12966_2

832019 12966_2

httpslidepdfcomreaderfull129662 112

IS 12966 (Part 2) 1990

Indian Standard

CODE OF PRACTICE FOR GALLERIES

AND OTHER OPENINGS IN DAMS

PART 2 STRUCTURAL DESIGN

UDC 627rsquo8rsquo068 624rsquo04

0 BIS 1991

BUREAU OF INDIAN STANDARDS

MANAK BHAVAN 9 BAHADUR SH AH ZAFAR MARG

NEW DELHI 110002

February I99 1

Price Group 4

( Reaffirmed 1997 )

832019 12966_2


Dams ( Overflow and Non-overflow ) Sectional Committee RVD 9

FOREWORD

This Indian Standard was adopted by the Bureau of Indian Standards on 22 February 1990 afterthe draft finalized by the Dams ( Overflow and Non-overflow ) Sectional Committee had beenapproved by the River Valley Division Council

A large number of galleries and other openings are provided in practically all modern high damsThe galleries are required for access grouting inspection drainage and for the operation of gatesOther major openings include sluices temporary diversion conduits river outlets and penstockopenings In addition there are openings for stairwells shafts air vents drainage holes etc

To enable the designing of gallery it is necessary to determine the general stress field to which theopening is subjected and subsequently to analyse the local alteration in it due to the particular shapeof the opening

In this standard only small openings such as foundation gallery inspection gallery adit to galleryetc have been considered The openings such as sluices penstocks and other similar openingshave been excluded from this standard

For the purpose of deciding whether a particular requirement of this standard is complied with thefinal value observed or calculated expressing the result of a test or analysis shall be rounded off inaccordance with IS 2 1960 lsquoRules for rounding of numerical values ( revised )lsquo The number of

significant places retained in the rounded off value should be the same as that of the specified valuein this standard

832019 12966_2


IS 12966 ( Part 2 ) 1990

Indian Standard

CODEOFPRACTICEFORGALLERIES

ANDOTHEROPENINGSINDAMS


1 SCOPE

11 This standard lays down method of determiningreinforcement around openings in solid gravity damsconstructed either in concrete or in masonry and areapplicable to openings which can be analysed as twodimensional problems

12 The design of openings which are large in com-parison with the size of the dam is not considered inthis standard If d is the maximum cross-sectional di-mension of the gallery of the opening it is consideredlarge when either of the following is complied with

a) d 2 6mor

b) concrete or masonry cover any where around it isless than d

2 REFERENCES

21 The following Indian Standards are necessaryadjunct to this standard

IS No

456 1978

457 1957

4410

( Part 8) 1968

6512 1984

8605 1977

Title

Code of practice for plain and rein-forced concrete ( third revision )

Code of practice for general con-struction of plain and reinforcedconcrete for dams and other massivestructures

Glossary of terms relating to rivervalley projects Part 8 Dams and

dam sectionsCriteria for design of solid gravitydams ( first revision )

Code of practice for construction ofmasonry in dams

3 TERMINOLOGY

30 For the purpose of this code the following defini-tions shall apply

31 Air Vent

An opening provided for the entryescape of air

32 Boundary Stress

The normal stress on a plane perpendicular to a freeboundary

33 Critical Load

A loading condition which will produce maximum or

the most significant stresses in the structure underconsideration

34 Diversion Conduit

A conduit used for the temporary diversion of waterfrom the reservoir

35 Drainage Hole

Openings for ensuring proper drainage of the structure

36 Gate Gallery

Gallery made in a dam to provide access to and roomfor the mechanical equipment required for the opera-tion of gates in outlet conduits or powerpenstocks etc

37 Penstock Opening

Openings for pipes which convey water from intake toturbine in hydroelectric schemes

38 Plumbline Shaft

A shaft located in a dam in order to make observationsof the deflection of the dam with respect to the base

39 Reservoir Empty Condition

The condition in which no water load is assumed to bepresent on upstream side of the dam

310 Reservoir Full Condition

The condition in which the water level is at FRL onupstream side of the dam

311 Stair Well

A vertical opening provided in the body of the dam toaccommodate staircase

312 Total Tension

Integral of the tensile stress normal to the section fromthe boundary of zero tensile stress

313 Transverse Gallery

A gallery in the direction perpendicular to that oflongitudinal axis of the dam

314 Uniaxial Stress Field

If a thin plate is loaded by forces applied ai theboundary only in one direction a state of uniaxial stressfield is said to exist

832019 12966_2


IS 12966 ( Part 2 ) 1990

4 SYMBOLS

41 For the purpose of this code and unless otherwisedefined in the text the following letter symbols shallhave the meaning indicated against each

A = Cross-sectional area of steel in tension

a=

Semi-major axis of elliptic openingsb = Semi-minor axis of elliptic opening

F = Total tensile force across the section

A = Height of rectangular opening

B = Width of rectangular opening

r = Radius of circle

rO = Polar co-ordinates

90e = Radial and tangential normal stresses inpolar co-ordinates

7 = Shear stress in polar co-ordinates

CT =x Normal stress on vertical plane

CT = Normal stress on horizontal plane

0ldquo Q = Normal stress on horizontal plane at theupstreamdownstream face of the dam (cal-culated by stability analysis at the level ofconsideration )

7 ZZu

Shear stress on xy plane at the upstreamface of dam

lsquoIti = Shear stress on xy plane at the downstreamface of dam

P = Pressure (water + silt if any )at the us face

of dam at the level of consideration

Pd = Pressure (water + silt if any)at the ds faceof dam at the level of consideration

T = Total base width of the dam at the level ofconsideration

X = Distance of centre of gallery from toe

c p = Total horizontal force at the level of con-sideration

c w = Total vertical force at the level of con-sidemtion

CM = Total moment about cg of the Section ofthe base of dam ie middle of the Sectionassuming the dam base as 1 m wide strip

5 MATERIALS

51 Concrete

Plain and reinforced concrete shall conform toIS 456 1978 Mass concrete shall conform toIS 457 1957

52 Masonry

Stone masonry shall conform to IS 8605 1977

6 BASIS OF DESIGN

61 Openings in structure develop a discontinuity inthe stress field and may develop zones of tensile stressand high compressive stress and in general weaken thestructure Reinforcement has therefore to be pro-vided in many cases

62 The analysis has to be conducted in two stages

a) Determination of overall stress field in the centreof openings aud

b) Detailed determination of the stress distributionaround openings and determination of totaltension therefrom

63 Overall Stress Field

The stress field at the center line of the opening isdetermined by one of the following methods

631 Approximate Analytical Method

ldquoGravity Method of Analysisrdquo which assumes lineardistribution of vertical stresses on horizontal planes isgenerally used The method provides a two-dimen-sional solution and idealizes the dam as composed ofa number of vertical elements each of which carries itsload to the foundation without any transfer of the loadto adjacent vertical elements The shear stress distribu-tion is parabolic and horizontal stress distribution iscubic This method is used to determine for eachloading combination ( see IS 65 12 1984 ) the normalstresses on horizontal and vertical planes The detailsof the method are given in Annex A

64 Stress Distribution Around Openings

Distribution of stress field due to opening is generallydetermined by one of the following methods

641 Theory of Elasticity

Where a closed form analytical solution is available itmay be used for analysis

6411 Circular openings

For a circular hole of radius lsquorOrsquo in an infinite platesubjected to uniform uniaxial stress ( p ) in the verticaldirection using polar co-ordinates ( r 8 ) the stress

coefficients are given by

= $+)-(l+ F) cos28

where 8 = angle from the crown as shown in Fig 2 Ata distance of ( 3 - 1) r from the crown the tensilestress reduces to zero and then charges to compressiveIf the distance is approximately assumed as O-5 Oandstress distribution taken as linear total tension at top

and bottom works out to approximately 025 pro forwhich reinforcement shall be provided in the absenceof more detailed analysis

Along the contour the normal stress coefficient isgiven by

(33- = (1 - 2 cos 20)P

832019 12966_2


IS 12966 ( Part 2 ) 1990

RESERVOIR

WATER LEVEL v _

t-z-- = = =A_-----_ == 3-_--__ _fT--L---

1 I

1A VERTICAL CROSS SECTION

ml Poxz-l+

=YX Y MOMENTS

19 HORIZONTAL CROSS SECTION

FIG1 SIGN CONVENTIONOR THEFORCESACHNGON THE DAM SECTION

6412 Elliptic openings

For elliptic opening with major and minor axes 2a and2b in a plate subjected to uniform uniaxial stress field(p) tangential stress coefficient along the contour isgiven by

(J sin28 + 2Ksin20 - Kz cos2c)

-_= where K = aP sin26 + Kz cos20 b

For 8 = 0 5 = 1 and for 8 = rsquoP

cFIG2 STRESSESNCIRCULARPENINGIUETO

UNIFORMNIAXIALTRESS

642 Stress Coefficients

Stress coefficient for rectangular openings of variouswidth and height ratio for normal stress perpendicularto the centre line of opening due to uniform stressfields parallel to or perpendicular to the line can beobtained from the curves given in Fig 3 and 4

643 Photoelastic Method

For more complex forms and load conditions photo-elastic method is preferred Numerous applications ofphotoelastic method have been made in the design ofvarious types of openings required in Civil Mechani-cal and Aeronautical structures Using photoelasticmethod extensive work has been done to obtain stressdistribution around openings of various shapes suchas square ectangular with semi-circular roof andrectangular

The data is available for the following cases

1 Openings in uniform uniaxial compressive stress

field

2 Openings in uniform bi-axial stress field

3 Square openings close to a free boundary

644 Finite Element Method

Finite element method has been used for obtaningelastic-plastic analysis of openings This method is

3

832019 12966_2


IS 12966 (Part 2) 1990

particularly useful in investigation of the behaviour ofopenings in non-linear range and to study the propaga-tion of cracks near the openings

DA

NOTE - For design purposes the normal stress on rhe centerlineparallel to the stress field direction may be considered to be indc-pendent of B For ox 7 0 the tensile area = 0rsquo149 A (Trdquo is thenormal stress perpendicular to Y-axis D is the distance from the

boundary of the opening along the Y-axis

FIG 3 CURVEFOR STRESSCOEFFKIEWS FOR FampTAN-

GULAR OPENING DUE ro UNFORM STRESS FIELD

PERPENDICULAR TO THE LINE UNDER CONSIDERATION

7 LOADING CONDITIONS

71 Critical Loads

The important loads that are to be considered for thedetermination of overall stress field are dead loadreservoir and tail-water loads earthquake forces upliftpressure earth and silt pressure ice-pressure wind

pressure and wave pressure Designs should be basedon the most adverse combination of probable loadconditions and include those loads having a reasonableprobability of simultaneously occurrence The gallaricsand other openings in gravity dams shall be designedfor the load combination listed in IS 65 12 1984 Loadcombination B C E F and G shall however beanalysed without uplift

72 Typical planes considered for analysis - For somesimplified cases critical loads and sections are indi-cated in Table 1

8 ASSUMPTIONS IN DESIGN

81 Following assumptions have been made in carry-ing out the design

a) The minimum distance of the boundary from theface of opening is two and half the width of theopening

b) The problem is treated as plane stress problem

cgt oncrete is assumed to behave as a linear andelastic material Tension upto the values permittedin IS 6512 1984 may be allowed Gallery rein-forcement is required if tension exceeds these per-missible values and

4 Total tensile force is taken by steel reinforcement

9 PERMISSIBLE STRESSES

91 The permissible stresses for reinforcement shallbe taken in accordance with the relevant standards

10 DESIGN OF REINFORCEMENT

101 The following design procedure will apply toboth concrete and masonry dams In case of masonrydams a portion around an opening which is rein-forced is constructed in concrete The thickness ofconcrete around vertical openings like air vents isgenerally 300 mm For other opening the thickness

varies from 750 mm to 1 500 mm The design proce-dure will be identical with that for a concrete dam theassumption is that the masonry and concrete behave asone mass

102 The procedure for the design of reinforcementwill be as follows

a) Locate the centre of the opening on a cross-sectionof the dam

b) Determine prevalent stress field in the dam sec-tion at that location in the absence of the opening

( SEC 3 )c) Determine the stress distribution along the plane

considered for design subjected to uniform stressfield arrived at in (b) above ( see 64 )

d) Compute the total tensile force across the planeconsidered for design ( see 103 )

e) Compute area of steel reinforcement required( see 104 )

f) Details of the reinforcement ( see 105 )

103 Computation of Total Tension

The total tension is determined by integrating the areaunder tension along a particular section

104 Computation of Area of Steel Reinforcement

After obtaining the total tension for section underconsideration for the opening for the critical loadingcondition the area of steel is calculated by dividing thetotal tension (F ) by allowable stress (o) that is

105 Detailing of Reinforcement

Typical reinforcement details are shown in Fig 5The reinforcement bars must be straight as far as possi-ble and enchored in a zone of compressive stress Thebars will generally be put up horiiontally above theroof of the gallery and vertically on the sides Diagonalbars are necessary at the corners The spacing of bars

4

832019 12966_2


IS 12966 ( Part 2 ) 1990

1 0 0 t

0 4 O- 6 O- 6 1 - O l - 2 1 - L l - 6 l - 6 2 0 2 - 2 2 4

0 A

NOTE - am is the normal stress perpenampcular to Y-axis D is the distance from the boundary of the opening along the Y-axis

FIG4 CURVE OR TRESSOEFFICIENTSORRECTANGULARPENING UETOUNIFORMTRESS IELDPARALLELO

TH E INEUNDERCONSIDERATION

Table 1 Critical Loads and Sections

Type of Critical LoadingCondition or OpeningOpenings Locatedat

us Third Middle Third ds Third

(1)

Longitudinal

(2)

Reservoir

empty

(3)

Reservoir empty

or full

(4)

Reservoir full

Vertical Reservoir full Reservoir full do

Transverse Reservoir

empty

Reservoir empty

or full

do

PlanesConsidered for

Analysis

(5)

Vertical section perpen

dicular to the longitu-

dinal axis of dam

Horizontal section

through the opening

Vertical section parallel

to longitudinal axis of

dam

832019 12966_2


IS 12966 ( Part 2 ) 1990

generally should not be less than 15 cm centre to centreand not greater than 30 cm The minimum clear covershall be 15 cm for the reinforcement The minimumdiameter of reinforcement bars shall be 16 mm formain reinforcement and 12 mm for distribution Otherdetails of reinforcement must follow IS 456 1978

106 Relaxation in Design Criteria

Any change in the reinforcement around galleries ascomputed by the procedure indicated in 102 abovecan be made if indicated otherwise through the stud-ies carried out by finite element andor photoelasticmethods

11 SPECIAL CASES

111 Opening Close to Surface

In some cases openings may have to be provided closeto the face of the dam or near the face of a block Insuch cases the results obtained for normal openingsdiscussed above are not applicable Photoelastic methodor finite element method should be used to obtainstress fields in such cases

112 Multiple Openings

It is frequently necessary to provide a number ofseparate outlets through a dam In a series of suchopenings in a single horizontal plane the clear spacing

aa

sk

between these openings should be more than two timesthe width of opening The average compression on theunbroken portions of a horizontal section containingthese openings is equal to the total force on thissection divided by the net area The distribution of thisstress is unknown A safe design should result if the

average compression does not exceed the allowablecompressive stress and if reinforcement is provided asfor a single opening

1121 If the clear space between two openings is lessthan twice the width of openings the horizontal rein-forcement shall be made continuous Such close spac-ing should be avoided as far as possible For high damswith high working compressive stresses the widestpracticable spacing of openings should be adopted

113 Three-Dimensional Openings Intersections

etcAt the intersection of two or more openings the stateof stress is three-dimensional and the two dimensionalprocedure described above is not applicable For adetailed analysis three-dimensional investigationsshould be carried out However for gallery intersec-tion it should be generally adequate to double themain reinforcement provided at top and bottom on allthe sides of intersection for a distance equal to thewidth of the gallery A typical arrangement at galleryintersection is illustrated in Fig 6

FIG 5TYPICAL EINFORCEMENTLACEMENTOSITIONROUND RECTANGULARALLERY

832019 12966_2


IS 12966 ( Part 2 ) 1990

04

FOR REINFORCEMENT

DETAIL SEE FIG X-X

D-D

ALONGITUDINAL REINFORCEMENT OF MAIN

II 14 I II GALLERY

r-l

r AIN REINFORCEMENT OF

X-GALLERY

TB

IB 1 L LONGITUDINAL REINFORCE

L

OF X-GALLERY

X-GALLERY

MEN1

IIr- LONGITUDINAL GALLERY

II I I+I

II Il1 II

832019 12966_2


832019 12966_2


Standard Mark

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

Standards Act 1986 and the Rules and Regulations made thereunder The Standard Mark onproducts covered by an Indian Standard conveys the assurance that they have been producedto comply with the requirements of that standard under a well defined system of inspectiontesting and quality control which is devised and supervised by BIS and operated by theproducer Standard marked products are also continuously checked by BIS for conformityto that standard as a further safeguard Details of conditions under which a licence for theuse of the Standard Mark may be granted to manufacturers or producers may be obtainedfrom the Bureau of Indian Standards

832019 12966_2


Bureau of Indian Standards

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

Copyright

BIS has the copyright of all its publications No part of these publications may be reproduced in

any form without the prior permission in writing of BIS This does not preclude the free use in thecourse of implementing the standard of necessary details such as symbols and sizes type or gradedesignations Enquiries relating to copyright be addressed to the Director (Publications ) BIS

Revision of Indian Standards

Indian Standards are reviewed periodically and revised when necessary and amendments if any areissued from time to time Users of Indian Standards should ascertain that they are in possession ofthe latest amendments or edition Comments on this Indian Standard may be sent to BIS giving the

following reference

Dot No RVD 9 ( 2764)

Amendments Issued Since Publication

Amend No Date of Issue Text Affected

Headquarters


Manak Bhavan 9 Bahadur Shah Zafar Marg New DelhiTelephones 331 01 31 331 13 75

110002

Regional Offices

Central Manak Bhavan 9 Bahadur Shah Zafar MargNEW DELHI 110002

Eastern ll4 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 RiIanakalaya E9 MIDC Marol Andheri ( East )BOMBAY 400093

Telegrams Manaksanstha( Common to all Offices )

Telephone

( 33131 013751

37 86 62

53 38 43

41 29 16

6 32 92 95

Branches AHMADABAD BANGALORE BHOPAL BHIJBANESHWAR COIMBATOREFARIDABAD GHAZIABAD GUWAHATI HYDERABAD JAIPUR KANPURPATNA SRINAGAR THIRUVANANTHAPURAM

Printed at Printrade New Delhi India

832019 12966_2


Dams ( Overflow and Non-overflow ) Sectional Committee RVD 9

FOREWORD

This Indian Standard was adopted by the Bureau of Indian Standards on 22 February 1990 afterthe draft finalized by the Dams ( Overflow and Non-overflow ) Sectional Committee had beenapproved by the River Valley Division Council

A large number of galleries and other openings are provided in practically all modern high damsThe galleries are required for access grouting inspection drainage and for the operation of gatesOther major openings include sluices temporary diversion conduits river outlets and penstockopenings In addition there are openings for stairwells shafts air vents drainage holes etc

To enable the designing of gallery it is necessary to determine the general stress field to which theopening is subjected and subsequently to analyse the local alteration in it due to the particular shapeof the opening

In this standard only small openings such as foundation gallery inspection gallery adit to galleryetc have been considered The openings such as sluices penstocks and other similar openingshave been excluded from this standard

For the purpose of deciding whether a particular requirement of this standard is complied with thefinal value observed or calculated expressing the result of a test or analysis shall be rounded off inaccordance with IS 2 1960 lsquoRules for rounding of numerical values ( revised )lsquo The number of

significant places retained in the rounded off value should be the same as that of the specified valuein this standard

832019 12966_2


IS 12966 ( Part 2 ) 1990

Indian Standard




1 SCOPE



a) d 2 6mor


2 REFERENCES


IS No

456 1978

457 1957

4410

( Part 8) 1968

6512 1984

8605 1977

Title






3 TERMINOLOGY


31 Air Vent


32 Boundary Stress


33 Critical Load





35 Drainage Hole


36 Gate Gallery


37 Penstock Opening


38 Plumbline Shaft






311 Stair Well


312 Total Tension






832019 12966_2


IS 12966 ( Part 2 ) 1990

4 SYMBOLS



a=












7 ZZu











5 MATERIALS

51 Concrete


52 Masonry


6 BASIS OF DESIGN
















= $+)-(l+ F) cos28




(33- = (1 - 2 cos 20)P

832019 12966_2


IS 12966 ( Part 2 ) 1990

RESERVOIR

WATER LEVEL v _

t-z-- = = =A_-----_ == 3-_--__ _fT--L---

1 I


ml Poxz-l+

=YX Y MOMENTS









UNIFORMNIAXIALTRESS







field





3

832019 12966_2


IS 12966 (Part 2) 1990


DA







71 Critical Loads





























4

832019 12966_2


IS 12966 ( Part 2 ) 1990

1 0 0 t

0 4 O- 6 O- 6 1 - O l - 2 1 - L l - 6 l - 6 2 0 2 - 2 2 4

0 A







(1)

Longitudinal

(2)

Reservoir

empty

(3)

Reservoir empty

or full

(4)

Reservoir full



empty

Reservoir empty

or full

do


Analysis

(5)



dinal axis of dam

Horizontal section

through the opening



dam

832019 12966_2


IS 12966 ( Part 2 ) 1990




11 SPECIAL CASES





aa

sk







832019 12966_2


IS 12966 ( Part 2 ) 1990

04

FOR REINFORCEMENT

DETAIL SEE FIG X-X

D-D


II 14 I II GALLERY

r-l


X-GALLERY

TB


L

OF X-GALLERY

X-GALLERY

MEN1


II I I+I

II Il1 II

832019 12966_2


832019 12966_2


Standard Mark



832019 12966_2




Copyright





following reference




Headquarters



110002

Regional Offices



CALCUTTA 700054





Telephone

( 33131 013751

37 86 62

53 38 43

41 29 16

6 32 92 95



832019 12966_2


IS 12966 ( Part 2 ) 1990

Indian Standard




1 SCOPE



a) d 2 6mor


2 REFERENCES


IS No

456 1978

457 1957

4410

( Part 8) 1968

6512 1984

8605 1977

Title






3 TERMINOLOGY


31 Air Vent


32 Boundary Stress


33 Critical Load





35 Drainage Hole


36 Gate Gallery


37 Penstock Opening


38 Plumbline Shaft






311 Stair Well


312 Total Tension






832019 12966_2


IS 12966 ( Part 2 ) 1990

4 SYMBOLS



a=












7 ZZu











5 MATERIALS

51 Concrete


52 Masonry


6 BASIS OF DESIGN
















= $+)-(l+ F) cos28




(33- = (1 - 2 cos 20)P

832019 12966_2


IS 12966 ( Part 2 ) 1990

RESERVOIR

WATER LEVEL v _

t-z-- = = =A_-----_ == 3-_--__ _fT--L---

1 I


ml Poxz-l+

=YX Y MOMENTS









UNIFORMNIAXIALTRESS







field





3

832019 12966_2


IS 12966 (Part 2) 1990


DA







71 Critical Loads





























4

832019 12966_2


IS 12966 ( Part 2 ) 1990

1 0 0 t

0 4 O- 6 O- 6 1 - O l - 2 1 - L l - 6 l - 6 2 0 2 - 2 2 4

0 A







(1)

Longitudinal

(2)

Reservoir

empty

(3)

Reservoir empty

or full

(4)

Reservoir full



empty

Reservoir empty

or full

do


Analysis

(5)



dinal axis of dam

Horizontal section

through the opening



dam

832019 12966_2


IS 12966 ( Part 2 ) 1990




11 SPECIAL CASES





aa

sk







832019 12966_2


IS 12966 ( Part 2 ) 1990

04

FOR REINFORCEMENT

DETAIL SEE FIG X-X

D-D


II 14 I II GALLERY

r-l


X-GALLERY

TB


L

OF X-GALLERY

X-GALLERY

MEN1


II I I+I

II Il1 II

832019 12966_2


832019 12966_2


Standard Mark



832019 12966_2




Copyright





following reference




Headquarters



110002

Regional Offices



CALCUTTA 700054





Telephone

( 33131 013751

37 86 62

53 38 43

41 29 16

6 32 92 95



832019 12966_2


IS 12966 ( Part 2 ) 1990

4 SYMBOLS



a=












7 ZZu











5 MATERIALS

51 Concrete


52 Masonry


6 BASIS OF DESIGN
















= $+)-(l+ F) cos28




(33- = (1 - 2 cos 20)P

832019 12966_2


IS 12966 ( Part 2 ) 1990

RESERVOIR

WATER LEVEL v _

t-z-- = = =A_-----_ == 3-_--__ _fT--L---

1 I


ml Poxz-l+

=YX Y MOMENTS









UNIFORMNIAXIALTRESS







field





3

832019 12966_2


IS 12966 (Part 2) 1990


DA







71 Critical Loads





























4

832019 12966_2


IS 12966 ( Part 2 ) 1990

1 0 0 t

0 4 O- 6 O- 6 1 - O l - 2 1 - L l - 6 l - 6 2 0 2 - 2 2 4

0 A







(1)

Longitudinal

(2)

Reservoir

empty

(3)

Reservoir empty

or full

(4)

Reservoir full



empty

Reservoir empty

or full

do


Analysis

(5)



dinal axis of dam

Horizontal section

through the opening



dam

832019 12966_2


IS 12966 ( Part 2 ) 1990




11 SPECIAL CASES





aa

sk







832019 12966_2


IS 12966 ( Part 2 ) 1990

04

FOR REINFORCEMENT

DETAIL SEE FIG X-X

D-D


II 14 I II GALLERY

r-l


X-GALLERY

TB


L

OF X-GALLERY

X-GALLERY

MEN1


II I I+I

II Il1 II

832019 12966_2


832019 12966_2


Standard Mark



832019 12966_2




Copyright





following reference




Headquarters



110002

Regional Offices



CALCUTTA 700054





Telephone

( 33131 013751

37 86 62

53 38 43

41 29 16

6 32 92 95



832019 12966_2


IS 12966 ( Part 2 ) 1990

RESERVOIR

WATER LEVEL v _

t-z-- = = =A_-----_ == 3-_--__ _fT--L---

1 I


ml Poxz-l+

=YX Y MOMENTS









UNIFORMNIAXIALTRESS







field





3

832019 12966_2


IS 12966 (Part 2) 1990


DA







71 Critical Loads





























4

832019 12966_2


IS 12966 ( Part 2 ) 1990

1 0 0 t

0 4 O- 6 O- 6 1 - O l - 2 1 - L l - 6 l - 6 2 0 2 - 2 2 4

0 A







(1)

Longitudinal

(2)

Reservoir

empty

(3)

Reservoir empty

or full

(4)

Reservoir full



empty

Reservoir empty

or full

do


Analysis

(5)



dinal axis of dam

Horizontal section

through the opening



dam

832019 12966_2


IS 12966 ( Part 2 ) 1990




11 SPECIAL CASES





aa

sk







832019 12966_2


IS 12966 ( Part 2 ) 1990

04

FOR REINFORCEMENT

DETAIL SEE FIG X-X

D-D


II 14 I II GALLERY

r-l


X-GALLERY

TB


L

OF X-GALLERY

X-GALLERY

MEN1


II I I+I

II Il1 II

832019 12966_2


832019 12966_2


Standard Mark



832019 12966_2




Copyright





following reference




Headquarters



110002

Regional Offices



CALCUTTA 700054





Telephone

( 33131 013751

37 86 62

53 38 43

41 29 16

6 32 92 95



832019 12966_2


IS 12966 (Part 2) 1990


DA







71 Critical Loads





























4

832019 12966_2


IS 12966 ( Part 2 ) 1990

1 0 0 t

0 4 O- 6 O- 6 1 - O l - 2 1 - L l - 6 l - 6 2 0 2 - 2 2 4

0 A







(1)

Longitudinal

(2)

Reservoir

empty

(3)

Reservoir empty

or full

(4)

Reservoir full



empty

Reservoir empty

or full

do


Analysis

(5)



dinal axis of dam

Horizontal section

through the opening



dam

832019 12966_2


IS 12966 ( Part 2 ) 1990




11 SPECIAL CASES





aa

sk







832019 12966_2


IS 12966 ( Part 2 ) 1990

04

FOR REINFORCEMENT

DETAIL SEE FIG X-X

D-D


II 14 I II GALLERY

r-l


X-GALLERY

TB


L

OF X-GALLERY

X-GALLERY

MEN1


II I I+I

II Il1 II

832019 12966_2


832019 12966_2


Standard Mark



832019 12966_2




Copyright





following reference




Headquarters



110002

Regional Offices



CALCUTTA 700054





Telephone

( 33131 013751

37 86 62

53 38 43

41 29 16

6 32 92 95



832019 12966_2


IS 12966 ( Part 2 ) 1990

1 0 0 t

0 4 O- 6 O- 6 1 - O l - 2 1 - L l - 6 l - 6 2 0 2 - 2 2 4

0 A







(1)

Longitudinal

(2)

Reservoir

empty

(3)

Reservoir empty

or full

(4)

Reservoir full



empty

Reservoir empty

or full

do


Analysis

(5)



dinal axis of dam

Horizontal section

through the opening



dam

832019 12966_2


IS 12966 ( Part 2 ) 1990




11 SPECIAL CASES





aa

sk







832019 12966_2


IS 12966 ( Part 2 ) 1990

04

FOR REINFORCEMENT

DETAIL SEE FIG X-X

D-D


II 14 I II GALLERY

r-l


X-GALLERY

TB


L

OF X-GALLERY

X-GALLERY

MEN1


II I I+I

II Il1 II

832019 12966_2


832019 12966_2


Standard Mark



832019 12966_2




Copyright





following reference




Headquarters



110002

Regional Offices



CALCUTTA 700054





Telephone

( 33131 013751

37 86 62

53 38 43

41 29 16

6 32 92 95



832019 12966_2


IS 12966 ( Part 2 ) 1990




11 SPECIAL CASES





aa

sk







832019 12966_2


IS 12966 ( Part 2 ) 1990

04

FOR REINFORCEMENT

DETAIL SEE FIG X-X

D-D


II 14 I II GALLERY

r-l


X-GALLERY

TB


L

OF X-GALLERY

X-GALLERY

MEN1


II I I+I

II Il1 II

832019 12966_2


832019 12966_2


Standard Mark



832019 12966_2




Copyright





following reference




Headquarters



110002

Regional Offices



CALCUTTA 700054





Telephone

( 33131 013751

37 86 62

53 38 43

41 29 16

6 32 92 95



832019 12966_2


IS 12966 ( Part 2 ) 1990

04

FOR REINFORCEMENT

DETAIL SEE FIG X-X

D-D


II 14 I II GALLERY

r-l


X-GALLERY

TB


L

OF X-GALLERY

X-GALLERY

MEN1


II I I+I

II Il1 II

832019 12966_2


832019 12966_2


Standard Mark



832019 12966_2




Copyright





following reference




Headquarters



110002

Regional Offices



CALCUTTA 700054





Telephone

( 33131 013751

37 86 62

53 38 43

41 29 16

6 32 92 95



832019 12966_2


832019 12966_2


Standard Mark



832019 12966_2




Copyright





following reference




Headquarters



110002

Regional Offices



CALCUTTA 700054





Telephone

( 33131 013751

37 86 62

53 38 43

41 29 16

6 32 92 95



832019 12966_2


Standard Mark



832019 12966_2




Copyright





following reference




Headquarters



110002

Regional Offices



CALCUTTA 700054





Telephone

( 33131 013751

37 86 62

53 38 43

41 29 16

6 32 92 95



832019 12966_2




Copyright





following reference




Headquarters



110002

Regional Offices



CALCUTTA 700054





Telephone

( 33131 013751

37 86 62

53 38 43

41 29 16

6 32 92 95



Documents

12966_2