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8/16/2019 Is.456.2000 - Plain & Reinforced Concrete_Part16
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a) the minimum ratio of vertical reinforcement to
gross concrete area shall be:
1
0.001 2 for deformed bars not larger than
16 mm in diameter and with a characteristic
strength of 415
N mm
or greater.
2) 0.001 5 for other types of bars.
3) 0.
: 1
2 for welded wire fabric not largerthan
16 mm in diameter,
b) Vertical reinforcement shall be spaced not
farther apart than three times the wall thickness
nor450mm
c) The mini mum ratio of horizontal reinforcement
to gross concrete area shalt be:
1) 0.002 0 for deformed bars not larger than
16 mm in diameter and with a characteristic
strength of 415
Nzmm
or greater.
2) 0 0025 for other types of bars.
3) 0.002 ) for welded wire fabric not larger
than 16 rntn in diameter.
d) Horizontal reinforcement shalt be spaced not
farther apart than three times the wall thickness
nor 450 mm.
NOTE _. .The minimum remforcement may not always be
s uf fi ci en t to p ro vi de a de qu at e r esrsr ance to the e ff ec ts of
shrinkage and temperature
32.5.1 For walls having thickness more than 200 mm,
t he v ert ic al a nd h or iz on ta l r ei nfo rc em en t s ha ll
be provided in two grids, one near each face of the
wall.
32.5.2 Vertical reinforcement need not he enclosed
by transverse reinforcement as given in 26.5.3.2 for
column. if the vertical reinforcement is not greater
than 0.0 I times the gross sectional area or where the
vertical reinforcement
is
no t required
fo r
compression,
33 STAIRS
33.1
Effective
S p an o f
Stairs
The effective span of stairs without stringer heams shall
I
I
I
I
I
,
I
UP
i
t
~
•x4-
GOING
G)
--- v-i-v-l
IS 456: 2000
be taken as the following horizontal distances:
a) Where supported at top and bottom risers by
beams s pa nn in g p aral le l with the rise rs . the
distance centre-to-centre of beams;
b) Where spanning onto the edge of a landing slab.
which spans parallel, with the risers
see
Fig.
17). a distance equal to the going of the stairs
plus at each end ei ther half the width of the
landing or one metre. whichever issmaller; and
c) Where the l an di ng slab spans in the same
direction as the stairs. they shall beconsidered
as acting together to form a single slab and the
span determined as the distance centre-to-centre
of the supporting beams or walls. the going being
measured horizontally.
33.2 Distribution of Loading on Stairs
In the case of stairs with open wells, where spans partly
crossing at right angles occur, the load on areas
common to any two such spans may be taken as one
half in each direction shown in Fig. 18.Where flights
or landings are emb edded into walls for a length of
nor less than I1 0 mm and are d esi gned to span in the
direction of the flight. a 150 mm strip may be deducted
from the loaded area and the effective breadth of the
section increased by75 mm for purposes of design see
Fig. 19).
33.3
Depth
of
Section
111e
depth of section shalt be taken as the minimum
thickness perpendicular to the soffit of the staircase.
34 FOOTIN ;S
34.1 General
Footings shall be designed to sustain the applied loads.
moments and forces and the induced reactions and to
ensure that any settlement which may occur shall be
as nearly uniform as possible. and the safe bearing
capacity
of
the soil is not exceeded
s
IS 1904).
34.1.1 In s lo pe d or st ep pe d footings the effecti ve
x
y
SPAN IN METRES
m
G .
1
.
IG
17 EFfECTIVr-:
SPAN FOR STAIRS SUPPORTED
ATEACH END
IW
LANDINGS
SPANNING
PARALLEL WnH
THE
RISERS
63
8/16/2019 Is.456.2000 - Plain & Reinforced Concrete_Part16
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IS
56:
2000
w
THE LOAD ON ARE
COMMON TO TWO
SYSTEMS
TO 81£
TAKEN AS
ONE
HAL
IN
EACH
DIRECTION
.c
8 E AM
I
I
~
I
UP
Flo
18
LoADINO ONST IRS
WITH
OP N
W LLS
FlO. 19 LoADINO ONSTAIRS
Bun T INTO W
AJ LS
cross-section in
compression
shall be
limited
by
tho
areaabovethe
neutral
plane and
tho
angle of slopeor
depth
and
location
ofsteps
shall
besuchthat
the
desip
requirementsaresatisfied ateverysection Sloped and
stepped
footings that are
designed
as a unit shall be
constructed to
assure
action as a
unit
34.1.2 Thickness at the
Edge Footing
In
reinforced
andplain
concrete
footings thethickness
attheedgeshallbenotlessthan150mm forfootings
on soils norlessthan300mm
above
thetopsof
piles
for footings on piles
34 1 3
Inthecaseofplain
concrete
pedestals the
angle
between theplanepassing through thebottom edgeof
the
pedestal
and the
corresponding
junction edge of
the column with pedestal and the horizontal plane
see
Fig.
20
shallbe governed bytheexpression:
tan a 0.9p q 1
where
q
•
calculated
maximum
bearing pressure at
thebaseafthe
pedestal
in mm
and
le = characteristic stren,th of concrete at
28daysin
N/mm
2
•
34.2
Momenband
Fore
34.1.11n the case of footings on
piles computation
for moments and shears may be based on the
assumption that the reaction from any pile is
concentrated at thecentreof thepile.
34 2 2
For
thepurpose
ofcomputin, stresses in
footings
which
support a
round
oroctagonal
concrete column
or
pedestal the face of the column or pedestal
shall
be
taken as the side of a square inscribed within the
perimeter ofthe
round
oroctagonal column orpedestal
34.2.3 Bending
Moment
34 2 3 1 The bending moment at anysection shall
be
determined by passing
through
the section a vertical
COLUMN
PLAIN
CONCRETE
PEDESTAL
Flo.20
64
8/16/2019 Is.456.2000 - Plain & Reinforced Concrete_Part16
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where
AI
=
planewhichextendscompletelyacrossthefooting,and
computing the moment of the forces acting over the
entire area of the footing onone sideof the saidplane.
34.2.3.2 The greatest bending moment to be used in
the design of an isolated concrete footing which
supports a column. pedestal or wall, shall be the
momentcomputedin themannerprescribedin
34 2 3
at sections located as follows:
a At the face of the column, pedestal or wall, for
footings supportinga concretecolumn, pedestal
or wall;
b Halfway between the centre-line and the edge
of the wall, for footings under masonry walls;
and
c Halfway between the face of the column or
pedestal and the edge of the gussetted base, for
footings under gussetted bases.
34 4 Shear and Bond
34.2.4.1The shear strength of footings is governedby
the more severe of the following two conditions:
a The footing acting essentially as a wide beam,
with a potential diagonal crack extending in a
planeacross theentirewidth;the criticalsection
for this condition shall be assumed as a vertical
section located from the face of the column,
pedestal or wall at a distance equal to the
effective depth of footing for footings on piles.
b
Two-way action
of
the footing, with potential
diagonal crackingalongthesurfaceof
truncated
cone or pyramid around the concentrated load;
in this case, the footing shall be designed for
shear in accordancewithappropriateprovisions
specified in 31.6.
34.2.4.2 Incomputingtheexternalshearor any section
througha footingsupportedon piles,theentirereaction
from any pile of diameter
whose centre is located
D /2 or more outside the section shall be
assumed
as
p:oducing shear on the section; the reaction fromany
pile whose centre is located
D
r/2 or more inside the
section shall be assumed as producing noshear on the
section. For intermediate positions of the pile centre,
the portion of the pile reaction to be assumed as
producing shear on the section shall be based on
straight line interpolation between full value at D
1 2
outside the section and zero value at /2 inside the
I
section.
34 4 3
The
critical
sect ion for checking the
development length in a footing shall be assumed at
thesameplanesas thosedescribedforbendingmoment
in 34.2.3 and also at all other vertical planes where
abrupt changes of section occur. If reinforcement is
curtailed,theanchoragerequirementsshall
be
checked
in accordance with 26.2.3.
6 815 07 10
IS 456: 2000
34.3 Tensile Reinforcement
The total tensile reinforcement at any section shall
provide a moment of resistance at least equal to the
bending moment on the
section calculated
in
accordance with 34.2.3.
34.3.1 Totaltensile reinforcementshall
be
distributed
across the corresponding resisting section as given
below:
a Inone-wayreinforcedfooting, thereinforcement
extending
in
each direction shall
be
distributed
uniformly across the full width of the footing;
h In two-way reinforced square footing, the
reinforcementextending in eachdirection shall
be distributed uniformly across the full width
of the footing; and
c In two-way reinforced rectangular footing. the
reinforcement in the long direction shall be
distributed unifonnly across the full width of
the footing. For reinforcement in the short
direction, a central band equal to the width of
the footing shall bemarked along the length of
the footing and portion of the reinforcement
determined in accordance with the equation
given below shall be uniformly distributed
across the central band:
Reinforcement in central band width 2
Total reinforcement in short direction = 1
where is the ratio of the longside to the short
side of the footing The
remainder
of the
reinforcement shall be uniformly distributed in
the outer portions of the footing.
34.4 Transfer of Load at the Base of Column
The
compressive
stress in concrete at
the
base of a
column or
pedestal
shall
be
considered as being
transferred by bearing to the top of the supporting
pedestalor footing.The bearingpressureon the loaded
area shall notexceed thepermissible bearing stress in
direct cornpression multiplied by a value equal to
K but not greater than2;
~
supporting area for bearing of footing,
which in sloped or .stepped footing
may
be taken as the area of the lower base of
the largest frustum of a pyramidor cone
contained wholly within the footing and
havingfor itsupper
base,
theareaactually
loaded and having side slope of one
vertical to two horizontal; and
A
2
=
loaded area at the column base.
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IS
6:
2000
For working stress methodof design the permissible
bearingstresson fullareaof concreteshall betakenas
0 25
c ; for limitstatemethodofdesignthe permissible
bearingstress shall be 0 45
l t
34 4 1
Where
the
permissible bearing stress on the
concretein thesupporting orsupported memberwould
be exceeded reinforcement shall be provided for
developing the excess force either by extending the
longitudinal bars into the supporting
member
or by
dowels see 34.4.3 .
34 4 2 Where transfer of force is accomplished by
reinforcement the development length of the
reinforcement shall be sufficient to transfer the
compression or tension to the supportingmember in
accordancewith 26 2
34 4 3 Extended
longitudinal
reinforcement ordowels
of at least Spercentof thecross sectional areaofthe
supportedcolumnor pedestalanda minimum of four
bars shall be provided Wheredowelsare used their
diametershall no exceed the diameterof the column
bars morethan 3 mm
34 4 4Columnbarsof diameters larger than 36 mm
in compression only can be dowelledat the footings
with bars of smaller size of the necessary area The
dowel shall extend into the column a distanceequal
to the development lengthof the columnbar and into
the footing a distanceequalto thedevelopment length
of
the dowel
34 5 Nominal Reinforcement
34 5 1 Minimum reinforcement and spacing shall be
as per therequirements of solid slab
34 5 2 The nominal reinforcement for concrete
sections
of thickness greater than 1 m shall be
360 mm
z
per metre length in each direction on each
face. This provision doesnotsupersede therequirement
of minimumtensilereinforcement basedon thedepth
of the section
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IS 456:
SECTION
STRUCTUR L DESIGN
LIMITST TE METHOD
35 SAFETYANDSERVICEABILITY
REQUIREMENTS
35.1General
In the method of design based on limit state concept,
the structure shall be designed to withstandsafely all
loads liable to act on it throughoutits life; it shallalso
satisfy the serviceability requirements, such as
limitationson deflectionand cracking.The acceptable
limit for the safety and serviceability requirements
before failure occurs is called a limit state . The aim
of design is to achieve acceptable probabilities that
thestructure willnot become unfitfortheusefor
which
it
is intended,that is, that
it
will not reach a Iimit state.
35.1.1 All relevant limit states shall be consideredin
design to ensure an adequate degree of safety and
serviceability.
In
general, the structure shall be
designed on the
basis of
the most critical limit state
and shall be checked for other limit states.
35.1.2 For
ensuring the
above
objective, the design
should be based on characteristic values for material
strengths and applied loads, which take into account
the variationsin the materialstrengthsand in theloads
to
be
supported.
The
characteristic values should be
based on statistical data available: where such data
are not available they should be based on experience.
The design values are derivedfromthe characteristic
values through the use of partial safety factors, one
for material strengths and the other for loads.
In
the
absence of special considerationsthesefactorsshould
have the valuesgiven in36 according to the material.
the type
of
l oa ding .and the limit state being
considered.
35.2Limit State 01CoDapse
The limit state of collapse of the structureor part of
the structurecouldbeassessedfrom rupture of one or
more critical sectionsand from bucklingdue toelastic
or plastic instability including the effects of sway
where appropriate) or overturning. The resistance to
bending,shear,torsionand axialloads at everysection
shall not be less than the appropriate value at that
section produced by the probable most unfavourable
combination
of
loads on the structure using the
appropriate partial safety factors.
35.3
Limit
States of
ServiceabUlty
35 3 Deflection
Limiting valuesof deflectionsare given in 23.2.
35 3 2 Cracking
Cracking of concrete should not adversely affect the
appearance or durability of the structure; the acceptable
limitsofcrackingwouldvarywiththe typeof structure
andenvironment. Wherespecific attentionis required
to limit the designedcrack widthto a particularvalue.
crack width calculation
may
be done using formula
given in Annex
F
The
practical objective of calculating c ra ck wid th is
merely to give guidance to the designer in making
appropriate structural arrangements and in avoiding
gross errors in design, which might result in
concentration and excessive widthof flexuralcrack.
The surface widthof thecracksshould not, in general,
exceed 0.3
mm in
members where cracking is not
harmfuland does nothaveanyseriousadverseeffects
uponthe preservation of reinforcingsteelnor uponthe
durability of the structures. In members wherecracking
in the tensile zone is harmful either because they are
exposed to the effects of the weather or continuously
exposedto moistureor incontactsoilor groundwater,
anupperlimitof0.2mmissuggestedforthemaximum
width of cracks. For p ar tic ula rl y aggr essi ve
environment, such as the severe category in Table
3,
the assessed surface width of cracks should not in
general,exceed 0.1 mm.
35.4
Other Limit
States
Structures designed for unusual
or
special functions
shall comply with
any
relevant additional limit stale
consideredappropriateto that structure.
36 H R TERISTI AND DESIGN
V LUES ANDPARTIALSAFETYFACTORS
36.1 Characteristic Strength of Materials
The term characteristicstrength means that value of
thestrengthof the materialbelowwhichnotmorethan
5 percent of the test results are expected to fall. The
characteristic strength for concrete shall be in
accordance
with
Table 2. Until the relevant Indian
Standard Specifications for reinforcing steel are
modified to include the concept of characteristic
strength, the characteristic value shall
be
assumed as
the minimum yield stress1 2 percent proof stress
specified in therelevant
Indian
Standard Specifications.
36.2 Characteristic Loads
Thetenn characteristic load meansthatvalueof load
which hasa percent probability of notbeingexceeded
during the life of the structure. Since data are not
available to express loads in statistical terms, for the
purpose of this standard, dead loads given in IS 875
Part 1).imposed loads given in IS 875 Part 2), wind
loads given in IS 875 Part3), snow load as given in
IS 875 Part 4) and seismic forces given in IS 1893
shallbeassumed as the characteristic loads.
61