Barrage ppt

PLANNING AND DESIGN OF BARRAGES

B.LAKSHMANARAO,B,Tech.,M.B.A.,F.I.E.,

Chief Engineer,

CDO & SRISAILAM PROJECT

HYDERABAD

09-12-2011 NAC, HYDERABAD 2

PRAKASAM BARRAGE (From D/S side)


PRAKASAM BARRAGE (From U/S side)


PRAKASAM BARRAGE (From D/S side)


What is a Barrage :

A Barrage is a barrier with low crest provided with series of Gates across the river to regulate water surface level and pattern of flow upstream and other purposes distinguished from a weir in that it is gated over its entire length and may or may not have a raised sill .





INVESTIGATION AND DATA REQUIRED

• I) Preliminary investigations:• Study of available Maps• Regional and site geology• Study of foundation strata• Study of available hydrological data• Assessment of water requirement• Availability of Construction materials• Communication to the Site of work• Climate of the region

• II ) Detailed Investigations• Detailed Topographic Survey (Index Map, Site Survey Plan, Cross

Sections & Longitudinal Section)


• Hydrological data - Rain fall, Discharge data (daily, Monthly, Annual), Flood Hydrographs, Observed flood marks

• Sedimentation data• Evaporation data• Surface and Sub surface Investigations including laboratory

tests

• Bore holes up to hard rock level or 10 to 25 m below river bed level

• One or two bores for each bay, at body wall, U/s & D/s Cut off line

• Availability of clay and its extent, depth & location• Rock strata : Trial pits to be excavated to know the over

burden depth, loose deposits, depth of weathered zone, extent of joints& Fissures for treatment to prevent seepage

• Water Table


• Diversion arrangements (Extent of Command area, Cropping pattern, Crop water requirements, Drinking and Industrial water requirement to find out the Discharge and FSL at Head)

• Construction Material• Communication System to Access to Site• Other Miscellaneous Surveys (Pond Survey, Fish

Pass, Navigation, Communication & Bridges, Ice problems

• Environmental considerations (Fish culture, wild life habitat, historical and cultural requirements, other ecological factors like modification of natural flow patterns , water logging, public health)


LOCATION AND ALIGNMENTLOCATION

• Course of the River (Straight or Curvature, firm banks, in- erodible bed, width of river i.e., narrow gorge or wide, meandering, length of the fixed course should be 0.4 times the meander length)

• Availability of construction materials (Proximity to quarries)• Slope of the river (to determine Storage capacity, velocity in the

river)• Width of River bed (not too wide or too narrow, to avoid silting

and higher intensities of discharge)• Foundation conditions• Confluence of Tributaries• Suitability of site for Under Sluice• Location of Head Regulator and head reach of Canal


ALIGNMENT

• Right angles to the course of the river (Advantages – unit discharge would be maximum, uniform flow, suitable for sandy foundations, more economical and practical, avoid oblique to the currents as far as possible)

• Sufficient width and uniform width of river• Favourable foundation


PLANNING AND LAYOUT

• DESIGN FLOOD: The Diversion Structure has to be designed providing sufficient water way to pass a flood with certain degree of return period safely. (100 years frequency flood for structure and free board to be provided for 500 year flood)

• Gauge discharge curve up to these flood values shall be prepared.• Normal flood discharge at Pond level and maximum observed flood

level and Maximum designed flood level shall be determined.

• Afflux• It is the raise in flood level in the Upstream due to construction of

diversion structure.• Afflux up to 1 m, but depends on site conditions (type of river bed,

top levels of river banks, degree of submersion etc.,)


• FREE BOARD• Free board is to be provided to avoid over topping from

banks, generally 1.5 to 2 M over 500 year frequency flood, to guard against wave splash

• POND LEVEL• The Pond level is the water level required in the under

sluice pocket up stream of the canal head regulator to feed the canal with its full supply.

• Design working head to drive the required discharge through Head regulator (minimum 0.15 m) plus losses

• Provision for siltation in the head reach• High Pond level induces shoal formation, but needs to

assess the silt charge


WATER WAY

LIMITS TO FIX WATER WAY: • Afflux, width of river available at site, river bed material available,

intensity of discharge, position of river banks • Looseness factor is generally between 1.1 to 1.5• High looseness factor tends shoal formation in front of Barrages and

cause damages and maintenance problems• The water way of Barrage is closely linked with various parameters such

as Discharge, cross section of the river at axis, nature of river bed material, silt content of the river, crest levels of the under sluices, river sluices, spillway bays, permissible afflux, permissible intensities of discharge, dewatering problems, economy etc., Hence no particular value is recommended


CREST LEVEL• The crest level of Under Sluice is generally

fixed at average bed level or slightly raised.• The Crest level of Barrage bay is kept at 1

to 2 M above the crest level of Under Sluice. • Finally crest levels fixed shall satisfy the

Afflux and water way

TYPE OF CUT OFF• Sheet pile, RCC, Well cut -offs can be

provided depending on the foundation strata• Upstream cut off is required for safety

against scour and also to reduce seepage pressures beneath the floor.


• Down stream cut off is provided for safety against scour and also safety against piping action.

• RCC cut offs in boulder beds and sheet pile cut offs in sandy beds recommended.

• CONSTRUCTION PROGRAM

• RIVER DIVERSION DURING CONSTRUCTION

• LAY OUT• The Lay out of the Barrage consists of Barrage bays, Under

Sluice portion, River Sluice and Head Regulators.


• Barrage Bay : 80 to 90% of Maximum flood discharge shall be passed through Barrage bays. The number of spans shall be decided accordingly.

• Under Sluice: 10 to 20% of the Maximum flood discharge shall be passed through these bays.

• The objective of providing Under Sluice:• To maintain clear and well defined river channel towards the Head

Regulator• To enable the canal to draw silt free water from surface only as far as

possible• Flush out the silt deposited in front of the Head regulator• The Under Sluice bays can be provided on both the flanks of the river

depending on the canals taking off.• The velocity in the Under Sluice bay shall be less that the velocity in the

Barrage bay.• The discharge capacity of the Scouring Sluice shall be at least twice the

discharge of Head Regulator.


CUT OFFS• The Cut offs can be provided in RCC, Steel Sheet pile or wells.• These are the barriers provided below the floor both on U/s and

D/s• They extend from bank to bank and also in the longitudinal

direction of flow to have boxing effect• The main purpose is to increase the seepage path and also to

prevent piping action below the floor.• The depth of Sheet pile depends on the safety factor adapted for

the design

PIERS• These are provided in between each bay• The Gates are operated through grooves provided in the piers• Double piers are provided wherever necessary• The Hoist bridge and the Road bridge are also laid over the Piers• The Piers are constructed either independent foundation or

monolithic with the raft floor.


PIERS• The thickness of Pier varies from 1.5 to 2.5 M generally• In case of RCC raft , the Pier extends from the U/s end to D/s end of

the floor• The Piers should be high enough to clearly pass the MFD.

DIVIDE WALL• It is provided between Barrage bays and Under Sluice bay• It is also like Pier


SIR ARTHER COTTON BARRAGE, DOWLAISWARAM


PRAKASAM BARRAGE


SWARNAMUKHI BARRAGE


KOSHI BARRAGE - NEPAL


MARINA BARRAGE- SINGAPORE


MARINA BARRAGE SINGAPORE


• HYDRAULIC DESIGN• FLOOD DISCHARGE:- FLOOD DISCHARGE WILL BE

WORKED OUT EITHER FREQUENCY ANALYSIS OR BY UNIT HYDROGRAPH METHOD.

• MWL CALCULATION:- • MAXIMUM WATER LEVELS ARE CALCULATED ON BOTH D/S &

U/S SIDES OF THE PROPOSED STRUCTURE USING THE CROSS SECTIONS OF THE RIVER BY AREA SLOPE METHOD

FOR DESIGN FLOOD. • GAUGE DISHARGE CURVE: IT IS TO BE PREPARED FOR

THE DESIGN FLOOD AND 500 YEAR FLOOD FOR FREE BOARD COMPUTATION.

• RETROGRESSED & UN RETROGRESSED LEVELS SHALL BE MARKED ON THE GAUGE DISCHARGE CURVE.


VENT WAY DESIGN:-• LACEY’S FORMULA FOR WATER WAY = 4.83√Q mts

• WHERE Q= DISCHARGE IN CUMECS.• IN DEEP AND CONFINED RIVERS WITH STABLE BANKS THE

OVERALL WATER WAY BETWEEN THE ABUTMENTS WOULD BE ADJUSTED TO THE ACTUAL WIDTH OF THE RIVERS AT DESIGN FLOOD LEVEL.

• FOR SHALLOW RIVERS, THE MINIMUM WIDTH CAN BE CALCULATED FROM LACEY’S FORMULA.

• WHERE WIDTH OF THE RIVER IS VERY LARGE, THE WIDTH OF DIVERSION STRUCTURE IS LIMITED TO “LACEY’S WIDTH X LOOSENESS FACTOR” DERIVED AND THE BALANCE WIDTH IS BLOCKED BY APPROACH EMBAKMENTS WITH SUITABLE RIVER TRAINING MEASURES.

• UNRETROGRESSED G.D.CURVE IS TO BE USED FOR WATER WAY AND FREE BOARD CALCULATIONS.


Q= CLH 3/2

Where C = CO-EFFICIENT OF DICHARGE• L = CLEAR WATER WAY IN mts• H = TOTAL HEAD OVER THE CREST IN mts.

• THE CO-EFFICIENT OF DICHARGE ‘C’ DEPENDS ON THE DROWNING RATIO.

• D/S W.L - CREST LEVEL• DROWNING RATIO = --------------------------------• U/S W.L - CREST LEVEL• INTIALLY THE U/S LEVEL IS ASSUMED BY ADDING AFFLUX TO

THE DOWNSREAM WATER LEVEL.

• Cd VALUES MAY BE TAKEN FROM THE MALIKPUR GRAPHS

AVAILABLE IN I.S. 6966. • THE COEFF OF DISCHARGE SHALL BE CONFIRMED BY MODEL

STUDIES.


SUBSTITUTING THE VARIOUS VALUES OF

Cd, L AND H FOR THE INITIALLY ASSUMED

VALUE OF UPSTREAM WATER LEVEL AND THE WATERWAY, THE VALUE OFDISCHARGE THAT CAN BE PASSED THROUGH THE STRUCTURE CAN BE WORKED OUT.

IF IT IS EQUAL TO OR NEARLY EQUAL TO DESIGN DISCHARGE, THE ASSUMPTIONS ARE OKAY. OTHERWISE THE PROCEDURE MAY BE REPEATED TO GET A NEARER VALUE.


SCOUR: • SCOUR IS LIKELY TO OCCUR IN ERODIBLE SOILS SUCH AS

CLAY,SILT,SAND. • THE DEPTH OF SCOUR MAY BE CALCULATED FROM THE

LACEY’S FORMULA WHICH IS AS FOLLOWS.• AS PER Cl. 19.1 OF I.S:6966(PART I) -1989.

• R = 0.473 (Q/f)1/3 WHEN LOOSENESS FACTOR IS MORE THAN 1

• R = 1.35 (q2/f )1/3

• WHEN LOOSENESS FACTOR IS LESS THAN 1 • Where• R = DEPTH OF SCOUR BELOW THE HIGHEST FLOOD LEVEL • Q= HIGH FLOOD DISCHSRGE IN THE RIVER IN CUMECS

q = INTENSITY OF FLOOD DISCHARGE IN M3 /Sec/M


PROTECTIONS:• EXTENT OF SCOUR IN A RIVER WITH ERODIBLE BED

MATERIAL VARIES AT DIFFERENT PLACES ALONG A BARRAGE. THE LIKELY EXTENT OF SCOUR AT VARIOUS POINTS ARE AS FOLLOWS• LOCATION RANGE MEAN

• U/S OF IMPERVIOUS FLOOR 1.25 TO 1.75 R 1.5 R• D/S OF IMPERVIOUS FLOOR 1.75 TO 2.25 R 2.0 R

• THE U/S AND D/S CUT OFFS SHOULD GENERALLY BE PROVIDED TO CATER FOR SCOUR UPTO 1.0 R AND 1.25R

• WHERE R = DEPTH OF SCOUR • IF THE CONCENTRATION FACTOR IS TAKEN INTO

ACCOUNT IN FIXING DEPTH OF CUT OFFS.

• THESE SHOULD BE SUITABLY EXTENDED IN TO THE BANKS ON BOTH SIDES UP TO AT LEAST TWICE THE DEPTH


EXIT GRADIENT AT THE END OF IMPERVIOUS FLOOR.

• FACTOR OF SAFETY FOR DIFFERENT TYPES OF SOILS SHALL BE AS FOLLOWS

• COARSE SAND : 5 TO 6• FINE SAND : 6 TO 7• GE = {H/d} X [1/π√λ ] • λ = (1 + √1+ α 2 )/2• α = b/d• b = LENGTH OF BARRAGE• d = DEPTH OF DOWN STREAM CUT OFF • H = HEAD OF WATER• THE DEPTH OF D/S CUT OFF ALONG WITH THE TOTAL

LENGTH OF IMPERVIOUS FLOOR SHOULD BE SUFFICIENT TO REDUCE THE EXIT GRADIENT TO WITHIN SAFE LIMITS.


SHAPE OF BARRAGE PROFILE:-

• THE CREST MAY BE PROVIDED FLAT AT THE TOP WITH A WIDTH OF ABOUT 2m.

• AN UPSTREAM SLOPE OF 2:1 TO 3:1 SHALL BE PROPOSED .

• A SLOPE OF 3:1 IS GENERALLY SUITABLE FOR THE DOWN STREAM GLACIS.

• FOR MAJOR PROJECTS, IT IS ADVISABLE TO UNDERTAKE MODEL STDIES FOR OBTAINING THE BEST SHAPE FOR THE CREST.


ENERGY DISSIPATION:-• HYDRAULIC JUMP TYPE STILLING BASINS DEIGNED IN

ACCORDANCE WITH IS 4997-1968 WOULD NORMALLY BE REQUIRED FOR DISSIPATION OF ENERGY.

• NORMALLY PROVISION FOR 20 PERCENT CONCENTRATION FACTOR WOULD SUFFICE.

• IN ENERGY DISSIPATION CALCULATIONS, RETROGRESSED RATING CURVE SHALL BE USED AS THIS GIVES DEEPER CISTERN LEVELS.

• FROM THE ENERGY DISSIPATION CALCULATIONS , CISTERN LEVEL AND CISTERN LENGTH SHALL BE ARRIVED.

• THE LEVEL AND LENGTH HAVE TO BE VERIFIED BY

2-D HYDRAULIC MODEL STUDIES FOR THEIR EFFICACY.


UPLIFT PRESSURE CALCULATION:- THE UPLIFT PRESSURE AT ANY POINT OF FLOOR OF

BARRAGE IS COMPUTED ON THE BASIS OF KHOSLA’S THEORY FOR PERMEABLE FOUNDATION OF INFINITE DEPTH (CBIP TECHNICAL REPORT NO - 12).

• THE NECESSARY CORRECTIONS DUE TO THE EFFECT OF THE UPSTREAM & DOWN STREAM CUT OFFS, INTERMEDIATE CUT OFFS(IF ANY), INTERFERENCE OF CUTOFFS, THICKNESS OF FLOOR AND SLOPE OF THE GLACIS SHALL BE APPLIED.

• THICKNESS OF FLOOR OF THE BARRAGE ARRIVED AT VARIOUS LOCATIONS SO AS TO WITH STAND THE UPLIFT PRESURE HEAD.


SCOUR SLUICES:-

• A BARRAGE IS NORMALLY PROVIDED WITH

SCOUR SLUICES LOCATED IN LINE WITH THE BARRAGE AND NEARER TO HEAD REGULATOR OF OFFTAKING CANAL AND LONG DIVIDE WALLS TO SEPARATE THE BARRAGE BAY PORTION FROM THE UNDER SLUICE PORTION.

• THE ARRANGAMENT IS AIMED AT KEEPING THE APPROACH CHANNEL TO THE CANAL HEAD REGULATOR CLEAR OF THE SILT AND TO MINIMISE EFFECT OF MAIN RIVER CURRENT ON THE FLOW CONDITION IN RIVER.


STRUCTURAL DESIGN:-• DESIGN OF CUT OFFS :-THE U/S AND D/S CUT OFFS OF THE DIVERSION

STRUCTURE MAY BE OF STEEL SHEET PILES ANCHORED TO THE FLOOR BY MEANS OF R.C.C. CAPS .

THE SHEET PILE CUT OFFS WOULD BE DESIGNED AS SHEET PILE RETAINING WALLS ANCHORED AT TOP AND TO RESIST THE WORST COMBITION OF FORCES AND MOMENTS, CONSIDERING THE POSSIBLE SCOUR ON THE OUTER SIDE AND EARTH PRESSURE AND SURCHARGE DUE TO FLOOR LOADS ON THE INNER SIDE.


GRAVITY FLOOR.

• THE ADEQUACY OF THE THICKNESS OF THE FLOOR HAS TO BE CHECKED FOR POND LEVEL CONDITION.

• THE FLOOR THICKNESS AT ANY POINT SHOULD NOT BE LESS THAN THE MAX ORDINATE BETWEEN THE SUB SOIL GRADIENT LINE AND THE D/S FLOOR SURFACE DIVIDED BY (G-1). WHERE G IS THE SPECIFIC GRAVITY OF THE MATERIAL OF WHICH THE FLOOR IS MADE OF SUCH AS CONCRETE. SPECIFIC GRAVITY OF CONCRETE IS TAKEN AS 2.4 .

• THE THICKNESS OF THE FLOOR ADOPTED FOR CONSTRUCTION SHOULD BE AT LEAST 10% MORE THAN THE THICKNESS REQUIRED CALCULATED AS ABOVE.


• DESIGN OF THE PIER• THE THICKNESS OF THS PIER IS FIXED FROM CONSIDERATION OF

(i). FORCES AND MOMENTS TRANSFERED BY THE PIER TO THE FOUNDATION.

• (ii) MINIMUM THICKNESS REQUIRED AT THE BLOCK OUTS FOR THE MAIN

GATE AND STOPLOG GATE GROOVES AND ALSO

• (iii) THE WEIGHT OF THE PIER REQUIRED FOR COUNTER ACTING THE UPLIFT

PRESSURE. THE THICKNESS OF R.C.C. PIER GENERALLY VARIES FROM 1.5

TO 2.5 M. WHILE FIXING THE TOP LEVEL OF THE PIER IN THE MAIN GATE

PORTION, IT IS TO BE ENSURED THAT THE BOTTOM OF THE GATE IS

ATLEAST 1 M CLEAR OF THE AFFLUXED HIGH FLOOD LEVEL.THE DESIGN OF

THE PIER IS CARRIED OUT TO RESIST THE WORST COMBINATION OF THE

FOLLOWING FORCES AND MOMENTS. i) DEAD LOAD , ii) LIVE LOADS DUE TO

ROAD BRIDGE iii) IMPACT AND BRAKING EFFECTS OF LIVE LOADS,

• iv) TEMPERATURE FORCES TRANSMITTED THROUGH BRIDGE BEARINGS


• v) DEAD LOAD AND LIVE LOADS OF GATES, STOP LOGS, HOIST BRIDGE.

• vi) BUOYANCY .

• vii) DIFFERENTIAL HYDROSTATIC PRESSURE WITH ONE SIDE GATE OPEN

AND THE OTHER ADJACENT GATE CLOSED.

• Viii) SEISMIC FORCES

• ix) HYDRODYNAMIC FORCES DUE TO SEISMIC CONDITIONS ETC. MAX

STRESSES/PRESSURE ARRIVED DUE TO COMBINATION OF ABOVE LOADS

ON THE SOIL SHALL BE WITH IN THE PERMISSIBLE LIMITS THAT IS THE

STRESSES SHOULD NOT EXCEED THE SBC OF THE STRATA/SOIL.


• ROAD BRIDGE:-• THE ROAD BRIDGE OVER THE BARRAGE IS TO BE DESIGNED FOR

THE RELEVANT IRC CLASS OF LOADING.

• DESIGN OF ABUTMENTS:-• ABUTMENTS ARE DESIGNED FOR THE FOLLOWING FORCES.• i) DEAD LOAD , ii) LIVE LOADS DUE TO ROAD BRIDGE iii) IMPACT AND

BRAKING EFFECTS OF LIVE LOADS, iv) TEMPERATURE FORCES TRANSMITTED THROUGH BRIDGE BEARINGS v) DEAD LOAD AND LIVE LOADS OF GATES , STOP LOGS, HOIST BRIDGE. vi) UPLIFT .vii) EARTH PRESSURE, LIVE LOAD SURCHARGE Viii) SEISMIC FORCES ix) HYDRODYNAMIC FORCES DUE TO SEISMIC CONDITIONS ETC.

• THE ABUTMENT IS DESIGNED AS A CANTILEVER OR COUNTERFORT TYPE AS THE CASE MAY BE. THE REINFORCEMENT WILL BE PROVIDED ACCORDINGLY.

• THE ABUTMENT SECTION HAS TO BE CHECKED FOR SAFETY AGAINST ALLOWABLE BEARING PRESSURE,OVERTURNING AND SLIDING.

• •


• DESIGN OF WING WALLS AND RETURNs • THE TOP WIDTH OF THE WING AND RETURNS ARE KEPT

GENERALLY NOT LESS THAN 600 MM.

• THE FLANK WALL IS DESIGNED AS EARTH RETAINING STRUCTURE FOR THE WORST COMBINATION OF THE FOLLOWING FORCES AND MOMENTS.

• i) DEAD LOAD , ii) EARTH PRESSURE,LIVE LOAD SURCHARGE iii) UPLIFT iv) SEISMIC FORCES JUST LIKE THE ABUTMENTS , WINGS AND ARE ALSO HAS TO BE CHECKED FOR SAFETY AGAINST ALLOWABLE BEARING PRESSURES,OVERTURNING AND SLIDING.

• PROTECTIONWORKS. • U/S BLOCK PROTECTION:• PERVIOUS PROTECTION COMPRISING OF C.C. BLOCKS OF

ADEQUATE SIZE LAID OVER LOOSE STONE SHALL BE PROVIDED JUST BEYOND THE U/S END OF THE IMPERVIOUS FLOOR.

• THE C.C. BLOCKS SHALL BE GENERALLY BE OF 1500 X 1500 X 900 SIZE.

• THE LENGTH OF U/S BLOCK PROTECTION SHALL BE EQUAL TO ‘D’., THE DESIGN DEPTH OF SCOUR BELOW THE FLOOR LEVEL.


D/S BLOCK PROTECTION:• SIMILARLY PERVIOUS BLOCK PROTECTION SHALL BE

PROVIDED JUST BEYOND THE D/S END OF THE IMPERVIOUS FLOOR AS WELL. IT SHALL COMPRISE OF C.C.BLOCKS OF ADEQUATE SIZE LAID OVER A SUITABLY DESIGNED INVERTED FILTER FOR THE GRADE OF MATERIAL IN THE RIVER BED.

• THE C.C. BLOCKS SHALL GENERALLY NOT SMALLER THAN 1500 X 1500 X 900 MM SIZE TO BE LAID WITH GAPS OF 75 MM WIDTH, PACKED WITH GRAVEL.

• THE LENGTH OF THE D/S BLOCK PROTECTION SHALL BE EQUAL TO 1.5 D WHERE THIS LENGTH IS SUBSTANTIAL, BLOCK PROTECTION WITH INVERTED FILTER MAY BE PROVIDED IN PART OF THE LENGTH AND BLOCK PROTECTION ONLY WITH LOOSE STONE SPALLS IN REMAINING LENGTH.

• A TOE WALL OF CONCRETE EXTENDING UPTO ABOUT 500 MM BELOW BOTTOM OF FILTER SHALL BE PROVIDED AT THE END OF THE INVERTED FILTER TO PREVENT IT FROM GETTING DISTURBED.


LOOSE STONE PROTECTION. • LAUNCHING APRON OF LOOSE STONE SHALL BE PROVIDED

BEYOND THE BLOCK PROTECTION ON THE U/S & D/S OF BARRAGE LOCATED ON PERMEABLE FOUNDATION SO THAT LOOSE STONE SO PROPOSED WILL SPREAD UNIFORMLY OVER SCOURED SLOPES.

• THE STONE USED SHALL NOT BE LESS THAN 300 MM IN SIZE AND NO STONE SHALL BE LESS THAN 40 KG.

• THE QUANTITY OF STONE PROVIDED BOTH U/S & D/S SIDE SHALL BE ADEQUATE TO COVER THE SLOPES OF SCOUR HOLES.

• THE SLOPE OF LAUNCHED APRON SHALL NOT BE ASSUMED STEEPER THAN 2:1 NOR FLATTER THAN 3:1.

• THE TOTAL QUANTITY OF LOOSE STONE BED SHALL BE LAID IN A LENGTH OF ABOVE 1.5 TO 2.5 D.


• MODEL STUDIES • ALL IMPORTANT BARRAGES ARE TO BE TESTED

BY 2 D & 3 D MODEL STUDIES TO GET AN IDEA OF HYDRAULIC CONDITIONS.

• REFERENCES:

• IS 6966-1989

• IS 4997-1968

• CBIP PUBLICATION NO: 179• CBIP PUBLICATION NO: 12


PLAN AND SECTION THROUGH BARRAGE BAY

TARAKARAMA THIRTHA SAGARAM PROJECT

TITLE:

PROJECT:

BARRAGE ACROSS CHAMPAVATHI RIVER



Barrage ppt

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