
and Dis te total dept ofthe sei, and Ls
length of span
(C4 DEFLECTION DUE TO CREEP
CALL The creep dei due o permanet lads
om yt ie om the lowing eqn
15 456: 2000
whee
ms = iil plo creep deflection du o
Permanest ads bed wing an
Clase asas with an eco
mode of la
. 4
15
jm = thort-term defection due to
Pemasent od sing E
rio decepcion
ANNEX D
(Cases 44 and 37.1.2)
SLARS SPANNING IN TWO DIRECTIONS
DA RESTRAINED SLABS D-16 Atadscoanuonedgesnegaivemaments may
LO When the comer aa lab ae preven frum Se. They depend onthe ogr ol ity atthe edge
ing. be lab may be designed as poid in DL ofthe abut in ener tension rifrcement gua
(oD 1030 pct of tat provided a mi-pan extending
DALA Thomaximumtendng manent per unit witty 0119 th span willbe saint
in ab are ive by he Flowing equations: AT Reinforcement in edge si, parallel to hat
a cage, al comply wie mio sve in Section
My =a, it 5 and the requirements fr ion given in DAS
rare Da.
shore 1148 Tosion enforcement shall be provide at sny
“sand ae cocci gvenin Tile 24, Sor hte tesa is simply soportan bola
ve = ttl design lad pr oni ae,
edges mecng at at coter tall cost of up
Ad boom enormen each with ayer of bars
MoM, > moments on sia of et width a pr oth ser De sla nd evening
Spanning (and, respectively. fom te edges à minimum distance of nei ok
and he bone span The area ot rifocement ineschef
‘and, = lots ofthe sorter span and thse four layers sal be rec quart of he ac
Tonga pan especie required for be maximum mida moment othe
+12 Sab arecomidertasdividetineac diction“
no midi sis and edge sisas show a Fig.28D-L9 Torsion reiforcement equal
tal tat
themida sp bing tes quan ofthe width and described in D-L shall be provided a a corner
Sicheige sp ane cho the vid sane y ige over ony one o wich Be D
‘The maximum moment leid an DAA
‘ply ony tothe mile is ad o restibaion _ D-L10 Torsion reinfrcements ned ot be provi
Stal be mado al any cores contained badges over bth of which
lA Tension einforcemen povided at mid-panin {lab continuo,
‘he mile sip sal extend inthe lower pat of the D-L. Torsion
slabto within 028 ef coins edge 00.18 [of be designed as sparing one way:
‘dincomtnaos edge,
ALS Over th cominuous edges of «mile sp,
ser than 2, th sab shall
D2 SIMPLY SUPPORTED SLABS
(betensonreinfreementaienendinusupperpurt D--L When simply supported slabs do no have
‘ofthe la aisance of 15 tom e suppor, and degute provision o resist sion at cotes and 0
E hy y. 1
iit ==
ao ah] o i
254 Fon Sr 250 Fon Sr
Fe. 25. Dis op Stan so Minot a Ene Sones
(Cases 44 and 37.1.2)
SLARS SPANNING IN TWO DIRECTIONS
DA RESTRAINED SLABS D-16 Atadscoanuonedgesnegaivemaments may
LO When the comer aa lab ae preven frum Se. They depend onthe ogr ol ity atthe edge
ing. be lab may be designed as poid in DL ofthe abut in ener tension rifrcement gua
(oD 1030 pct of tat provided a mi-pan extending
DALA Thomaximumtendng manent per unit witty 0119 th span willbe saint
in ab are ive by he Flowing equations: AT Reinforcement in edge si, parallel to hat
a cage, al comply wie mio sve in Section
My =a, it 5 and the requirements fr ion given in DAS
rare Da.
shore 1148 Tosion enforcement shall be provide at sny
“sand ae cocci gvenin Tile 24, Sor hte tesa is simply soportan bola
ve = ttl design lad pr oni ae,
edges mecng at at coter tall cost of up
Ad boom enormen each with ayer of bars
MoM, > moments on sia of et width a pr oth ser De sla nd evening
Spanning (and, respectively. fom te edges à minimum distance of nei ok
and he bone span The area ot rifocement ineschef
‘and, = lots ofthe sorter span and thse four layers sal be rec quart of he ac
Tonga pan especie required for be maximum mida moment othe
+12 Sab arecomidertasdividetineac diction“
no midi sis and edge sisas show a Fig.28D-L9 Torsion reiforcement equal
tal tat
themida sp bing tes quan ofthe width and described in D-L shall be provided a a corner
Sicheige sp ane cho the vid sane y ige over ony one o wich Be D
‘The maximum moment leid an DAA
‘ply ony tothe mile is ad o restibaion _ D-L10 Torsion reinfrcements ned ot be provi
Stal be mado al any cores contained badges over bth of which
lA Tension einforcemen povided at mid-panin {lab continuo,
‘he mile sip sal extend inthe lower pat of the D-L. Torsion
slabto within 028 ef coins edge 00.18 [of be designed as sparing one way:
‘dincomtnaos edge,
ALS Over th cominuous edges of «mile sp,
ser than 2, th sab shall
D2 SIMPLY SUPPORTED SLABS
(betensonreinfreementaienendinusupperpurt D--L When simply supported slabs do no have
‘ofthe la aisance of 15 tom e suppor, and degute provision o resist sion at cotes and 0
E hy y. 1
iit ==
ao ah] o i
254 Fon Sr 250 Fon Sr
Fe. 25. Dis op Stan so Minot a Ene Sones
‘Table 26 Beodlog Moment Cuties for Rectangular P
Four Side with Provision for Torsion at Corners
Lo
Se aaa
AT
SS a se a ee
De wey eames ae Se ast ee
al
A
nm
mé,
e on on am am am
namens per unt wid ar given bythe folowing
und 0, and are moment coeficionto
unio fives in ae 27
Mina wi D-2L1 Atleast SO percent of the tension
FE reinforcement povided at mid-pan should extend
yey wt to the supports The remaining 50 percent should
were ten 10 within OL [or Dl, of the suppor, as
MM, 104, 4, 0 same as oui DL, appropiate
"Table 27 Bending Moment Coeficiente or Sabe Spanning in Two Directions at
‘Right Angles, Simply Supported on Four Side
se DAV
Four Side with Provision for Torsion at Corners
Lo
Se aaa
AT
SS a se a ee
De wey eames ae Se ast ee
al
A
nm
mé,
e on on am am am
namens per unt wid ar given bythe folowing
und 0, and are moment coeficionto
unio fives in ae 27
Mina wi D-2L1 Atleast SO percent of the tension
FE reinforcement povided at mid-pan should extend
yey wt to the supports The remaining 50 percent should
were ten 10 within OL [or Dl, of the suppor, as
MM, 104, 4, 0 same as oui DL, appropiate
"Table 27 Bending Moment Coeficiente or Sabe Spanning in Two Directions at
‘Right Angles, Simply Supported on Four Side
se DAV
15 456: 2000
ANNEX E
(Clase 252)
‘EFFECTIVE LENGTH OF COLUMNS
Inthe absence of moc exact analy, be five
lengthofcolumosin raed rots maybe bined
from thera elle eng io sopor eg
[givenin ig 26 when reve placement othe
nds of the col is prevented and in Fig. 26 when
relative Ineral displacement of the ends ix not
prevented. Inthe later ease, recommended hat
the effective eat aio may or be anto be
es an 12
Emer Na er a ty pers
2 arama eo ¿E
2 To determine wheter a column o say ir
Any column, abi ide may be compe at
‘ven below
0-44
Wh
ee
TEP, = sm of ai lds o al om in de
ser.
8, = elacally computed fint order nea
detection,
‘oa late fore ating within tre,
ond
h, = height of he storey.
IQ SO D ten the column at frame maybe taken
sno sw column, otherwite the column will be
Cenaidered sway column.
1.3 For normal usage assuming caia conditions,
the effective length on given plane may be
En ‘sewed on e ui Tale 28,
moco 10
os x
0
A os
el
or
oy
ren AE
OF DION Ga 05 Ge 07 08 05
ANNEX E
(Clase 252)
‘EFFECTIVE LENGTH OF COLUMNS
Inthe absence of moc exact analy, be five
lengthofcolumosin raed rots maybe bined
from thera elle eng io sopor eg
[givenin ig 26 when reve placement othe
nds of the col is prevented and in Fig. 26 when
relative Ineral displacement of the ends ix not
prevented. Inthe later ease, recommended hat
the effective eat aio may or be anto be
es an 12
Emer Na er a ty pers
2 arama eo ¿E
2 To determine wheter a column o say ir
Any column, abi ide may be compe at
‘ven below
0-44
Wh
ee
TEP, = sm of ai lds o al om in de
ser.
8, = elacally computed fint order nea
detection,
‘oa late fore ating within tre,
ond
h, = height of he storey.
IQ SO D ten the column at frame maybe taken
sno sw column, otherwite the column will be
Cenaidered sway column.
1.3 For normal usage assuming caia conditions,
the effective length on given plane may be
En ‘sewed on e ui Tale 28,
moco 10
os x
0
A os
el
or
oy
ren AE
OF DION Ga 05 Ge 07 08 05
15 456 : 2000
Table 28 Etre Length of Compression Members
E
pS pas
je} 101 1201
& = en
a) 201 201
/
/
NOTE mt ng ori be
Table 28 Etre Length of Compression Members
E
pS pas
je} 101 1201
& = en
a) 201 201
/
/
NOTE mt ng ori be
ANNEX
(Clases 3532 and 6.1)
‘CALCULATION OF CRACK WIDTH
Provide thatthe ain in he tension eafrcement
ismied1008 F JE, the design surface eck wd,
hich sould no excel the approprite vale given
in 36.32 may be calculated from the follow
Design surface cack wih
me He =]
sane route point considered othe
Surface ofthe retest oil Bar,
aa = minimum cover othe onda ba
= avenge sel tin at one,
A = overall depth of he member and
= depth ofthe seul x
‘The average sel tai €, maybe caused onthe
ais of he following seimptio:
"Te const andthe tel ae oth considered in be
filly cli intensonand incompreson. These
‘ods of the tee may be kena 200 KN td
the chaste modal ofthe concreto as dene rom
he equation given in 231 both in compression and
“These asompalons ae ihren Fi. 28,
where
= the dep fom the compression fac tthe
eral sa
{the maximum compresive sess in the
4, = thane res inthe reinforcement and
E, = de mac ela of infrument.
Alteraively as an approximato, it wil normal
be saco call steel ess ne bait
facies section ad en educ is by an amount
equal ot tensile fre generated bythe angular
sais, having vale fz atthe nee ai
nd a value atthe centroid ofthe tension stool of
IN nstetaneouly,eduing 1 055 Nin? in
the longer, acting over he tension 20e divided by
the steel aren Forarectangulr tension oe, gives
» (h-Nlans)
BEA (=)
whee
A, = are ofteson reinforcement,
5 = widtof the section tthe centoidof the
tension sel,
E, = sain tte eel considered calculated
[enon the lens ote concrete a
the tension zone,
= stance fom te compresion fret the
at at which de cack wiih is Being
men
rene Pre
we te
i I
A. e
:
7 t sTmEgG IN CONCRETE
e] Sul TRES
wu
9s
(Clases 3532 and 6.1)
‘CALCULATION OF CRACK WIDTH
Provide thatthe ain in he tension eafrcement
ismied1008 F JE, the design surface eck wd,
hich sould no excel the approprite vale given
in 36.32 may be calculated from the follow
Design surface cack wih
me He =]
sane route point considered othe
Surface ofthe retest oil Bar,
aa = minimum cover othe onda ba
= avenge sel tin at one,
A = overall depth of he member and
= depth ofthe seul x
‘The average sel tai €, maybe caused onthe
ais of he following seimptio:
"Te const andthe tel ae oth considered in be
filly cli intensonand incompreson. These
‘ods of the tee may be kena 200 KN td
the chaste modal ofthe concreto as dene rom
he equation given in 231 both in compression and
“These asompalons ae ihren Fi. 28,
where
= the dep fom the compression fac tthe
eral sa
{the maximum compresive sess in the
4, = thane res inthe reinforcement and
E, = de mac ela of infrument.
Alteraively as an approximato, it wil normal
be saco call steel ess ne bait
facies section ad en educ is by an amount
equal ot tensile fre generated bythe angular
sais, having vale fz atthe nee ai
nd a value atthe centroid ofthe tension stool of
IN nstetaneouly,eduing 1 055 Nin? in
the longer, acting over he tension 20e divided by
the steel aren Forarectangulr tension oe, gives
» (h-Nlans)
BEA (=)
whee
A, = are ofteson reinforcement,
5 = widtof the section tthe centoidof the
tension sel,
E, = sain tte eel considered calculated
[enon the lens ote concrete a
the tension zone,
= stance fom te compresion fret the
at at which de cack wiih is Being
men
rene Pre
we te
i I
A. e
:
7 t sTmEgG IN CONCRETE
e] Sul TRES
wu
9s
ANNEX G
(Cine 81)
[MOMENTS OF RESISTANCE FOR RECTANGULAR AND
"SECTIONS
6-0 The moments of resistance of rectangular nd
"econ bated on be assumptions of 38 we given
inthis annex.
GA RECTANGULAR SECTIONS
6-1. Sections Without Compresion
Relnfreement
‘The moment of resistance of rectangular sections
‘thou compression reinforcement ssid obtained
‘follows
1 Detemine the depo eta ans fromthe
following equation
de ORT, Ae
à "036 java
be vale of 5/8 ls an Him
vals (see Nate below 341), calculate the
moment of resistance by the following
mos adi)
+) Whe vale olx is equal o te min
‘alu, the momento resiste o the sec,
i given y the following expresion
ee fa
© Ma, dis restr than he ining vals, te
section haul be rose
In te above equations
ep of peal ai,
= fective depth
characterise eng orne.
AL = ares of tension reinforcement,
wid ofthe compresion face,
limiting moment of resistance of
a rection without compression
‘enforcement and
Laa = tig vate of, from DL.
6-12 Section with Compression Renforcement
Where he ultimate moment of resistance of ston
Fxceeds the limiting value, M, compression
‘eiaforcement may be obtained Ei the following
quan
M Mr A Cd)
whee
MM, ud sane ain GL,
= design ses in compression tinore-
ment carespeoding os sein of
4)
ons s Euer
the iting als of from 381,
lero eine nd
À = dep of emp rif
"Te ota are of tension reinforcement shall be
chaire from he following equation
were alia
A, sea fe otal tes enforcement,
AL, = sos ofthe ten reinforcement fora
An ALON,
62 FLANGED SECTION
(6:24 For x D, the moment of resistance may be
called tm te equation given in GL.
6-22 Thelimiing vale of be momen of esance
ofthe section may be obtained by the following.
‘ution wen ero D, des oo exceed 0.2
MX ma: and a sam sin GL,
cath oe compression facing,
ren fe we, and
hicks of he lange.
(Cine 81)
[MOMENTS OF RESISTANCE FOR RECTANGULAR AND
"SECTIONS
6-0 The moments of resistance of rectangular nd
"econ bated on be assumptions of 38 we given
inthis annex.
GA RECTANGULAR SECTIONS
6-1. Sections Without Compresion
Relnfreement
‘The moment of resistance of rectangular sections
‘thou compression reinforcement ssid obtained
‘follows
1 Detemine the depo eta ans fromthe
following equation
de ORT, Ae
à "036 java
be vale of 5/8 ls an Him
vals (see Nate below 341), calculate the
moment of resistance by the following
mos adi)
+) Whe vale olx is equal o te min
‘alu, the momento resiste o the sec,
i given y the following expresion
ee fa
© Ma, dis restr than he ining vals, te
section haul be rose
In te above equations
ep of peal ai,
= fective depth
characterise eng orne.
AL = ares of tension reinforcement,
wid ofthe compresion face,
limiting moment of resistance of
a rection without compression
‘enforcement and
Laa = tig vate of, from DL.
6-12 Section with Compression Renforcement
Where he ultimate moment of resistance of ston
Fxceeds the limiting value, M, compression
‘eiaforcement may be obtained Ei the following
quan
M Mr A Cd)
whee
MM, ud sane ain GL,
= design ses in compression tinore-
ment carespeoding os sein of
4)
ons s Euer
the iting als of from 381,
lero eine nd
À = dep of emp rif
"Te ota are of tension reinforcement shall be
chaire from he following equation
were alia
A, sea fe otal tes enforcement,
AL, = sos ofthe ten reinforcement fora
An ALON,
62 FLANGED SECTION
(6:24 For x D, the moment of resistance may be
called tm te equation given in GL.
6-22 Thelimiing vale of be momen of esance
ofthe section may be obtained by the following.
‘ution wen ero D, des oo exceed 0.2
MX ma: and a sam sin GL,
cath oe compression facing,
ren fe we, and
hicks of he lange.
15 456: 200
6-221 WbenthesiD,dercnds 02, be moment where y, = (LS x, + 065 D), But ot pete an
of resistance ofthe sesion may belle bythe D, and he ther symbols are same a in Gral
Following equation waca2,
623 For >> Dy the moment of resistance
llana maybe ca by the equations give la 6:22
then D, does no enteo 043 and 6-22. when
D, once 043; in ol cases suba x,
CA
6-221 WbenthesiD,dercnds 02, be moment where y, = (LS x, + 065 D), But ot pete an
of resistance ofthe sesion may belle bythe D, and he ther symbols are same a in Gral
Following equation waca2,
623 For >> Dy the moment of resistance
llana maybe ca by the equations give la 6:22
then D, does no enteo 043 and 6-22. when
D, once 043; in ol cases suba x,
CA
ass
ANNEX H
(Forevord)
‘COMMITTEE COMPOSITION
Cement an Corre Scion Comites, CED2
Some Exa (000) ema)
‘isd Cet ong an
(etm e Nod Dept Now De
da ne eta
Cr eng eee tn (CS Rae
ea Dig Sunt Cron Mi Rabe
ni ene yes Coa Me
ay Sree Tape Deen of Sc aye
Thou Vp ew
>
ANNEX H
(Forevord)
‘COMMITTEE COMPOSITION
Cement an Corre Scion Comites, CED2
Some Exa (000) ema)
‘isd Cet ong an
(etm e Nod Dept Now De
da ne eta
Cr eng eee tn (CS Rae
ea Dig Sunt Cron Mi Rabe
ni ene yes Coa Me
ay Sree Tape Deen of Sc aye
Thou Vp ew
>
ne N'a Aloma
ert
Car nd trad Pe em De
aia Rat Cops New De
ic el Spin and Dia New Da
eg eet a Clans
te Wt Dar Coen Tan Cena
‘enon aie ai, Ca
a D gS
De D ah BS
Pane fr Revision a Design Codes
Rs nr nent aig cial, a
becs
ae N ep New D
Sa ate Mc er Ne D
Sin Como Comet a eg Maa, asp
ert
Car nd trad Pe em De
aia Rat Cops New De
ic el Spin and Dia New Da
eg eet a Clans
te Wt Dar Coen Tan Cena
‘enon aie ai, Ca
a D gS
De D ah BS
Pane fr Revision a Design Codes
Rs nr nent aig cial, a
becs
ae N ep New D
Sa ate Mc er Ne D
Sin Como Comet a eg Maa, asp
15 4562000
Special Ab Hoe Group for Revision of 5 456
De Ran ai Coc Com al Mae ao
Special Ab Hoe Group for Revision of 5 456
De Ran ai Coc Com al Mae ao
Bureau of Indian Standards
BIS i stator institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development ofi activites of standardization, marking and quality certification of goods
and attending to connected matters in the cour}.
Copyright
BIS has the copyright of alts publications. No par ofthese publications may be reproduced in any
Form without the rir permission in writing of BIS. This does no prelude th free use, nthe course
‘ofimplementing the standard of necessary detal suchas symbols and sizes, type or grade designations
Enquiries relating o copyright be addressed tothe Director (Publications). BIS.
Review of Indian Standards
Amendments ar issued to standards as he need arises on th bai of comments, Standards are also
reviewed periodically: a standard along with amendments is reaffirmed when such review indicats
thatno changes are needed: ifthe review indicates hat changes are needed its taken up for revision,
Users of Indian Standards should ascertain hat they are in possession ofthe latest amendments or
edition by referingto the latest sue of “BIS Catalogue’ and Standards: Monthly Addition’.
‘This Ilan Standard has been developed from Doe: No, CED 2(5525)
Amendments Issued
ce Publication
Amend No, Date of we "Text Alea
BUREAU OF INDIAN STANDARDS
Headquarters
Manak Bhavan, 9 Bahadur Shah Zafar Marg. New Delhi 110002 Telegrams: Manaksanstha
‘Telephones: 3230131. 3233375, 3239402 Common al offices)
Regional ice Telephone
Central: Manok Bhavan, 9 Bahadur Shah Zafar Marg 3237617
NEW DELHI 110002 3233841
Eastem 3 UISC.L.T.Scheme VII M V.1.P. Road, Kankurgachi —— (3378499,3378561
CALCUTTA 700054 3378626,33791 20
Northern : SCO 335.336, Sector 34-A, CHANDIGARH 160 022 (603843
602025
Souhem : C.1.T. Campus, IV Cross Road, CHENNAI 600 113 235 02 16,2350442
235 1519, 23523 15,
Western: Manakalaya, E9 MIDC, Marol, And 83292 95,832 7858
MUMBAI 400093 832 7891, 832 7892
Branches : | AHMADABAD. BANGALORE, BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. NAGPUR. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
BIS i stator institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development ofi activites of standardization, marking and quality certification of goods
and attending to connected matters in the cour}.
Copyright
BIS has the copyright of alts publications. No par ofthese publications may be reproduced in any
Form without the rir permission in writing of BIS. This does no prelude th free use, nthe course
‘ofimplementing the standard of necessary detal suchas symbols and sizes, type or grade designations
Enquiries relating o copyright be addressed tothe Director (Publications). BIS.
Review of Indian Standards
Amendments ar issued to standards as he need arises on th bai of comments, Standards are also
reviewed periodically: a standard along with amendments is reaffirmed when such review indicats
thatno changes are needed: ifthe review indicates hat changes are needed its taken up for revision,
Users of Indian Standards should ascertain hat they are in possession ofthe latest amendments or
edition by referingto the latest sue of “BIS Catalogue’ and Standards: Monthly Addition’.
‘This Ilan Standard has been developed from Doe: No, CED 2(5525)
Amendments Issued
ce Publication
Amend No, Date of we "Text Alea
BUREAU OF INDIAN STANDARDS
Headquarters
Manak Bhavan, 9 Bahadur Shah Zafar Marg. New Delhi 110002 Telegrams: Manaksanstha
‘Telephones: 3230131. 3233375, 3239402 Common al offices)
Regional ice Telephone
Central: Manok Bhavan, 9 Bahadur Shah Zafar Marg 3237617
NEW DELHI 110002 3233841
Eastem 3 UISC.L.T.Scheme VII M V.1.P. Road, Kankurgachi —— (3378499,3378561
CALCUTTA 700054 3378626,33791 20
Northern : SCO 335.336, Sector 34-A, CHANDIGARH 160 022 (603843
602025
Souhem : C.1.T. Campus, IV Cross Road, CHENNAI 600 113 235 02 16,2350442
235 1519, 23523 15,
Western: Manakalaya, E9 MIDC, Marol, And 83292 95,832 7858
MUMBAI 400093 832 7891, 832 7892
Branches : | AHMADABAD. BANGALORE, BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. NAGPUR. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
AMENDMENT NO. 1 JUNE 2001
TO
15 456: 2000 PLAIN AND REINFORCED CONCRETE —CODE OF PRACTICE
(Fourth Revision)
(Page 2, Foreword ls but one line) Sat “ACI: 1995 for "ACL319: 1989
Page 1, clase 4) Dee the mane La — Horizontal distance betwen centres often rst
(Page 15, clause 58 Tile) — bi "Chemical Admiturs for "Ast
(Page 17, cause 1.1) — See be folowing forthe exiting normal ube:
Placing Conians Desreeef Stun
Bed nm
o o o
Binding once
Shallow os
Mass conte;
Lh eater
‘ame wally olas;
Bont
and ced pvemenss
‘Strip footings
Heavily riores
‘cts lat Medion 50.100
Siptom work, Medion 15:00
Pumped come
Trnch ma 100-150
sie ig.
Tremieconente Very ih Seria
Pe en
(Page 19, Table, cola, sb hdi) — abit "im or
(Page 27, clause 1353) — Dele
(Page, clase 153
2) Susi ‘species for amples ii 2, 68087,
9) Subst 9013 for 18 9103
(Page, clause 161) — Subsite “condi” Jr ‘onion in ine 3 an he lowing mate fo the exis.
marier
1) The men sng determined (om any grp of ov rom ovine cote ts res complies wth the
‘propriate ints ncoluma of abe 1
(Page 29, late 163, para) — Satine col for ‘col 2.
Page 29, lose 164 line 2) — Scheine or 162 theese may do for 163.
(Page 3, Table 1, column 3) — Sota fa = or “af and "af for af“
Price Group 3 1
TO
15 456: 2000 PLAIN AND REINFORCED CONCRETE —CODE OF PRACTICE
(Fourth Revision)
(Page 2, Foreword ls but one line) Sat “ACI: 1995 for "ACL319: 1989
Page 1, clase 4) Dee the mane La — Horizontal distance betwen centres often rst
(Page 15, clause 58 Tile) — bi "Chemical Admiturs for "Ast
(Page 17, cause 1.1) — See be folowing forthe exiting normal ube:
Placing Conians Desreeef Stun
Bed nm
o o o
Binding once
Shallow os
Mass conte;
Lh eater
‘ame wally olas;
Bont
and ced pvemenss
‘Strip footings
Heavily riores
‘cts lat Medion 50.100
Siptom work, Medion 15:00
Pumped come
Trnch ma 100-150
sie ig.
Tremieconente Very ih Seria
Pe en
(Page 19, Table, cola, sb hdi) — abit "im or
(Page 27, clause 1353) — Dele
(Page, clase 153
2) Susi ‘species for amples ii 2, 68087,
9) Subst 9013 for 18 9103
(Page, clause 161) — Subsite “condi” Jr ‘onion in ine 3 an he lowing mate fo the exis.
marier
1) The men sng determined (om any grp of ov rom ovine cote ts res complies wth the
‘propriate ints ncoluma of abe 1
(Page 29, late 163, para) — Satine col for ‘col 2.
Page 29, lose 164 line 2) — Scheine or 162 theese may do for 163.
(Page 3, Table 1, column 3) — Sota fa = or “af and "af for af“
Price Group 3 1
‘Amend No 1915 456: 2000
Page 5, cee 213 Ine?) Sie to or cr,
[Pag ee 291.40] — See Jo for, fran Jr ate ore
(Pages, ese 2642) — Suite 822 fr 829
[Page use 6522 lr Une] — Sue“ fr ‘6 am
(Pope, owe 32.25) Seine or Winde ph ae,
(Pope close 24 ne 4) Shine 1324 for 32
[Page close BA, ne nen bereite wore“ and al
A Page 65, case 34241) ast ie] — ne flowing the wor depth a og"
in as of on si, ad ata distance cut ie ei et on
(Page 68, Table col 4) Sul fr 19 pn be Lan Comino DL + I.
(Pape 7, dase AB) Sede“ or a rm
(Page, ase DA, 2) — Dot wor un
(Page cle B55, par, e 6)— Siete THe 26 fo Te 29:
(Page else 95.52) — Seta fone fore xg fr
Arabe air, fade, x 040,9/087/
(Pope, case De 1) — Ste Ware for Toni,
(Pepe 93 Fig 27) Sesto hf for ME
(ages Amer
9) Tocreerenee Fg. 28 ven in column 0 the et long wit te exlaation of e symbols wed athe Fg.
ven Dealer ay be eat ut etre te formal git o the ecungala tno nee
9) Subse compression’ or “amas nt explanation symbol a
(Pages 81010, Ammer H) — Suit te fing for te existing Ae
ANNEX HL
oreword)
COMMITTEE COMPOSITION
Cement and Cart Sectional Commitee, CED 2
ds ea a Pt Ra,
Sey ewe Diet Cnt Sl Do Me Dat
EEE mn —
Sara mtn SAS) em)" sabi
Ceres StS ms pa ng
SET
Sn
Page 5, cee 213 Ine?) Sie to or cr,
[Pag ee 291.40] — See Jo for, fran Jr ate ore
(Pages, ese 2642) — Suite 822 fr 829
[Page use 6522 lr Une] — Sue“ fr ‘6 am
(Pope, owe 32.25) Seine or Winde ph ae,
(Pope close 24 ne 4) Shine 1324 for 32
[Page close BA, ne nen bereite wore“ and al
A Page 65, case 34241) ast ie] — ne flowing the wor depth a og"
in as of on si, ad ata distance cut ie ei et on
(Page 68, Table col 4) Sul fr 19 pn be Lan Comino DL + I.
(Pape 7, dase AB) Sede“ or a rm
(Page, ase DA, 2) — Dot wor un
(Page cle B55, par, e 6)— Siete THe 26 fo Te 29:
(Page else 95.52) — Seta fone fore xg fr
Arabe air, fade, x 040,9/087/
(Pope, case De 1) — Ste Ware for Toni,
(Pepe 93 Fig 27) Sesto hf for ME
(ages Amer
9) Tocreerenee Fg. 28 ven in column 0 the et long wit te exlaation of e symbols wed athe Fg.
ven Dealer ay be eat ut etre te formal git o the ecungala tno nee
9) Subse compression’ or “amas nt explanation symbol a
(Pages 81010, Ammer H) — Suit te fing for te existing Ae
ANNEX HL
oreword)
COMMITTEE COMPOSITION
Cement and Cart Sectional Commitee, CED 2
ds ea a Pt Ra,
Sey ewe Diet Cnt Sl Do Me Dat
EEE mn —
Sara mtn SAS) em)" sabi
Ceres StS ms pa ng
SET
Sn
(Coad page)
re en Jama Aba)
oO a)
ir an DD) OS) ra)
Te tet)
BELLE atera
‘ia aoe (atera
ns Da Soon GASCA)
BEAT aa ato
‘Sars Sum (tem)
A nay
“SSI sortes)
EN]
DA SO toa),
Sms Atoms)
Soma Suman (hm)
BR
SIR tem
‘Borer BR Den Anat)
"SA em)
EI]
A Egon a ai tt
aa ya
See ging Rs Ce (CS Ci
ns Dl py a
Cto ing Ran (SR Rate
ree aan aa New Do
ans Dé Sa nnn ay Ba) Law
‘Sc grag Rn (ST Cu
hit ann Can aan a New Da
Hogan he Dip Capon at Nev Da
ryt te age Dp fac Ten de gh wD
Fagin in sa, y He wD
oa nd Roe i CI Nee
nea Ne
Co Cd lg Mor aaa
o Seti. Cen
a Depa rene Tle Cn
(Conant)
re en Jama Aba)
oO a)
ir an DD) OS) ra)
Te tet)
BELLE atera
‘ia aoe (atera
ns Da Soon GASCA)
BEAT aa ato
‘Sars Sum (tem)
A nay
“SSI sortes)
EN]
DA SO toa),
Sms Atoms)
Soma Suman (hm)
BR
SIR tem
‘Borer BR Den Anat)
"SA em)
EI]
A Egon a ai tt
aa ya
See ging Rs Ce (CS Ci
ns Dl py a
Cto ing Ran (SR Rate
ree aan aa New Do
ans Dé Sa nnn ay Ba) Law
‘Sc grag Rn (ST Cu
hit ann Can aan a New Da
Hogan he Dip Capon at Nev Da
ryt te age Dp fac Ten de gh wD
Fagin in sa, y He wD
oa nd Roe i CI Nee
nea Ne
Co Cd lg Mor aaa
o Seti. Cen
a Depa rene Tle Cn
(Conant)
etna poupe)
Meter pa
ae Veran Teli aa) Cea
SRE tm)
sas Dine Cn fe Met)
‘nei Bor ga
pe Bact Epa
Cost Subcom, CED 22
nC Omen aci ge
CR Amon SC na
na ra mt Re Fauna Co
A Cat Arjona Abe
omo Comm Sah er De
coo, Ca We sin o Di
Ber er (CRD em)
Dass MS CB Ba Den of Sdn Opinion (Dy ef Rem) Lace
eines ao
ne (een ER
Se Gua Sn En Br Cate (SR iad
SS Pitan Ahem)
Ka ri ea
Sa so Ca Bg a ie (SE Rane
D near ato)
rs as orn Yon na Tang Nowa
Sane Res lem)
Des Cum Nana on Coca aiding Mai, ag
SM Kanes (ert) “
Sous apes gra Ces Am ttn, New De
ES no tem)
CR Fe ant Cet Cou Man
MN ata Coco oa Ma
ETC Ca art (CS ee
Sewers)
Meter pa
ae Veran Teli aa) Cea
SRE tm)
sas Dine Cn fe Met)
‘nei Bor ga
pe Bact Epa
Cost Subcom, CED 22
nC Omen aci ge
CR Amon SC na
na ra mt Re Fauna Co
A Cat Arjona Abe
omo Comm Sah er De
coo, Ca We sin o Di
Ber er (CRD em)
Dass MS CB Ba Den of Sdn Opinion (Dy ef Rem) Lace
eines ao
ne (een ER
Se Gua Sn En Br Cate (SR iad
SS Pitan Ahem)
Ka ri ea
Sa so Ca Bg a ie (SE Rane
D near ato)
rs as orn Yon na Tang Nowa
Sane Res lem)
Des Cum Nana on Coca aiding Mai, ag
SM Kanes (ert) “
Sous apes gra Ces Am ttn, New De
ES no tem)
CR Fe ant Cet Cou Man
MN ata Coco oa Ma
ETC Ca art (CS ee
Sewers)
(cote et)
CA
‘Amend No. 1405 486: 2000,
nant Carn nt ign
‘na Cm Cet ag Ma Bh
CA
‘Amend No. 1405 486: 2000,
nant Carn nt ign
‘na Cm Cet ag Ma Bh
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