7436_1

832019 7436_1

httpslidepdfcomreaderfull74361 110

Indian Standard

GUIDEFORTYPESOFMEASUREMENTSFOR

STRUCTURESINRIVERVALLEYPR~JEKTSAND

CRITBRIAFORCHOICEANDLOCATIONOF

MEASURINGINSTRUMENTS

PART 1 FOR EARTH AND ROCKFILL DAMS

( First Revision )

UDC 627824058

0 BJ S 1993

BUREAU OF IN DIAN STANDARDS

MANAK BHAVAN 9 BAHADUR SH AH ZAFAR MARG

NEW DELHI 110002

( Reaffirmed 1998 )

832019 7436_1


832019 7436_1


Indian Standard

IS 7436 ( Par t 1) 1993

GUIDEFORTYPESOFMEASUREM[ENTSFOR

STRUCTURESINRIVERVALLEYPROJECTSAND

CRITERIAFORCHOKEAND LOCATIONOF



( First Revision ) rdquo

1 SCOPE

11 This standard covers the various types of measurc-

ments nccdcd for monitoring the behaviour of earth and

rockfill dams and provides guidelines for choice of

instruments and their locations111 Generally the same type of instruments are

suitable for earth and rockfill dams For the latter

however graded material is used between the rockfill

and the instrument so that the instrument does not get

damaged-by the rock pieces

2 REF-ERENCES

The Indian Standards listed below are necessary ad-

juncts to this standard

IS No Title

4967 1968 Recommendations for seismic in-

strumentation for river valley projects

4986 1983 Code of practice for installation of rain-

gauge (non-recording type) and meas-

urement of rain (first revision )

5225 1969 Spccificationforraingaugenon-record-

i l lamp

5235 1969 Specification for raingauge recording

3 TYPES OF MEASUREMENTS

31 Por e P ressure Movements and Seepage

311 Fore Pressure

The measurement of pore pressure is probably the most

important and usual measurement to be made in the

embankments Their measurement enables the seepage

pattern set up after impounding of reservoir to be

known the danger of erosion to be estimated at least

partially and the danger of slides in the dam and

abutments to be estimated if the relia~ble shear strength

is known Valuable informaLion about behaviour during

construction and drawdown is obtained

312 Movements

Measurement of movements is as important as the

measurement of pore pressures Movements conform-ing to normal expectations are basic requirements of a

stable dam An accurate measurement of internal and

external movements is of value in cohtrolling con-

StNdOll stability The measurement of the plastic

deformation of the upstream and downstream slopes

under~the cycles of reservoir operation~may indicate the

likely development of shear failure at weak points

313 Seepage

Measurement of seepage through and past a dam may

indicate erosion or blocking of downstream drains and

reliefwclls by increase ordecrease of seepage respec-

tively at constant reservoir conditions Seepage and

erosion along the lines ofpoorcompaction and through

cracks in foundations and fills may specially be indi-

cated by such measurements

32 Str aius and Str esses

Design analysis of earth and rockfill dams is based on

radical simplifications of the stress pattern and the

shape of the rupture planes Stress measurementstherefore require considerable judgement in inter-

pretation Accurate measurement of stress is difficult

and distribution of stress in earth and rockfill dams is

complex Strains may be calculated from displace-

ments or measured directly

33 Dyuamic Loads (Earthquakes)

Earthquake causes sudden dynamic loading and meas-urement of vibrations in dams located in areas sub-

jected to seismicity is important for evolving design

criteria for such conditions

34 Other Measurements

341 Reservoir and Tail Wuter Level

Reservoir and tail water heads being one of the prin-

cipal loading to which a structure is subjected the

measurement of reservoiraud tail water levels is essen-

tial for interpretation and realistic asscssmcnt of the

structural behaviourofthereservoirrctainingstructure

342 Wave Height

Records of wave height data along with wind velocity

and other pertinent data help in deciding free board

requirements more realistically

343 Rainfnll

This measurement is necessary for interpretation of

pore water pressure and seepage development in earth

dams

1

832019 7436_1


IS 7436 ( Par-t 1 ) 1993

344 Data A boat A4aterial Properties

The knowlectge of properties of materials which are

relevant to the type of measurement are essential for

interpretation of instrument observations

4 PLANNIN INSTRIJMENTS SYSTEM

41 Careful attention should bc given to planning an

instrumentation system to emure that required infor-mation is obtained both during construction as well asduring the life of the structure The requirements of the

system and the procedures to the used for analyzing the

observations should be formula led in detail and selec-tion of measuring devices and their location chosen to

meet these requirements

411 In genera 1from the consideration of usefulness

of data obtainilble no instruments except for seepage

rainfall and rescrvoirwater levels are required for dams

up to 30 m height Although this li~i~itmay seemsuperfluous lhe actual requi rcments ldquomay be best

guided by consideration of fou relation and constmctionma teria 1s the imports nce of he structure design

methods and criteria adopted Provision of instruments

for measuring pore pressures and movements should be

provided fors[ructures having greater height Provision

of instruments [or measuring strain and stress and

dynamic effects of earthquake may be made for a few

selected cases where dam heights are more and ade-

quate tra inect sta ff is available An earth or rockfiIl dam

with weak soi 1s in the foundation of embankment is to

bc treated as a special case irrespective of its height and

instruments should be provided to suit the observation

requirements from the points of view of safety and

collecting data for future similar designs

412 Where dam Icngtks are more and foundation

strata varies along the length location of instruments

at two or three sertiom should bc considered

413 Mcasuri ng instruments for pore water pressures

aad movemenLs should be installed in close proximity

so that analysis and interpretation of dam is meaningful

414 Suitable access should preferably be available

for taking measurements throughout the year

42 Intallati(ln of instruments should be made underconstant surveillance of a qualified responsible in-

dividual

43 Instruments should be ~ui] rded against damage or

destruction by construction operations

5 INSTRIJMENTS FOR MEASUIUNG

MOVEMINT

51 Vertical Movement Gauges

511 Surjilcc Markers

Surface marker points consist of steel bars which aredriven vertically into the embankment or the ground

a ad embcddcd in concrete A reference base Iine is

established ONa firm ground outside the area of move-

ment due to reservoir and embankment load Position

of surface stilkcs or markers fixed on the embankment

are determi ncd by survey with referenee to this line It

measures ho rizo nta I movcm ents a tso

5111 Surface markers may be established on lines

parallel to the centre line of the dam at 50 to 100 m

centres The lines may be at the edge of the top width

of the dam at the edge of berms or at suitable intervals

along the slope at the toe of the dam and at 50 m and

100 m from toe if foundationsoil-is not firm These may

be provided both on upstream and downstream slopes

excepting Ioeations on upstream slope which retnainthroughout the year below Iake water

512 Cross-Arm Installation

It consists of telescopic steel easing to which areattached horizontal cross-arms at predetermined verti-

cal intervals As the soil settles sections of casing are

dragged down and these are thus relocated in their new

positions by lowering down the casing a problem fittedwith retractable claws which engage the bottom of each

section in turn or by using an electrical probe Cross-

arms are used in order to eliminate any possibility ofthe easing sections not settling along with the surround-

ing soil

513 Hydraulic Device

It is made from two 50-nun diameter brass pipe nipples

soldered to a common diaphragm Pipe caps are

secured at both ends of the assembly which is then

mounted vertically on a steel base plate for anchoragein the embankment The diaphragm separates the upper

(air) chamberfrom the lower (overflow) chamber and

encloses a plastic float valve which prevents water

from entering the air chamber during flushing of the

lower chamber Three 8-n~m outer diameter plastic

tubes are embedded in trenches which are exeavated tomaintain continuous downward slopes to the instru-

ment terminal The instrument terminal is equipped

with a pump air compressor and high precision pres-sure gauges

514 Geonor Probe

It consists of a three-pronged tip connected to a doublerod which is lowered down a bore hole or driven in soft

ground to desired depth When the outer rod is held and

the inner rod driven with hammer the three prongs areforecd out in the surrounding soil The outer rod is then

uncovered from the tip and withdrawn a few ecn-timetres The top of the inner rod which remains in

contact with the anchored tip is used as a reference

point to measure the settlement of the tip This device

is particularly well suited for measuring settlements of

soft foundations under-low embankments

515 Foundation Settlement Measuring Device

It is a base plate placed on the foundation line with a

vertical column of steel tubings The position of the

base plate is determined by a surrounding device

lowered from the top open end of the steel tubings

516 Magnetic Probe Extensometer

This system consists of a magnetfleed switch probe of

approximately 15 mm diameter connected to an in-

dicator with a marker connecting cable Magnetic ring

markers with stainless steel spring parts are installed

over a series of PVC access pipes of 33 mm outer

diameter and 27 mm inner diameter jointed together

832019 7436_1


The probe s whcu lnwcrcd through the ac ce ss pipe will

give iudications in the indicator where the mag net

ularker rings arc loc ated When seltling takes plac e~thc

u arkc r riag s will IUOVCwith Ihc soil aud the lamph

po sitions nlrsquo the ma rker rings indicatersquo the anm unt o f

se~tlc~ncnlswiIh respe c t IO ea rlier log ge d yosilion

517 ltlduction Coil Type Extcnsorndcrs

This induc tion c oil type exIc nsom eters c onsist of an

cIclsquocrsquoIrictIprobe mad e of PVC and having~a iame ter of

35 uuu or 43 IIII~ which houses a prima ry elec trical

exit The probe is conuc c ted to an indica tor electric al

caldr Indicator has a volta nunetcr to m easure Ihc

voliagc currcut inc rcasc when the primary coil enters a

sec onda ry c oil when there is a stee l ma rker ring or

pla~c t will indicale a curreut volIage which c ould bc

mid Illrough lhc indicato r Sc rics of ma rker rings

inslallcd over a co rrugalc d PVC pipe iitstallcd over a

PVC ac cess ~ubc s or inrlinou~etcr tube should help

rnouitoriug lhc scltlculcul

This i nsIallrIiou is similar tn thaI de sc ribed iu 412 but

instead of c ross-a rm fixed at dilrsquolcsrc nt sec tions Ihcrc

arc Iwo Vcrlica I plates at lhc same level plac ed at a

c rriliu disk1 ICC al)art The relative horizontaI IIIOVC-

n~enls bclwcen I h e t wo c ross-a rm are me asured by

Iriitisnlilling Ihc siiulc by ulc ilns of a Cable In a p i l i r 01

( lsquoou l l l r rw r ig l l l s w h ich I I IOVCvcr l i c i l I l y rsquo i t l the tubing A

solllld ilrg probe silnililr 10 I l l i l l UScd ill I I u ) i I S WC I I l C I l l Of

vcrIica1 lll~~vcrsquolIlcl11 i l~S~i l l l i~ l iOl~ elc minc s Ihc po silim

of~ihe ~~~~~~Icr-wci~l~Is

522 Itic~liiiotliters

PllsIic or lluulilCuu1 Iuhing is pla c ed vertica lly in the

iIau1 will1 ils I~ollonl i I i l C i l OR Xl t o firm unyicldiug

sirlIurrl The iuc lirlatiou of Ihe tubing is measured by a

slrsquonsilivc c lcc lriciil in~linon~c Icr s1ip by slrp sliirting

froni the 1~0l101i1 f the lub iug tlorizonla l niovc nicuts

arc ~~~nil~iilrd by inlrgraling lhc ii~ovcrncnls slarliug

from the IX~IIOIII OII the basis ofc hangs in Ihe inc lina-

lion Vcrticill l oVClIJCIIISlMy i lSO 1X I l le i~SUrCXlby

using lclc sc op ing c 7)ul)lings li)r c oiirlec liug the sec tions

01rsquo tlic tulGiigs ind iioliug Ihc po sitions of llic r ids 0C

c i lCh scclion by i i l l l l~~hi l l1 iC l I l ~ lch i l lg i lcvic c or if

I l l C l i l l rings are c l l l l Xd d c d ia the cud portions Of IrsquolilSliC

luh ttg by i l I I clcclroiwigttelic device Ebcll srcliott of

lubiiig is i l l l l k~rd I0 Ihc surrnuuding soil nliiss by

Ilsquoisiug Ilaugc s or collars to the tubing A ltcrnativc ly

whcii i i11c lc l~lr0ltlilgl~~li~ sound ing de vice is usrd the

plastic IulGug psscs Ihrnugh clfcircling metal discs

which arc Irsquom lo IIIoVc i I l Ol g with the I X r t h I l l a S S a d

UK position of thc sr disc s are detc mined by Ihc device

523 HtrrizonIaI IIIOVCIIICIIISay also bc mc asurrd by

runniug a I c lcc Irollllgllctic probe Ihrough Ic lcscop ing

l~lasti~ Iubing laid ho rizouIally ac ross the Daneaxis

524 IIInlcdiuu~ and high dams tension cracking call

occur nea r Ihc a butnICllIs in Ihc c ore as well as shell

mncs i lS i l result of diffcrcnlial sc ltlem c nt and surllrce

irrcgulariiics iu the a buln~~~t prolilc Shaq) S I O ~ CS t l l i l y

aIs0 couIribuIc IO tram verse crac kiug in the co re

IS 7436 ( Irsquoi llt 1 ) 1993

HorizoutaI stra ins in the range of 01 to 03 pc rceut

c ause c rac king in ea rth da ms Therefore horizonta l

strain need to b e mea sured near Ihc ab utments by

providing soil exlc nsninetc rs lo dc lcc l tcnsinn znncs

Soil c xteusouletc rs c onsist olrsquolwo lgtlaIeanchors welded

to two slaiuless stee l rods prote c ted by telescoping

tubes The strain mea suringdevic c tnauntcd on the rods

inay b c bo nded resistanc e strain ga uge vibrating wire

strain ga uge or po tentiome ter and is elec trica lly c on-ucctcd o a rtmote readout Soil extensonletcr should

be provided in two groups nea r Ihc lop of dam on each

ab utnml only up IO qua rter Icngth of hc da m from the

abutn~ent~bothn c ore as well as shell zones

The cross-am insIallation for vertica l n~ovc n~cn~s has

hreu a slauda rd p ra c t i ce it b eing eilSicr o fab ricate and

install but its ma intcna nrc isvery dilllsquoirult asslush ma y

cuter the pipe and render Ihc device inopcrativc Fur-

Ihrr Ihc use of the asseulbly ap pe ars to Ix limited to

dalIIs of low IO nlcd iuul height~bec ausc wiIh iucrca siugheight IIIC assc nlbly tuay unt remain in pluu~b and

ob servations by torped o luay bc c omc difficult Alter-

nalivcly the hydraulic devic e c an bc used fnr high

da Ius Whcrc snli fouudatious are ~ICI wiIh USC of

Geonor prnbc is recmmcndcd Fnr the nmsurcm ent

0lrsquohoriz0lllill n~oVc nlcnls lhc inc liiinn~c lc r is a superior

i~~cta 1laIinn as it gives inlmuatinn olrsquohnriznnIa1 movc -

mc ut along its cnu~plctc IcngIh aud the position of

slidingsurfacc niay bc Ihcrelhre dc lcrniincd ac c uralc -

ly Further with the prnvisinn of telc sc op iug c oup ling

n lc la l rings at lhc cud s of sec tions and inctal discs lo

surrnuud the tubing ve rtic al ~novc~~~cn~slay be a sonlca surcd at a little extra c ost The fab ric atinu and

illsIlllaIinu hnwc vc r requires prec ision and the insIru-

urcrrt is njurh c ostlier Ihau the c ross-a m arrangc nlcnt

Howc vc r au allc ruatc dc vire which is lasy li)r inslalla-

lieu and nbscrvatinn is ba sc d~on Ihc principle drscribc d

in 522

54 (Xoire of IA)~ilti~~tl of Instrunwllts to Measure

Movements

The iustalla liou shou ld IX a t c ritica l lnrati~~~s whe re

dc signc orlsidc riltions show wea k ZOIICSSoft Clays aud

fissured c lay in the limuda tion are pa rlicularly susccp-tiblc IO long Irrut INO~CIIXIIIS and uc c da careCu watch

By lllea tls or surflc c survey s it IIIIY 1~ pnssiblc to

loc ate arc as in which Irnsinn ofrsquo c oullmssinn is

drvclopiug cspc~ially in earth da ms which tuay help

in Joca liug incip iciil slope instab ility While loc ating a

IIIOVCIIICIIIdc vicc it shouid Ix kept iu view~Ihlt ma xi-

IIIIII~ horizonlat I I I O VC I I I C I I I S gcncrally occur at mid-

SIO~CSand ulaxiuluuI vc rIica I umvc ulcuts oc c ur at ulid

hc ighl OC he structure

6 IrsquoIEOMETrsquoIlsquoEKS

61 Picmwtrls co nunonly used an given in 611 to6IA

61 l Porous 7ipf Tdw Picwrneter

6111 This is a stee l or PVC pipe 10 to 40 nun in

diauleter plac ed vertica lly duriug c onslrurtiou or in a

bo rehole alirr c onstruc tion A pornus clrmcnt is Gxcd

al IIIC bo~~orn olrsquo the pip or ahc ruaiivcly the lower

3

832019 7436_1


IS 7436 (Par t 1) 1993

portion is perfora~cd and soil prevented from entering

the pipe by surrounding the perforated portion by brass

wire mesh and a gunny bag filled with filter material

With increase or decrease of pore water pressure in the

soil near the perforated portion water level rises or

drops in the pipe and this level is fioted by as electrical

sounding device or a bell sounder

6112 The piezometer consisting of PVC vertical pipe12 to 15 mm outer diameter extending above ground orembankment surface with carborandutialundumporous tube tip having 37 mm outer diameter andlength 30 to 60 cm at the measuring point is known as

porous tube type piezometer It is free frqm electrolytic

action and attack by chemicals in wateror soil It has

also less response time compared to ordinary stand pipe

piezometer with bottom end open or with perforated

bottom section

612 Closed System Hydraulic Piezometer

it consists of a porous element which is connected by

two plastic tubes to pressure gauges located in a ter-minal house or terminal well The terminal house or

well contains pumping and vacuum equipment an airtrap and a supply of de-aired water besides pressuregauges Use oftwo plastic tube makes possiblecircula-

tion of water through the porous element to de-air thesystem The pore-water pressure is noted by means of

gauges

6121 There are two types oftips The foundation type

can by installed in a bore hole The embankment type

is rcquircd to be placed during construction

613 Electrical PiezometersElectrical piezometer consists of a tip having a

diaphragm which is deflected by the pore water pres-

sure against one face The deflection of the diaphragm

is measured by a suitable strain gauge which may besuilably calibrated to read pore water pressure The

strlin gauge is either electrical resistance (unbonded

strain gauge) type or vibrating wire type

614 Pneumcrtic Piezometers

In the pneumatic piezometers the diaphragm deflec-tion due to pore water pressure is balanced by a known

airgas pressure and recorded at the outside indicatorend using pneumatic pressure gauges or pressure

transducers

62 Choice of Instr uments to Measure Pore Water

lrsquoressutx

621 Piezometer observations are of prime importance

and are to be continued over an extended period of timeIt is therefore imperative that limitations will be im-posed as to the selection of particular instruments

because of its reliability and durability Other factors

that influence the selection are time lag and sensitivity

The significance of time lag depends to a considerableextent on the nature of the anticipated fluctuations of

pore pressure

622 Stand pipes though durable and reliable are not

generally used for measuring pore pressures during

construction there being no water flow Installation of

a stand pipe in impervious or semi-pervious soils will

lead to more time lag Installation of twin-tube

hydraulic piezometers has been a standard practice

Factors considered in its favour include relalive

economy and availability of materials and ease of

installation But presence of air-bubbles in the tubing

which may become difficult to remove is one of the

disadvantages Electrical piezometers have instan-

taneous response and are available indigenously A

final choice regarding selection will be best judgedupon the accuracy of results required the importanceof such records and the cost involved

63 Choice of Location for Installation of Piezometer

Pore water pressures indicate whether the various

zones in an earthrockfill dab are functioning properly

These also indicate th effectiveness of the seepage

barrier provided in case of pervious foundations the

effectiveness of chimney filters and horizontal drains

provided in the upstream embankment in case of earth

dams etc As such the piezometers are required to be

located at critical ~points of a cross-section and loca-tions Typical installation arrangements are shown in

Fig 1 Structures made up of inferior materials orresting on soft slow draining foundations should haveadequate number of piezometers Piezometets locatedin the upstream and downstream of the filter andupstream and downstream side of the under seepage

barriers casing of not freely draining materials would

indicate drawdown pore pressures and those in the

downstream casing would give information about

seepage conditions

7 INSTRIJMENTS FOR MEASURING SEEPAGE

71 Rectangular or V-notches are fixed at suitable

points on the main collecting drains to measure the

seepage water There should be a clear fall over the

notch and-the approach velocity should be reduced as

far as practicable The head ofwater is measured by thegraduations on the~notchand the discharge is calculatedby using appropriate formula

8 INS TRUMENTS FOR MEASURI NG EARTH

PRESSURE

81 Earth P ressure C e l l s

The usual instrument to measure earth pressure is theearth pressure cell It uses a stiff diaphragm on which

the earth pressure acts The action is transmitted

through an equalizing confined incompressible fluid

(Mercury) on to a second pressure responsive element

the deflection of which is proportional to the earthpressure acting The deflection is transformed into anelectrical signal by a resistance wire (unbonded straingauge) or vibrating wire strain gauge and transmitted

through a cable embedded in the earth work tb a

receiver unit on the surface The measure of the electri-

cal signal indirectly indicates the earth pressure by

appropriate calibration

811 The earth pressure cell may be designed to

measure effective or total earth pressure or both When

it measures total earth pressures only piezometers

should be placed by their side to measure pore pressure

which when deducted from the total earth pressure to

4

832019 7436_1


give effective earth pressure For observations of a

retaining wall when it is intended to note the change

in the coefficient of earth pressure clinometers should

be fixed to the wall near the earth pressure cell to

measure ita tilting

9 INSTRUMENTS FOR MEASURINGEFFECTS

OFDYNAMIC LOADS DUE TO EARTHQUAKES

91 These measurements are made by installing seis-mographs adcelerographs and structural response re-corders in accordance with IS 4967 1968

10 INSTRUMENrsquoIX FOR MEASURING

RESERVOIR A-lsquoYDTAIL WATER LEVELS

101 Hydrostatic pressure is exerted on a dam by lake

water and tail water Headwater and tail water levels

are observed daily by means of gauges (scales) fixed

on the dam at locations conveniently visible Where

the hourly rate of variation of water level is rapid and

this information is important for interpretation of~ob-

IS 7436 ( Part 1) 993

servations automatic continuous water level recorder

should be fixed in shafts suitably located

11 INSTRUMENTS FOR MEASURING WAVE

HEIGHTS

111 Automatic wave height recorders are installed to

measure wave heights One type of this instrument

provides an electriccircuit which is completed by lake

water The change in level of lake water due to wave

causes change in resistancecapacitance of the circuitwhich is automatically recorded by a recorder Suitablecalibration of change in resistancecapacitance in terms

of change in water level gives the desired observation

The installation of such recorders will be required only

for those reservoirs with long fetch which is likely to

experience high velocity winds

12 INSTRUMENTS FOR MEASURING

RAINFALL

121 Measurement of rainfall at the dam site is made

by installing a raingauge (see IS 4986 1983 IS 5225

1969 and IS 5235 1969)

-AXIS OF DAM

l l 0 0 0 Irdquo 0 0 TERMINAL lsquoWELLrsquo

1 A Homogeneous Dam

16 High Dam (117 m Height)

LcsMdr

10 Foundation Piezometer lip 0 Impervious

0 Embankment Piezometet Tip Q) Relatively Pervious

Q) Pitching

FIG1 TYPICAL TATIONSHOWINGP IEZLMEERNSTKLLNIONS

832019 7436_1


IS7436(Part1)1993

13 DATA ABOUT MATERIAL PROPERTIES

131 Properties of soilsnear the instruments should bedetermined while they are being installed Grain size

distribution specific gravity and consistency limit testsshould be carried out for soils near all types of instruments

Average field density and water content of soil layer in

which the instrument is installed should also be noted In

case of instruments for observations of movements con-solidation tests should be done When measurement

of construction pore pressures is contemplated

laboratory construction pore pressure tests should be

carried out Permeability of compacted soils near

piezometers should Abe determined If assumptions

made during stability analysis are to be verified ap-

propriate shear tests should be done For earth pressure

measurements laboratory test should be run to deter-

mine the coefficient of earth pressure tit rest or accord-ing to anticipated stress paths

832019 7436_1


Standard Mark

The use of the Standard Mark is governed by the provisions of the Bureau of Indian

Standards Act 2986 and the Rules and Regulations made thereunder The Standard Mark onproducts covered by an Indian Standard conveys the assurance that they have been

produced to comply with the requirements of that standard under a well defined system ofinspection testing and quality control which is devised and supervised by BIS and operatedby the producer Standard marked products are also continuously checked by BIS for con-formity to that standard as a further safeguard Details of conditions under which a licencefor the use of the Standard Mark may be granted to manufacturers or producers may beobtained from the Bureau of Indian Standards

832019 7436_1


Bureau of Indian Standards

BIS is a statutory institution established under the Bureau af Indian Standards Act 1986 to promoteharmonious development of the activities of standardization marking and quality certification ofgoods and attending to connected matters in the country

Copyright

BXS has the copyright of all its publications No part of these publications may be reproduced in anyform without the prior permission in writing of BIS This does not preclude the free use in the course of

implementing the standard of necessary details such as symbols and sizes type or gradeEnquiries relating to copyright be addressed to the Director ( Publications ) BIS

designations

Review of Indian Standards

Amendments are issued to standards as the need arises on the basis of comments Standards are alsoreviewed periodically a standard along with amendments is reaffirmed when ampuch review indicates thatno changes are needed if the review indicates that changes are needed it is taken up for revisionUsers of Indian Standards should ascertain that they are in possession of the latest amendments oredition by referring to the latest issue of lsquoBIS Handbookrsquo and lsquoStandards Monthly AdditionsrsquoComments on this Indian Standard may be sent to BIS giving the following reference1

Dot No RVD 16 ( 81 )

Amendments Issued Since Publication

Amend No Date of Issue Text Affected

_

BUREAU OF INDIAN STANDARDS

Headquarters

Manak Bhavan 9 Bahadur Shah Zafar Marg New Delhi 110002Telephones 331 01 31 331 13 75

Regional Offices 8

Central Manak Bhavan 9 Bahadur Shah Zafar Marg

NEW DELHI 110002

Eastern l14 C I T Scheme VII M V I P Road Maniktola

CALCUTTA 700054

Northern SC0 445-446 Sector 35-C CHANDIGARH 160036

Southern C I T Campus IV Cross Road MADRAS 600113

Western Manakalaya E9 MIDC Marol Andheri ( East )

BOMBAY 400093

Telegrams Manaksanstha( Common to all offices )

Telephone

I

331 01 31

331 13 75

i

37 84 99 37 85 61

37 8626 37 86 62

I

53 38 43 53 16 40

53 23 84

I

235 02 16 235 04 42

235 15 19 235 23 15

632 92 95 632 78 58

632 78 91 632 78 92

Branches AHMADABAD BANGALORE BHOPAL BHUBANESHWARCGIMBATORE FARIDABAD GHAZIABAD GUWAHATI HYDERABAD

JAIPUR KANPUR LUCKNOW PATNA THIRUVANANTHAPURAM

Printed at New India PriPt inp Pmr Uurie ~nua

832019 7436_1


832019 7436_1


Indian Standard

IS 7436 ( Par t 1) 1993







1 SCOPE









2 REF-ERENCES



IS No Title







i l lamp




311 Fore Pressure










312 Movements









313 Seepage



























342 Wave Height




343 Rainfnll



dams

1

832019 7436_1


IS 7436 ( Par-t 1 ) 1993





































dividual




MOVEMINT

























ing soil













514 Geonor Probe





















832019 7436_1





























































































in 522


Movements



















3

832019 7436_1


IS 7436 (Par t 1) 1993













bottom section






gauges













transducers


lrsquoressutx






pore pressure



























seepage conditions








PRESSURE
















4

832019 7436_1






measure ita tilting












IS 7436 ( Part 1) 993




HEIGHTS











RAINFALL



1969 and IS 5235 1969)

-AXIS OF DAM


1 A Homogeneous Dam


LcsMdr



Q) Pitching


832019 7436_1


IS7436(Part1)1993















832019 7436_1


Standard Mark




832019 7436_1




Copyright



designations






_


Headquarters


Regional Offices 8


NEW DELHI 110002


CALCUTTA 700054




BOMBAY 400093


Telephone

I

331 01 31

331 13 75

i

37 84 99 37 85 61

37 8626 37 86 62

I

53 38 43 53 16 40

53 23 84

I

235 02 16 235 04 42

235 15 19 235 23 15

632 92 95 632 78 58

632 78 91 632 78 92




832019 7436_1


Indian Standard

IS 7436 ( Par t 1) 1993







1 SCOPE









2 REF-ERENCES



IS No Title







i l lamp




311 Fore Pressure










312 Movements









313 Seepage



























342 Wave Height




343 Rainfnll



dams

1

832019 7436_1


IS 7436 ( Par-t 1 ) 1993





































dividual




MOVEMINT

























ing soil













514 Geonor Probe





















832019 7436_1





























































































in 522


Movements



















3

832019 7436_1


IS 7436 (Par t 1) 1993













bottom section






gauges













transducers


lrsquoressutx






pore pressure



























seepage conditions








PRESSURE
















4

832019 7436_1






measure ita tilting












IS 7436 ( Part 1) 993




HEIGHTS











RAINFALL



1969 and IS 5235 1969)

-AXIS OF DAM


1 A Homogeneous Dam


LcsMdr



Q) Pitching


832019 7436_1


IS7436(Part1)1993















832019 7436_1


Standard Mark




832019 7436_1




Copyright



designations






_


Headquarters


Regional Offices 8


NEW DELHI 110002


CALCUTTA 700054




BOMBAY 400093


Telephone

I

331 01 31

331 13 75

i

37 84 99 37 85 61

37 8626 37 86 62

I

53 38 43 53 16 40

53 23 84

I

235 02 16 235 04 42

235 15 19 235 23 15

632 92 95 632 78 58

632 78 91 632 78 92




832019 7436_1


IS 7436 ( Par-t 1 ) 1993





































dividual




MOVEMINT

























ing soil













514 Geonor Probe





















832019 7436_1





























































































in 522


Movements



















3

832019 7436_1


IS 7436 (Par t 1) 1993













bottom section






gauges













transducers


lrsquoressutx






pore pressure



























seepage conditions








PRESSURE
















4

832019 7436_1






measure ita tilting












IS 7436 ( Part 1) 993




HEIGHTS











RAINFALL



1969 and IS 5235 1969)

-AXIS OF DAM


1 A Homogeneous Dam


LcsMdr



Q) Pitching


832019 7436_1


IS7436(Part1)1993















832019 7436_1


Standard Mark




832019 7436_1




Copyright



designations






_


Headquarters


Regional Offices 8


NEW DELHI 110002


CALCUTTA 700054




BOMBAY 400093


Telephone

I

331 01 31

331 13 75

i

37 84 99 37 85 61

37 8626 37 86 62

I

53 38 43 53 16 40

53 23 84

I

235 02 16 235 04 42

235 15 19 235 23 15

632 92 95 632 78 58

632 78 91 632 78 92




832019 7436_1





























































































in 522


Movements



















3

832019 7436_1


IS 7436 (Par t 1) 1993













bottom section






gauges













transducers


lrsquoressutx






pore pressure



























seepage conditions








PRESSURE
















4

832019 7436_1






measure ita tilting












IS 7436 ( Part 1) 993




HEIGHTS











RAINFALL



1969 and IS 5235 1969)

-AXIS OF DAM


1 A Homogeneous Dam


LcsMdr



Q) Pitching


832019 7436_1


IS7436(Part1)1993















832019 7436_1


Standard Mark




832019 7436_1




Copyright



designations






_


Headquarters


Regional Offices 8


NEW DELHI 110002


CALCUTTA 700054




BOMBAY 400093


Telephone

I

331 01 31

331 13 75

i

37 84 99 37 85 61

37 8626 37 86 62

I

53 38 43 53 16 40

53 23 84

I

235 02 16 235 04 42

235 15 19 235 23 15

632 92 95 632 78 58

632 78 91 632 78 92




832019 7436_1


IS 7436 (Par t 1) 1993













bottom section






gauges













transducers


lrsquoressutx






pore pressure



























seepage conditions








PRESSURE
















4

832019 7436_1






measure ita tilting












IS 7436 ( Part 1) 993




HEIGHTS











RAINFALL



1969 and IS 5235 1969)

-AXIS OF DAM


1 A Homogeneous Dam


LcsMdr



Q) Pitching


832019 7436_1


IS7436(Part1)1993















832019 7436_1


Standard Mark




832019 7436_1




Copyright



designations






_


Headquarters


Regional Offices 8


NEW DELHI 110002


CALCUTTA 700054




BOMBAY 400093


Telephone

I

331 01 31

331 13 75

i

37 84 99 37 85 61

37 8626 37 86 62

I

53 38 43 53 16 40

53 23 84

I

235 02 16 235 04 42

235 15 19 235 23 15

632 92 95 632 78 58

632 78 91 632 78 92




832019 7436_1






measure ita tilting












IS 7436 ( Part 1) 993




HEIGHTS











RAINFALL



1969 and IS 5235 1969)

-AXIS OF DAM


1 A Homogeneous Dam


LcsMdr



Q) Pitching


832019 7436_1


IS7436(Part1)1993















832019 7436_1


Standard Mark




832019 7436_1




Copyright



designations






_


Headquarters


Regional Offices 8


NEW DELHI 110002


CALCUTTA 700054




BOMBAY 400093


Telephone

I

331 01 31

331 13 75

i

37 84 99 37 85 61

37 8626 37 86 62

I

53 38 43 53 16 40

53 23 84

I

235 02 16 235 04 42

235 15 19 235 23 15

632 92 95 632 78 58

632 78 91 632 78 92




832019 7436_1


IS7436(Part1)1993















832019 7436_1


Standard Mark




832019 7436_1




Copyright



designations






_


Headquarters


Regional Offices 8


NEW DELHI 110002


CALCUTTA 700054




BOMBAY 400093


Telephone

I

331 01 31

331 13 75

i

37 84 99 37 85 61

37 8626 37 86 62

I

53 38 43 53 16 40

53 23 84

I

235 02 16 235 04 42

235 15 19 235 23 15

632 92 95 632 78 58

632 78 91 632 78 92




832019 7436_1


Standard Mark




832019 7436_1




Copyright



designations






_


Headquarters


Regional Offices 8


NEW DELHI 110002


CALCUTTA 700054




BOMBAY 400093


Telephone

I

331 01 31

331 13 75

i

37 84 99 37 85 61

37 8626 37 86 62

I

53 38 43 53 16 40

53 23 84

I

235 02 16 235 04 42

235 15 19 235 23 15

632 92 95 632 78 58

632 78 91 632 78 92




832019 7436_1




Copyright



designations






_


Headquarters


Regional Offices 8


NEW DELHI 110002


CALCUTTA 700054




BOMBAY 400093


Telephone

I

331 01 31

331 13 75

i

37 84 99 37 85 61

37 8626 37 86 62

I

53 38 43 53 16 40

53 23 84

I

235 02 16 235 04 42

235 15 19 235 23 15

632 92 95 632 78 58

632 78 91 632 78 92




Documents

7436_1