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IS 9349 (2006): Recommendations for structural design ofmedium
and high head slide gates [WRD 12: Hydraulic Gatesand Valves]
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..-.
. --.....-... .
IS 9349:2006
i-a* Gim-ra
Indian StandardRECOMMENDATIONS FOR STRUCTURAL DESIGN
OF MEDIUM AND HIGH HEAD SLIDE GATES
(Second l?evision)
ICS 93.160... ,
0 BIS 2006
BUREAU OF INDIAN STANDARDSMANAK BHAVAN, 9 BAHADUR SHAH ZAFAR
MARG
NEW DELHI 110002 ,
Janua~ 2006 Price Group 8
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Hydraulic Gates and Valves Sectional Committee, WRD 12
FORE WORD
This Indian Standard (Second Revision) was adopted by the Bureau
of Indian Standards, after the drafi finalizedby the Hydraulic
Gates and Valves Sectional Committee had been approved by the Water
Resources DivisionCouncil.
Slide gate, as the name implies, is that gate in which the
operating member (gate leaf) slides on the seatingsurfaces provided
on the frame consisting of bodies with or without bonnets. These
gates are generally installed inthe closed conduit and have sealing
all around. Jet flow gate also falls in this category.
Use of slide gates as the control and guard or emergency gates
in conduits and sluices for water head up to 100 mis gaining
popularity because of comparative simple construction and better
hydraulic performance resultingfrom narrow groove width. Jet flow
gates are being used for heads up to 200 m. However, slide gates
normally donot close under their own weight, under condition of
unbalanced head, that is, water flowing through conduit orsluice,
and have to be pushed down for closing. This factor dictates the
location of hoist directly above the gateand Iimits the use of
slide gates.
It is advisable, specially for high head gates, to get model of
the gate tested in the hydraulic laboratory to determinethe
following for various operating requirements:
a) Down pull and uplift force,b) Air demand and its location,c)
Gate slot geometry,d) Gate geometry Special bottom shape,
. ,.
e) Vibration, andf) Negative pressure and cavitation
effects.
This standard was published in 1979. The first revision was
taken up in 1986 in view of the experience gainedduring the course
of these years in use of this standard. Two more conditions were
added in Annex C, that is, threeedges fixed and one (longer) edge
tiee, and three edges fixed and one (shorter) edge free to cover
the mostcommonly occurring field conditions.
This standard is being brought out to incorporate changes and
additional clauses in the light of experience gainedand the latest
trends in design the worldover specially with reference to coacting
width in case of panel construction,jet flow gates, requirement of
aeration, figures showing rubber seal arrangement, etc.There is no
ISO standard on the subject. Assistance has been drawn from ASTM D2
137 Standard test methodsfor rubber property Brittleness point of
flexible polymers and coated fabrics for the method of test for
lowtemperature brittleness.
The composition of the Committee responsible for the formulation
of this standard is given in Annex J.
For the purpose of deciding whether a particular requirement of
this standard is complied with, the final value,observed or
calculated expressing the result of a test or analysis, shall be
rounded off in accordance withIS 2:1960 Rules for rounding
ofinumerical values (revise~. The number of significant places
retained in therounded off value should be the same as that of the
specified value in this standard.
-
IS 9349:2006
Indian StandardRECOMMENDATIONS FOR STRUCTURAL DESIGN
OF MEDIUM AND HIGH HEAD SLIDE GATES(Second RevNion)
1 SCOPE
1.1 This standard provides recommendation forstructural design
of medium and high head slide gates.
1.2 This standard does not cover bulkhead stoploggates and
hoisting mechanism.
2 REFERENCES
The standards listed in Annex A contain provisions,which through
reference in this text, constituteprovisions of this standard. At
the time of publication,the editions indicated were valid. All
standards aresubject to revision and parties to agreements based
onthis standard are encouraged to investigate thepossibility of
applying the most recent additions of thestandards indicated in
Annex A.
3 TERMINOLOGY
3.0 For the purpose of this standard the followingdefinitions
shali apply.
3.1 Medium Head Gate A gate which is subjectedto a head of water
exceeding 15 m but less than 30.m,over sill.
3.2 High Head Gate Agate which is subjected to ahead of water 30
m orabove, over sill.
4 TYPE ANDREQUIREMENT4.1 ~pe
Slide gate for medium and high head installations areclassified
into the following hvo types depending upontheir service
conditions:
a)
b)
Emergency or guard gates These aredesigned to be closed under
unbalanced head,that is, with water flowing through the conduitor
sluice, but are not meant for regulation.They are generally opened
under balancedhead but may be designed to open underunbalanced head
also. These are kept eitherfully open or fully closed.Regulating
gates These are used forregulating flow of water. These are
operatedunder unbalanced head conditions and aredesigned to be
operated at any gate opening.
Jet flow gates are used as regulating gateseither at discharge
end or at any intermediatepoint in a conduit. These can be usefhl
forsmall size outlets under high head (150-200 m) installation.
4.2 Requirement
The principal requirements of slide gates shall be asgiven
below:
a)
b)
c)
d)
e)
o
The gates shall be reasonably watertight.Leakage, if any, unless
otherwise specified,shall not normally exceed 5 and 10
litre/min/mlength of periphery of the sealing surface, formedium
and high head gates, respectively.The gates shall be rigid, smooth,
and straightat joints and reasonably free from vibration.The bottom
shape of the gates shall be suitablyddsigned to minimize downpull
in the case ofdownstream sealing and to minimize uplift
andvibrations in case of gates with upstreamsealing and to provide
a converging fluid wayand definite spring flow discharge,The slot
of the gates shall be as narrow aspossible, in conformity with
structural safetyof the gate.The gates shall be capable of being
raised orlowered by the hoisting mechanism provided,within the
prescribed time.Downstream edges in the opening of-the sloton top
and side of the gates shall not be sharp.These may be suitably set
back from theupstream edge of the slot and rounded off forbetter
hydraulic performance.
5 DESCRIPTION AND ARRANGEMENT OFGATE
5.1 General
The typical installation of a slide gate for medium orhigh head
is shown in Fig. 1. It consists of gate leaf,which moves, in a
fkrne. The flame consists of bodywhich houses the gate in the open
position. The bodyand bonnet are embedded in concrete. The bonnet
iscovered by bonnet cover with a stuff]ng box throughwhich stem rod
passes. The hoisting mechanism may
1
-
*B_ GATE STEM z A-u
:.,uPsTREAMSOD, ,::
..:
J&< HOIST Cylindera ---
BONNET COVERFLOOR~ /%%
- h-.. DOWNSTREAM ......,. ...
: !.::! n BONNET :.,
.-l .,,, -DOWNSTREAM i4-u-
11(I II
h)
RU&!+ERWm.
uPsTREAMSOOY -
LBSECTION A-A
OC-)WNSTREAM SOOY 7
- GREASEPIPE
SIDE SEAL SEAT ~
~ ARGED SECTION C-C
HOLE FOR INOICATORruFSTREAM - DOWNSTREAM SYSTEM
ENLARGEO DETAIL AT P
DOWNSTREAM SONNETe uPSTREAM SONNET SIDE SEAL 7 7
SECTION B.S ENLARGED sEcTloN o-lj
COMPRESSEDASBESTOS GASKET >
L
QttiRGED SkCTION E-E
m....--.-.. L-. -.-1-.-:.; L--------
,:..L.:-,J L--- -1- ,;; --,---- ,~--J-, -L-:: -_ C,:-- . .
ENLARGED TOP SEAL DETAIL ENLARGED BOITOM SkAL DETAILENLARGED
DOWNSTREAM ELEVATION
(LEAF ONLY)
FIG. 1 DETAILOF SLIDEGATE
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be supported directly over the bonnet cover or over aseparate
set of girders at higher level.
5.2 Gate Leaf
5.2.1 The gate leaf is a rigid frame structure consistingof a
skin plate supported on stiffener and/or girderwhich transmits the
water load tlom the skin plate tothe vertical end girder. The skin
plate may be upstreamand/or downstream, according to design
requirements.The gate leaf may be of cast steel or of structural
steelin welded construction. Provision shall be made forconnecting
the gate position indicator and connectionsfor the hoist to the
gate leaf. Connections for the hoistshall be determined so that the
gate shall remain trulyvertical in suspended condition.
5.2.2 The seals which are screwed on the downstreamface of the
gate leaf transmit the water load on thegate leaf to the concrete
through seal seats andembedded downstream body. Sutlicient number
ofscrews should be provided to resist the frictionalforces during
raising or lowering of gate undermaximum head of water. In addition
shear plug toresist about 10 percent of shear force should
beprovided. Alternatively rubber seals of suitable sizemay be fixed
on sides and top with the help of sealclamps and G.I. or stainless
steel bolts}stainless steelscrew so as to ensure a positive water
pressurebetween the seal and the gate, and to bear tightly onthe
seal seat to prevent leakage. For reducing the sealfriction
fluorocarbon clad seal may be used. Edges ofseal clamp adjacent to
seal bulb shall be rounded.Rubber seal shall be provided at the
bottom of thegate leaf. Its projection shall be uniform and
shouldnot be normally more than 3 mm. In the case of high
IS 9349:2006
head gates, the projection should be limited to 1.5 mm.Sealing
arrangement showing rubber seals is shownin Fig. 2.
5.2.3 The gate shall have a narrow sill surface at thebottom
with its upstream ordownstream face slopingupwards at an
approximate angle of 45 with thehorizontal to reduce down pull or
uplift respectively,especially when the gate is used for
regulation.
5.2.4 For high head gates bottom sealing and slopingsurfaces of
the gate should preferably be of stainlesssteel for better
resistance to cavitation damage. Toreinforce it against
cavitational pitting that may occur,the upstream edge of the gate
leaf may be slightlyprojected and rounded off suitably for
bettertiydraulicperformance. An overlay of corrosion resistant
steelof thickness af not less than 3 mm on slopingplate or complete
corrosion resistant bottom plateis recommended on the sloping plate
as shown inFig. 1.
5.3 Frame
The frame consists of the following components:
a) Sill girder with bottom seal seat,b) Body,c) Bonnet, andd)
Bonnet cover.
... ,
5.3.1 Sill Girder with Bottom Seal Seat
Bottom seal seat should be flush with the bottom of theopening
and should be fixed on to the sill girder eitherwith screwing or by
welding to provide bottom sealingsurface for the gate. All flanged
joints should beprovided with O-ringgasket.
v> m ci.AMPSIDE RUSSER SEALINTELSSALSKIN PLATE
SEAL RETAINERSKW PIATE ~ frSEU CtAMP
vJ-*IZ
FIG. 2 RUBBER
RMSION
SEALARRANGEMENT
3
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IS 9349:2006
5.3.2 Body
The body which houses the gate leaf in closed positionmay be in
sub-assemblies with joints. The body maybeof cast steel or
structural steel in welded construction.In the latter case, proper
care shall be taken to preventwarping during welding so that the
tolerance of gapsaround the gate is strictly adhered to. These
should beadequately ribbed to provide proper anchorage withthe
surrounding concrete. The ribs so provided shouldhave enough
openings for allowing good concretingbehind the groove bodies. The
downstream portion ofthe body carries the bearing-cum-sealing plate
in caseof metallic seals, which may be fixed-by welding orscrewing.
It should be so designed that the maximumbearing pressure to which
the concrete is subjectedshould not exceed the permissible stress
specified inIS 456. The adequacy of embedded bearing
plateshraclcsections shall be checked in bending and shear
alsobased.on theory of bending of infinite berun on
elasticfoundation. Guides are also fixed to the body forguiding the
gate. Separate seal seats should be providedfor rubber seals on u/s
or d/s depending upon locationof seals.
5.3.3 Bonnet
The bonnet houses the gate leaf in open position. It hasflanges
on the bottom for being bolted to the body andon the top for the
bonnet cover. The bonnet may eitherbe of cast steel or structural
steel in weldedconstruction. It should be adequately ribbed to
provideproper anchorage with surrounding concrete. The ribsso
provided should have enough openings for allowinggood concreting
behind the groove bodies. Guides arefixed to the bonnet in
continuity of the guides fixed onthe body for guiding the
gates.
5.3.4 Bonnet Cover
Bonnet cover is provided to seal the gate slot andprovide a
support for the hoist, in case the hoist ismounted directly over
the bomet. It should be designedfor full hydrostatic pressure and
also for the hoistcapacity if the hoist is directly mounted over
it. It shouldbe in either one piece or more pieces according to
therequirement. Provision for venting of air should bemade in the
bonnet cover.
5.4 Jet Flow Gate
Jet flow gates are used as regulating gates either atdischarge
end or at.any intermediate point in a conduit.They consist of a
flat-bottomed leaf, a body and bonnetand a bonnet cover on which
the operating hoist ismounted. The fluid way upstream of gate forms
a nozzlein the shape of the frustum of a 45 cone with
upstreamdiameter at least twenty percent greater thandownstream
diameter or orifice diameter, causing, the
discharging jet to contract and spring free of the slot inthe
gate body. The advantage in jet flow gates is thatthere is little
or no pressure on the bonnet of gate. Thesecan be useful for small
size outlets under high heads(150-200 m) installation. The
arrangement is shown inFig. 3.
-6-MATERIALS
The material used for different components should beas specified
in Annex B.
7 UNIT STRESS
7.1 The permissible value of stresses in the structuralparts
should be as specified in ArmexC.
7.2 The permissible -value of stresses in weldedconnections
should be the same as permitted for theparent material.
8 LOADING
8.1 The gate shall be designed for hydrostatic andhydrodynamic
forces as determined from modelstudies.
8.2 In case of gates located in conduitshluices theminimum
increase in head on account of subatmospheric pressure, downstream
of gate, should be2 m for medium and 5 m for high head gates.
,.,,,
8.3 Earthquake forces shall be consideredin accordancewith IS
1893.
8.4 Silt load, if applicable, shall also be considered.
9 STRUCTURAL DESIGN
9.1 Gate Leaf
9.LlThe skin plate and stiffeners should be designedtogether in
a composite manner.
9.1.2 The skin plate should be designed for thefollowing two
conditions, unless more precise methodsare available:
a) In bending across the stiffeners or girder asapplicable,
or
b) As panels, in accordance with the procedureand support
conditions as given in Annex D.
9.1.3 The-stresses in skin plates for conditions in 9.1.2should
be determined as follows:
a)
b)
4
For determining the stresses for condition inbending across
stiffener, or girders, as perprocedure in 9.1.2(a), bending moment
shouldbe determined according to the conditions ofsupport.For
calculating the stresses in skin plates forcondition in bending as
panel, in accordance
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IS 9349:2006
PLAN I SECTION B-BLEVER POSITION
+
(STUD ENGAGED).
LEVER POSITION(STL!O DIS-ENGAGED
UPPER CYLINDER HEAD -
BLEED LINE TO PERMITREPACKING PISTONWITH GATE HELD -EN t
BY OIL UNDER PISTON
GATE HANGERSTUD FOR HOLDING
L
GATE OPENMECHANICALLY IFDESIREDV.PACKING
{
GATE POSITIONINDICATOR
-
T
I
1-
L PISTON RINGSPISTON
/-o,L p,p~CONNECTION
CYLINCfR
GATE STEM
,r I%N?%ON$PACKING-GIAND
~
.,. . ..
,. ... .
,,, ,
-V-PACKING-ONNET COVER
SEAL RING ~
DETAIL C
i
UPSTREAMBONNET
/%TEM- 00WNSTREM
1
T
IBOOY
AIR VENTCONDUIT
AIR VENTMANIFOLD
B
JET LO BOUNDARY..-
UPSTREAMBONNET ~
CONICAL DIFFUSER
j
I
\
JET SPRING POINT
.
Lc
1
I+1
1A-../
HALF t HALFSECTIONAL DOWNSTREAMSECTIONAL ELEVATION A-AELEVATION
ELEVATION
FIG. 3 JET-FLOWGATE
5
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IS 9349:2006
with the procedure given in 9.1.2(b), thestresses as given in
Annex D should beused.
9.1.4 In either of the cases specified in 9.1.2 whiledesigning
the stiffener and girders the skin plate canbe considered to be
coacting with them.
a) The coacting width of the skin plate in nonpanel fabrication
as per 9.1.2(a) shall be takenby restricting to the least of the
fo[lowingvalues:
1) 4ot+B,where
t = thickness of skin plate, andB = width of stiffener flange
in
contact with the skin plate;2) 0.11 span; and3) Centre-to-centre
of stiffeners or girders.
b) When skin plate coacts with girder as well asstiffener to
form a panel construction, widthof skin plate coacting
w-ithhorizontal girderor stiffener should be worked out as
illustratedin Annex E.
9.1.5 The stresses so computed shall be combined inaccordance
with formula:
where0 =Crx=cry =Tv =
d0, = 0: +0; oxcry+3 Zxy=
comb-ined stress,sum of stresses along x axis,sum of stresses
along y axis, andsum of shear stresses along x y plane.
NOTE The appropriate signs should be taken for rJxandCJyin the
above formula.
9.1.6 The permissible value of mono-axial as weIl ascombined
stresses should not be greater than thosespecified in Annex C.
9.1.7 Permissible value of stresses in the welds shouldbe the
same as permitted for the parent material. Forsite weld, efficiency
should be considered 80 percentof shop weld.
9.1.8 To take care of corrosion, the actual thicknessof skin
plate to be provided should be at least 1.5 mmmore than the
theoretical thickness computed, basedon the stresses given in Annex
C. The thickness of theskin plate should be not less than 8 mm,
exclusive ofcorrosion allowance when considered.
9.1.9 The stiffeners may, if necessary, be of a built upsection
or of standard rolled section, that is, tees, angles,channels,
etc.
6
9.1.10 Horizontal and vertical stiffeners should bedesigned as
simply supported or continuous -beams,depending upon the framing
adopted for the gate. Thespacing between horizontal girders should
preferablybe such that all the.girders carry ahnost equal
loads.
9.1.11 The end vertical girders should be designed ascontinuous
beams with concentrated loads, comingfrom horizontal girders, at
points where they meet theend vertical girders.
9.1.12 Deflection of Gatea) Maximum deflection of the gate under
normal
conditions of loading should be limited to1/2 000 of the
span.
b) In case of bulkhead gates the maximumdeflection should be
limited to 1/1 200 of thespan.
9.1.13 Whenever the gate is connected to the hoistingmechanism,
at points other thanthe end vertical girders,care shall be taken to
avoid stress concentrationparticularly on the web of-top horizontal
girder. Thehoisting force should preferably be dispersed
throughsuitable stiffeners to one or more horizontal girdersbelow
the top one. The extra stresses arising due tothis arrangement may
be combined with the otherstresses to ensure that permissible
limits are notexceeded. .,, ,
9.1.14 Gate Slot Geometry
Width of slot should be kept as small as practicable. ,The
downstream edge of the gate slot should be offsetto reduce the
cavitation hazard. In the absence of modelstudies a downstream
offset of about 0.075 to 0.10 ofthe slot width with l/12 to 1/24
gradient downstreamof the gate slot and a rounded point of
intersection isrecommended.
9.1.15 Aeration Requirement
The location and sizing of air vent is critical forminimizing
cavitation and vibration problemsassociated with regulating
services of gated outlets.Such installation, should be provided
with adequateair supply downstream of the gate. For determinationof
air requirements and size of air vent IS 12804 maybe referred
to.
9.2 Seals
9.2.1 The seal should be fixed to the gate leaf bymeans of
countersunk screws made of corrosionresisting steel. The hole in
the seal should be counterbored to accommodate the conical head of
the screws.When assembled, the heads of the screws shouldremain 1.0
mm below the surface of the seal. Thescrews used for fixing of
seals to the gate leaf, should
-
IS 9349:2006
be designed to take up full shear likely to developbetween the
seal and the gate leaf due to friction forceencountered between the
seal and seal seat duringraising or lowering of gates under maximum
head ofwater. The screws should be adequately tightened toa
constant torque and locked by punch marks. Acompressed
asbestos/rubber gasket should b.eprovided between the seal and the
Ieafiody to preventleakage. Shear plugs may be provided in
addition, atthe discretion of the designer. The bottom seal
shouldbe of wedge type and manufactured from rubber. Forreducing
the friction fluorocarbon cladded seals maybe used. Suitable groove
for grease should be providedon the top and side seals as shown in
Fig. 1 for metallicsealing.
9.2.2 The surface of the gate leaf over which seals arefixed,
should be machined to a finish of 12.5 to 25 ~m(see IS 3073).9.2.3
The surface finish of the sliding surface of metalseals should be
within the range of 1.6 to 6.3 pm (seeIs 3073).9.2.4 Minimum
threaded length equivalent to one anda half times the diameter of
the screws should bescrewed with the gate leaf to ensure against
theirIooseningunder vibrations during operations.
9.2.5 Suitable chamfer should be provided at thebottom of the
gate leaflclamp plate to accommodatethe bottom wedge seal in
compressed position.
9.2.6 For regulating gates, the designer at hisdiscretion, may
make the.seals effective throughout therange of travel of gates
either by fixing the seals to theembedded parts or by providing a
liner plate above, incontinuation of the top seal seats for the
entire width ofthe gate and range of regulation.
9.3 Body
9.3.1 The body is embedded in concrete which shouldbe reinforced
sufficiently to withstand the waterpressure. However, the gate body
is made sut%cientlyrigid to prevent damage or distortion
duringtransportation and installation by providingreinforcing ribs
in longitudinal, as well as transversedirection. The ribs should be
provided with enoughopening for good concreting. The body shall
bechecked to withstand full external pressure with apermissible
stress of 80 percent of yield point stressof the material and
should have sutllcient anchoragewith the concrete to withstand the
external pressure.In case sufficient anchorage length in concrete
is notavailable, the body should be designed to withstandfidl
external pressure on its own.
9.3.2 The downstream portion of the body carries thebearing
plate and should be so designed that maximum
bearing pressure to which the concrete is subjected, shallnot
exceed the permissible stress specified in IS 456.
9.3.3 The following minimum plate thickness arerecommended for
the main plates of the body:
sl Head Cast Steel Mild SteelNo. mm
(1) (2) (3) 747i) Medium head (exceeding 20 16
15 but less than 30 m)ii) High head (30 to 60 m) 25 20iii) High
head above 60 m 30 25
9.3.4 The body is either with flanged bolted joints bothat the
top and bottom or in welded construction withoutflanged joints,
strictly maintaining tolerances of gapsaround the gate.
9.4 Connectors
In case provision for connectors is made, where twogates are
used in tandem, the design should be the sameas done for a single
body.
9.5 Bonnets
9.5.1 The bonnets, like bodies, are also embedded inconcrete,
which is sufficiently reinforced to withstandthe hydrostatic
pressure of water. The design andthickness of bonnet and other
ribbing should be similarto those of bodies. Bonnets or parts of
bonnets whichare not embedded should be designed for fill
internalwater pressure.
9.5.2 The top flange of bonnet and flanges of bonnetcover should
be designed for hydraulic hoist load, inaddition to the full
pressure, if the hydraulic hoist ismounted on the bonnet cover. The
flange joint shall beprovided with rubber O-ring gasket.
9.5.3 The bonnet parts are either with flange boltedjoints both
at top and bottom, or in welded constructionwithout flanged joints,
maintaining strict tolerances forgaps around the gate.
9.5.4 The entire plate of the downstream bonnet incontact with
the gate seal, when gate is in filly openposition, should be of
stainless steel plate/stainless steelclad plate.
9.5.5 The surface finish of the top flange of bonnetand matching
face of the bonnet cover should be withinthe range of 12.5 pm to 25
pm (see IS 3073).9.6 Bonnet cover should be designed to withstand
thefull internal water pressure. In installations where hoistis
directly mounted over the bonnet cover, it should, inaddition, be
designed to resist the full load of maximumhoisting effort.
7
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IS 9349:2006
9.7 Gland stuffing-box should be provided on bonnetcover to
prevent leakage of water around stem rod ofgate leaf passing
through the bonnet cover. The glandstuffing box should be in two
pieces, namely, hoistingor box proper and the cover gland. It
should either beof cast steel or fabricated with structural steel.
It shouldbe designed for fill hydrostatic pressure. The materialfor
sealing should -be graphite impregnated asbestosrope, or chevron or
equivalent, preferably of squarecross-section. The housing should
have bushing of non-ferrous material, preferably phosphor bronze,
tofacilitate the supporting of sealing rope and for freepassage
of-stem rod. Cover of the box also should havesimilar arrangements.
The housing box should havesuitable arrangements for fixing the
assembly to thebonnet cover.
9.8 Seal Seats/Bearing -PJates/Sill Beam
9.8.1 The width of sealing surface should be so chosenthat the
bearing pressure does not exceed thepermissible limit.
9.8.2 The bearing plate should be welded or fixed tothe
downstream body by means of counter bore screwsmade of corrosion
resistant steel. The holes in thebearing plate should be
countersunk to accommodatethe conical.head of screw. When
assembled, the headof screws should remain 1.0 mmbelow the surface
ofthe seal seat. The weld or the screws used for fixingthe bearing
plates should be designed to take up thefull shear likely to
develop between the seal and thebearing plate. These screws should
be adequatelytightened and locked by punch marks. Suitable
meansshall be provided for greasing the seal seats. It shouldbe
ensured that the grease does not leak out of thejoints. A
recommended method is the provision ofO-ring seals around the
greasing holes to seal the jointbetween the seal seat and the
downstream part of thebody.
9.8.3 The surface finish of bodies to which seal seatsare fixed
should be machined to a finish of 12.5to 25 ~m(see IS 3073).9.8.4
The surface finish of the bearing plate/side sealseat in sliding
contact with metal seals during gateoperation should be within the
range of 1.6 to 6.3 ~m(see IS.3073).9.8.5 The surface finish of the
bottom seal seatshould be within the range of 12.5 to 25 pm (seeIs
3073).9.8.6 For regulating and emergency gates, wheremetal-to-metal
seals are provided, same materialshould not be used for seals and
seal seats. Thematerial for the seal should be softer than the
materialfor seal seats so that the wearing is on seals and not
on seal seats and also for avoiding seizing whilesliding under
load.
9.8.7 The sill beam may be provided with the corrosionresistant
steel flats, welded or screwed with corrosionresistant steel
screws. The surfaceof the sill beam maybe machined smooth, wherever
required, and madeflush with the surrounding concrete.
9.9 Anchorage or Anchor Plates
Anchorages should be provided in the first stageconcrete, with
suitable blockout openings, to hold theembedded parts of the second
stage concrete. The-anchor bolts in the second stage concrete shall
be withdouble nuts and washers. Yor adjustment purposesenlarged
holes in the embedded parts of the secondstage concrete should be
provided. Preferably theanchor plates may be embedded with first
stageconcrete and anchor bolts welded subsequently. Theminimum size
(diameter) of anchor bolts should not beless than 16 mm and the
anchor plate thickness shouldnot be less than 8 mm. In order to
limit the permissiblestress in shear in concrete suitably designed
shearreinforcement may be necessary. A typical arrangementis given
in Annex F.
9.10 Guides and Guide Bars
Guides are fixed on the gate leaf and guide bars on-thebodies
and bonnets to guide the leaf properlythroughout its travel. The
guides should be effective inboth directions, that is, longitudinal
as well astransverse. The recommended clearance between theguide
and guide bar is a maximum of 3 mm in eachdirection on either
side.
9.11 Guide Rollers and Guide Shoes
9.11.1 Gate guide rollers/shoes should be-provided onthe sides
of the gates to limit the lateral motion of gateto not more than 6
mm in either direction. The rollershould be flanged and travel on
steel plates or railssecurely attached to anchor bolts. In case of
rollers theyshould be provided with bronze -bushing or
self-lubricating bushing turning on fixed steel pins.
Suitablearrangement for lubrication of these rollers should alsobe
provided. Where necessa~, counter guide rollersshould be provided
to limit the transverse movementof gates.
9.11.2 A minimum of two guide rollers or shoes shouldbe provided
on each side of the gate to resist thetransverse and lateral
movement of the gate and at thesame time, to prevent gate from
jamming. A clearanceof 3 to 6 mm between the guide rollers and
guidesurface should be structurally adequate-to withstandthe load
they are likely to be subjected to, dependingupon the type of
installation, hoist and hydraulic
8
-
condition. Guide rollers may also be provided withsuitable
springs, whenever required. Guide rollers maybe preferred for high
head gates to be handled by Iiftiigbeams.
9.11.3 Suitable spring assembly may be providedbeneath the guide
shoes or guide roller assembly torestore the gate to normal
position after any deflection,specially for high head gates.
9.11.4 The guide roller/shoes should be designed forthe maximum
load to which they may be subjectedduring operation. A minimum load
of 5 percent of thetotal dead weight of the gate is recommended for
thedesign of each guide roller.
9.12 Tolerance
The tolerance for embedded parts and in componentsof gate should
be as given in Annex G (see also Fig. 4).
1 KnGl
IS 9349:2006
10 COEFFICIENT OF SLIDING FRICTION
10.1 Values of coet%cient of friction recommended fordesign of
gates are given in Annex H.
10.2 Arrangement for lubricating the sliding surfaceof the gate
seal and the bearing plate maybe providedat the discretion of the
designer.
11 EARTHQUAKE EFFECT11.1 Where the project lies in a seismic
zone earthquakeforces should, be considered in accordance with
IS1893, and the gate designed accordingly.
11.2 The allowable stresses as given in Annex C shallbe
increased by 33.333 percent in case of earthquakeconditions subject
to an upper limit of 85 percent ofthe yield point. In case of nuts
and bolts, increase instress shall -not be more than 25 percent of
allowablestress.
1/-SIDESEAL SEAT-CUM-{/8!
SLNIINGTRACK
/BEARING-CUM-SLIDING
PLATE
/ -UPSTREAM WIDE . ,.
FIG. 4 SLOT SECTIONFORSLIDE-GATE
9
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1S 9349:2006
11.2.1 The permissible values of stresses in weldedconnections
should be the same as permitted for parentmaterial.
12 WAVE EFFECT
12.1 For very wide and big reservoirs, the effect ofwave height
due to storms, etc, in causing increasedloading on the gate, should
also be considered.
12.2 Increased stresses in various parts of the gate,
asdescribed in 11.2 for earthquake forces, should beallowed for the
wave effect.
12.3 The earthquake forces and the wave effect shouldnot be
considered to act together while computing theincreased stresses in
the gate.
13 ICE LOADS
13.1 Ice-Impact and Ice-Pressure
Provided local conditions do not impose other values,ice-impact
and ice-pressure should be taken intoaccount in such a way that the
water pressure triangleshall be replaced as given below:
.a) In waters with ice thickness greater than300 mm, by an even
surface pressure of30000 N/mz up to 3 m depth; and
b) In waters with ice thickness upto 300 mm, byan even surface
of 20000 N/mzup to 2 m depth.
14 MWL CONDITION
In case the gate is to be checked for MWL condition,the
allowable stress shall be increased by 33.333percent of the values
specified in Annex C subject to80 percent of upper limit of yield
point. However, ifthe gates are required to be designed for
MWLcondition, normal stresses should be taken inaccordance with
Annex C.
15 STRESS RELIEVING
Stress relieving is required depending on the thicknessof the
plate or size of weld. For plates with thicknessmore than 28 mm
stress relieving should be done. Thestress relieving may be done
according to the procedurementioned in IS 2825.
16 GROUTING
Provision for contact grouting, that is, groutingbetween gate
body and bonnet and surroundingconcrete should be made to ensure a
perfect -bondbetween them. Provision for suitably designed
grouthole arrangement should be made in the liner andbonnet to
avoid voids between various stages ofconcreting and between gate
bodylbonnet andconcrete. Provision should also be made for escapeof
air during grouting. Such grout holes should beplugged subsequently
and ground flushed. ,,,,
ANNEX A
(Clause 2)
LIST OF REFFERED INDIAN STANDARDS
IS NO.291:1989
305:1981
306:1983
318:1981
456:2000
800:1984
808:1989
1030:1998
Title
Machining purposesSpecification (third revision)Aluminum bronze
ingotscastings (second revision)
and
Tin bronze ingots and castings(third revision)Leaded tin bronze
ingots andcastings (second revision)Plain and reinforced concrete
Code of practice (fourth revision)Code of practice for
generalconstructionin steel(secondrevision)Dimensions for hot
rolled steelbeam, column, channel and anglesections (third
revision)Carbon steel castings for generalengineering purposes (@h
revision)
IS No.1367
1570
(Part 1): 1978
(Part 2):1979
(Part 2/See 1):1979
(Part 2/See 2):1987
(Part 3): 1979
TitleTechnical supply conditions forthreaded fastenersSchedules
for wrought steels forgeneral engineering purposes:Steels specified
by tensile and/oryield properties (#lrst revision)Carbon steels
(unalloyed steels)@rst revision)Carbon steels (unalloyed
steels),Section 1 Wrought products (otherthan wires) with specified
chemicalcomposition and related properties(first revision)Carbon
steels (unalloyed steels),Section 2 Carbon steel wires withrelated
properties @st revision)Carbon and carbon managnese freecutting
steels (jirst revision)
10
-
IS 9349:2006
IS No.(Part 4): 1988
(Part 5): 1985
(Part 6): 1996
(Part 7): 1992
1875:1992
1893:1984
2004:1991
TitleAlloy steels (alloy constructionaland spring steels) with
specifiedchemical composition andmechanical properties
(@trevi,slon)Stainless and heat-resisting steels(second
revision)Carbon and alloy tools steel @strevision)Steels for
elevated temperatureservice (creep resistant steels)Carbonsteel
billets, blooms, slabsand bars for forgings @fth revision)Criteria
for earthquake resistantdesign of structures (@rth revision)Carbon
steel forgings for generalengineering purposes (thirdmvkion)
IS No.
2062:1999
2825:19693073:19676911:1992
8500:1991
11855:2004
12804:1989
we
Steel for general structural purposes Specification Vourth
revision)Code for unfired pressure vesselsAssessment of surface
roughnessStainless steel plate, sheet and strip@st
revision)Structural steel Microalloyed(medium and high
strengthqualities) @irst revision)Guidelines for design and use
ofdifferent types of rubber seals forhydraulic gatesCriteria for
estimation of aerationdemand for spillway and outletstructure
ANNEX B
(Clause 6)MATERIAL FOR THE COMPONENT OF MEDIUM AND HIGH HEAD
SLIDE GATE
S1No.
i)
ii)
iii)iv)
v)vi)
Component Part
Gate leaf, sill girder bodies, bonnet,and bonnet cover
Seal seats, bearing plate and bottomseal seat
Guide bars
Guides
Clamps
Fixing screws/bolts
Gland stuffing boxa) Body and stuffing collar
b) Bushing and bushing collarc) Seals
Recommended Material
Forged steelStructural steel
Cast steel
BronzeCorrosion resistant steel
Bronze
BrassCorrosion resistant steelStructural steel
Corrosion resistant steel
Mild steelStainless steel
Structural steelCast
steelBronzeRubberChevronFluorocarboncoated
Ref to IS NO. ~~~
IS 1875, IS 2004IS 808IS 2062, IS 8500Is1030
IS305,IS306,IS318IS1570,IS6911
1S318
IS291IS1570IS2062
IS1570
IS1367Is1570
IS2062Is1030IS318IS11855
11
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IS 9349:2006
ANNEX C
(Foreword, Clauses 7.1,9 .1.6,9.1.8,11.2 and 14.1)PERMISSIBLE
MONOAXIAL STRESSES FOR STRUCTURAL
COMPONENTS OF HYDRAULIC GATES
sl Material and Type of Wet Condition Dry ConditionNo.
i)
ii)
iii)iv)
v)
vi)
Stress
Structural steelDirect compression andcompression in
bendingDirect temsion and tension inbendingShear stressCombined
stressBearing stress bronze or brassDirect bearing stress
A/ \
Accessible Inaccessible
.45YP .40YP
.45YP .40YP
.35YP .30YP
.60YP .50YP
.35UTS .25 UTS
.035 UTS .030 UTS
A/ \
Accessible Inaccessible
.55YP .45YP
.55YP .45YP
.40YP .35YP
.75YP .60YP
.40UTS .35 UTS
.040 UTS .035UTS
NOTES
1 YP stands for minimum guaranteed yield point stress. UTS
stands for ultimate tensile strength. For materials which have no
definiteyield point. The yield point may be taken at 0.2 percent
proof stress.2 When the members are subjected to direct
compression/compression in bending, the //r ratio of members is to
be considered and thestresses correspondingly reduced in proportion
given in Annex C and shall be in accordance with IS 800.3 The term
wet condition applies to skin plates and those components of gate
which may have a sustained contact with water, forexample,
horizontal girder and other components located on upstream side of
the skhr plate. The term dry condition applies to allcomponents
which generally do not have a sustained contact with water, for
example, girders, stiffeners, etc., on downstream side ofskin
plate, even though there may be likelihood of their wetting due to
occasional spray of water. Stoplogs are stored above water leVeland
are only occasionally used. Hence, stresses given under dry and
accessible conditions should be applied to them in accordancewith
9.1.8,4 The term accessible applies to gates which are kept in
easily accessible locations and can, therefore, be frequently
inspected andmaintained, for example, gates and stoplogs which are
stored above water level and are lowered only during operations.
The terminaccessible applies to gates which are kept below water
level.and/or are not easily available for frequent inspection and
maintenance.For example, gates kept below water level or in the
bonnet space even while in the raised position or gates which on
account of theirfrequent use are generally in water.
ANNEX D
[Clauses 9.1.2 (b) and 9.1.3 (b)]METHOD OF COMPUTATION OF
BENDING STRESSES IN FLAT PLATES
D-1 STRESSES OF FLAT PLATES IN PANELS k = non-dimensional factor
depending on values
Bending stresses in flat plates maybe computed from of a and
b;
the following formula: P = water pressure in N/mm* (relative to
theplate centre);
~=~xpxa2 a, b = bay width in mm as in Fig. 5 to Fig. 10; and100
S2 s = plate thickness, in mm.
where The values of K for the points and support conditionsgiven
in Fig. 5 to Fig. 10 are given in Tables 1, 2
G = bending stress in flat plate in N/mm*; and 3.
12
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IS 9349:2006
Y
u IAYLYt
rulY
,+ Lx
ulx
)
L +[l-g $-i
FIG. 5 ALL EDGESSIMPLYSUPPORTED
r!
+!)
L
Yt
%q
(r 7X=o.3.0nI
l-+-k-l
N!
x
0 6)(
s
FIG. 7 Two SHORTAND ONE LONG EDGESFIXED
AND ONE LONG EDGESIMPLYSUPPORTED
/ I 2XI3XI
LR
HFIG. 6 ALL EDGESRIGIDLY FIXED
_3-
(r lox= o3.ul~y
la-l
FIG. 8 Two LONG AND ONE SHORTEDGESFIXEDANDONE
SHORTEDGESIMPLYSUPPORTED
-
x////4
d12Y
512X
6,,)(Ltflly
513y %4Y
615X
-t
b
FIG. 9 THREEEDGESFIXEDANDONE (LONGER) EDGEFREE
1-+t
b
514)(
t
618y
!/
JJJl,.
x44
i-
FIG. 10 THREEEDGESFIXEDAND ONE (SHORTER)EDGEFREE
-
3S 9349:2006
Table 1 Values of k for Points and Supports Conditions Given in
Fig. 5 to Fig. 8
(Clause D-1)
bla *U,, lu]y *U2X +JU2Y iff4y *03X iu~x *CTSY *U7J *US, 2+ CT$X
*UQ icr,~ *U*(1) (2) (3) (4) (5) (6) (7) (8) (9) (lo) (11) (12)
(13) (14) (15)a 75 22.5 25 7.5 34.2 50 37.5 11.3 47.2 75 25 7.5
34.2 503 71.3 24.4 25 7.5 34.2 50 37.4 12.0 47.1 74.0 25 7.62.5
67.7
34.2 5025.8 25 8.0 34.3 50 36.6 13.3 47.0 73.2 25 8.0
2 61.0 27.8 -24.7 9.5 34.3 49.9 33.834.2 50
15.5 47.0 68.3 25 9,0 34.2 501.75 55.8 28.9 23.9 10.8 34.3 48.4
30.8 16.5 46.5 63.2 24.6 10.1 34.1 48.91.5 48.7 29.9 22.1 12.2 34.3
45.5 27.1 1-8.1 45.5 56.5 23.2 11.4 34.1 47.31.25 39.6 30.1 18.8
13.5 33.9 40.3 21.4 18.4 42.5 47.2 20.8 12,9 34.1 44.8I 28.7 28.7
13.7 13.7 30.9 30.9 14.2 16.6 36.0 32.8 16.6 14.2 32.8 36.0
NOTE The edges over which the panels are continuous may, for all
practical purposes, be treated as edges rigidly fixed. However,more
exact analysis may be resorted to at tbe dkcretion of the
designer.
Table 2 Values of k for Points and Supports Conditions Given in
Fig. 9
(Clause D-1)bla C711X u 11$ 0 12s G llY U 13x u uy 0141 u My u
1s1 c KY(1) (2) (3) (4) (5) (6) (7) (8) (9) (lo) (11)
a 22.0 75.00 90.00 300.0 91.00 28.00 205,00 62.00 2.00 0
1.0 17.67 12.29 9.45 31.5 37.64 11.29 44.55 13.4 27.96 01.25
22.5 13.0 15.5 51.5 48.0 14.8 53.0 16.2 37.0 0
1.50 23.5 14.2 20.5 72.5 59.5 18.2 82.0 22.7 48.0 01.75 23.0
14.0 25.8 87.0 67.5 20.8 112.0 34.8 61.0 0..2.0 !9.49 6.72 33.98
113.28 72.96 12.89 134.4 40.32 69.88 02.5 18.37 2.88 42.05 140.16
51.84 15.55 124.4 37.44 52.42 03.0 19.78 7.68 44.93 149.76 65.28
19.59 109.44 32.84 52.41 0
Table 3 Values of &for Points and Supports Conditions Given
in Fig. 10
(Clause D-1)bla U 16s U 16y u 17X u 17y u 18, G Isy u 19s u
19y(1) (2) (3) (4) (5) (6) (7) (8) (9) ;; ;;
a 29.00 9.00 9.00 30.00 50.00 15.00 51.00 16.00 29.00 0
1.0 17.67 12.29 9.45 31.05 37.64 11.29 44,55 13.40 27.96 0
1.25 20.80 11.70 8.96 29.87 28.00 8.40 34.5 10.35 28.53 01.50
25.S1 11.12 8.48 28.28 21.04 6.31 25.53 7.66 29.11 0
1.75 26.48 10.56 8.49 28.03 32.00 9.60 36.5 10.95 28.97 0
2.0 27.46 10.00 8.50 28.36 45.52 13.66 50.09 15.27 28.81 0
2.5 28.07 9.13 8.51 28.38 46.66 14.00 50.80 15.24 28.78 03.0
28.18 8.68 8.51 28.38 46.94 14.08 50.81 15.24 28.77 0
15
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IS 9349:2006
ANNEX E
[Clause 9.1.4(b)]METHOD OF CALCULATION OF COACTING WIDTH OF SKIN
PLATE
WITH BEAM OR STIFFENERS
E-1 METHOD
E -1.1 Coacting width of skin is given by 2VB.where
V = reduction factor (non-dimensional) dependson the ratio of
the support length to the spanof the plate and on the action of the
moments,and is ascertainable from Fig. 11and 12; and
B = half the span of the plate between two girder(see Fig. 11)
or overhang length of a bracketplate.
E-1.l.l The ideal support length (L1or LII,see Fig. 11)
corresponding to the length of the moment zone of equalsign, in
the case of continuous girders shall be taken asa basis with regard
to support length L. In the case ofsingle bay girders, the ideal
support length correspondsto the actual.
reduction factor corresponding to theparabolic moment zone (see
Fig.11 and 12).reduction factor corresponding to the momentzone
composed of two concave parabolicstresses and approximately the
triangularshaped moment zone (shown with dashes inFig. 11 and
12.
A/ ,/ \
c--+I
\ -- -
-=-+p
A
PLAN VIEWc+
SECTION C C
FIG. 11 VARIATION OFCOACTINGWIDTH FROMSUPPORTTO SUPPORT
16
-
IS 9349:2006
t
10
0 9
().& ). . . .
07
Ol6 .-
, , ,
I I YI. 1 1 I
I
O*1L
O* 1 I I 1 1 I 1 t I 1 1 1 I 1 1 1 I I I , t , 1 I n # 1 I I
1-0-7 091 1,5 2 3 45 678910 15 20
FIG. 12 CURVESSHOWINGRELATIONSHIPBETWEEN~ ANDREDUCTIONFACTORSVI
AND Vn
ANNEX F
(Clause 9.9)ANCHORAGE OR ANCHOR PLATES
, ,,
F-1 The depth of second stage concrete shall be such allowable
limits permitted by the IS 456. Wherethat the 45 degrees plane
drawn from the inner edge excessive shear stress in the concrete is
unavoidable,of the track base beam passes through anchors
reinforcement properly designed for shear and placedprovided in
first stage concrete. Diagonal shear stress in the first stage
concrete can be taken into account.in the concrete due to maximum
lead derived from In no case shall the alignment bolts be
considered asthe bearing stress under the track base shall be
within shear reinforcement.
17
-
IS 9349:2006
ANNEX G
(Clause 9.12)
TOLERANCE FOR EMBEDDED PARTS AND COMPONENTS OF GATES
SI ComponentsNo.
(1) (2)A Embedded Partsi) Side seal seat
a) Alignment in plane parallel to flowb) Distance between
centreline of opening and seal seatc) Coplanemess
ii) Top seal seat:a) Alignment parallel to flowb) Height above
sillc) Coplanemess with side seal seat
iii) Upstream guide track:a) Alignment in plane parallel to
flowb) Distance between centreline of opening and guide trackc)
Coplanemess
iv) Side guide track:a) Alignment in plane normal to flowb)
Distance between centreline of opening and guide trackc) Alignment
in plane parallel to flow
v) Bottom seal seat:Alignment in horizontal plane
vi) Critical dimensions:a) Centre-to-centre distance-between
side seal seatb) Face-to-face distance between side guide tracksc)
Distance between face of upstream guide track and side
seal seatd) Centre-to-centre distance be~een upstream guide
tracks
B -Gatei) Side and top seal seati
a) Alignment parallel to flowb) Coplanemess
ii) Side guide:Alignment parallel to flow
iii) Upstream guide:Alignment parallel to flow
iv) Gate leaf bottom edge:Alignment in horizontal plane
v) Critical dimensions:a) Centre-to-centre distance between side
seal platesb) Centre-to-centre distance between upstream guidesc)
Face-to-face distance between side guidesd) Face-to-face distance
between side seal plate and
upstream guide
C[assijicationA
e
Medium head High head-mm
(3)
*0.5l1.50+1.5
* 0.5*1.5*0.5
+0.5+1.50ko.50
+1.00+1.00*1.00
kO.25
*3.00+2.00*1.00
*3.00
*0.50&o.50
+1.0
+0.50
kO.25
4=1.00+1.00+1.5+1 .00
mm
(4)
* 0.25*1 .00+0.25
*0.25+1.00+0.25
40.25*1 .00l0.25
*0.5+0.5+0.5 ,
*0.25
*2.00+1.00*0.50
*2.00
*0.25*0.25
+0.5
* 0.25
* 0.25
*0.5*0.5+1.00ko.50
18
-
ANNEX H
(Clause 10.1)RECOMMENDED VALUES OF COEFFICIENTS OF FRICTION
TO BE USED IN THE DESIGN OF GATES
slNo.
i)ii)
iii)iv)v)
vi)vii)
viii)
Material
Rubber seal on steelBrass on bronzeBrass or bronze on steelSteel
on steelStainless steel on steelWood on steelGun metal on gun
metalFluoro-carbon on stainless steel
Coe@cient ofFrictionA/ \
Starting Moving
1.50 1.200.40 0.250.50 0.300.60 0.400.50 0.301.00 0.700.40
0.250.20 0.15
19
-
IS 9349:2006
ANNEX J
(Foreword)
COMMITTEE COMPOSITION
Hydraulic Gates and Valves, WRD 12
Organization
In Personal Capacity (2047, Pocket 2, Sector D, Vasant Kunj,New
Delhi 110070)
Bhakra Beas Management Board, Punjab
Bharat Heavy Electrical Ltd, Bhopal
Central Electricity Authority, New Delhi
Centrrd Water & Power Research Station, Pune
Centrrd Water Commission, New Delhi
Himachal Pradesh State Electricity Board, Sunder Nagar,Himachal
Pradesh
Irrigation Department Government of MaharashtW -Nasik
Irrigation Research Institute, Roorkee
National Hydroelectric Power Corpmation Ltd, Faridabad
Orissa Construction Corporation Ltd, Bhubaneshwar
Texmaco Ltd, Kolkata
Triveni Stmcturals Ltd, Allahabad
Tungabhadra Steel Products Ltd, Karnataka
Water Resources Development Training Centre, Roorkee
BIS Directorate General
Representative(s)
Smo N. VISHWANATHAN(Chairman)
DaPUTYCmaF ErwawaRExsmnvs E~ (Alternate)
Sma A. S. SRSVASTAVASms S. R. Rmsorus(Alternate)
SssssR. K. RUSTAQSHRSR. M. SSNNASUMS
SriruS. L. PATSL(Alternate)DIRSCMRGATS?S(E & NE)
DUUMXOR (GAITS-NW& S) (Alternate)CrmsFENOSNSSR(DasrGN)
SrrraK. D. SNARMA(Alternate)smramsmNG ENQNSSRS
Execmsvs ENOINSSR(Alternate)CmsF ENQNSSR(Dssm)
Srmmlmmw Erwmmrt (Alternate)SHRSG. S. SHARMA
SHRSA. K. ROY(Alternate)D~R (MECHANICAL) ,>
SSNSORMANAOSR(DESIGN)(Alternate)SsrsJ S. R. SrNS+A
SrirrrUDAYANB.mmss (Alternate)SHSOJ. P. MrsriRA
Smu B. P. SINGSS(Alternate)SHRIHUSSASNBrNALI
SsrruY. s+ criANDrwnmArwASS(Alternate)PROFGOPALCHMJHAN
Director and Head (WRD)[Representing Director General
(E&oficio Member)]
Member SecretarySHRSMATSROSYDHAWAN
Joint Dkector (WRD), BIS
20
-
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Catalogue and Standards: Monthly Additions.
This Indian Standard has been developed from Dot: No. WRD 12
(377).
Amendments Issued Since Publication
Amend No. Date of Issue Tat Affected
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