Water Power and Dam Construction. Issue March 2010

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PLANNING & PROJECTS

the barrage, apart from the replacement of impact blocks in 2003.

The Feasibility Review Report [9] noted that from 992 to 2006,

Rs.106M have been spent on stone replenishment and replacement

of 470 impact blocks. Nothing has been spent from 2006 to date. The

average annual spending on stone replenishment and the repair of

downstream ﬂoor/impact blocks is just Rs 5.6M for the last 16 years.

This spending does not reﬂect the severity of the situation described

in the Feasibility Report [8].

Some retrogression is always anticipated downstream of a barrage.

The Alternative Report [7] noted that in the past 17 years no further

retrogression has occurred. The Feasibility Review Report [7] and

Chaudhry [2] stated that in the weir and undersluice sections, the

stilling basin ﬂoor and impact blocks are intact and in good health.

However, the loose stone apron downstream of the stilling basin is

deﬁcient in the weir section and needs replenishing, while it is almost

adequate in the undersluice section.

ENERGY DISSIPATION CONCEPT AT JINNAH BARRAGE

The weir section of the barrage has crest and ﬂoor levels at EL 678

and EL 670, respectively, whereas the corresponding levels at the

undersluices are EL 675 and EL 667. The Alternative Report [7] noted

that the stilling basin ﬂoor should be at EL 664 to develop hydraulic

jump on glacis, indicating that the existing level is up by at least 6ft

(1.8m). Furthermore, if retrogression of 7ft (2.1m) is assumed, then

the ﬂoor will be at EL 662. The Feasibility Report [8] noted that the

subsidiary weir stilling basin should be at EL 659, indicating that the

barrage stilling basin is up by 11ft (3.4m).

It is pertinent to mention here that the length of the downstream glacis

is 24ft (7.3m) [1:3 slope], which is inadequate to keep hydraulic jump on

it. Even if the stilling basin ﬂoor is assumed at EL 664, the length of the

glacis will be 42ft (12.8m). Deﬁcient glacis length cannot be addressed

without lowering the stilling basin ﬂoor level. Therefore, the Jinnah bar-

rage energy dissipation system cannot be categorized as jump type; rather

it is impact cum jump type. Chaudhry [4] noted that at Jinnah barrage

the downstream water depth was not adequate to keep hydraulic jump

over glacis even in 1948 – the year the barrage started operation.

The energy dissipation mechanism at Jinnah barrage consists of a

stilling basin and two rows of impact blocks, where two rows of fric-

tion blocks are placed as an end sill. Chaudhry [3, 4] noted that the

arrangement is efﬁcient and is not very sensitive to downstream water

depth. If water depth becomes less than the conjugate depth, the impact

blocks take the impact of water and divert it up. Energy dissipation

takes place partly in air and partly in water, whereas friction blocks

help in controlling water depth and allowing shingle to pass.

Underneath the ﬂoor the soil strata consists of consolidated shingle,

which was difﬁcult to excavate at the time when the barrage was con-

structed. It seems that an impact cum jump type energy dissipation

system was designed to save this excavation effort.

REHABILITATION SOLUTIONS

A rehabilitation solution should precisely address hydraulic/structural

design deﬁciencies existing at a barrage. Furthermore, the proposed solu-

tion preferably should not change the hydraulic design concept on which

the energy dissipation system for a particular barrage/head regulator is

designed. If the energy dissipation concept/mechanism does change, than

it must be deliberated, otherwise the intervention could be disastrous.

Figure 3: Physical model demonstrating subsidiary weir (above) and the

existing condition (right)

42 MARCH 2010 INTERNATIONAL WATER POWER & DAM CONSTRUCTION

PLANNING & PROJECTS

Subsidiary weir

As stated earlier, the subsidiary weir proposed by the Feasibility Report

[8] would be constructed across the river, 800ft (244m) from the bar-

rage crest. The elevation difference between the barrage and subsidiary

weir crests is just 2ft (0.6m) [Figure 2]. The barrage’s right undersluice

crest is lower by 1ft (0.3m) as compared with the subsidiary weir crest

level. However, in front of the left undersluices, the subsidiary weir

crest level was kept at EL674, with the upstream water level controlled

by mechanical gates. Two ﬁsh ladders and a navigation bay were also

proposed through the subsidiary weir. Figure 2 and Table 1 show that

the structure is even larger than the existing barrage.

The Alternative Report [7] did propose two substitute solutions

to the subsidiary weir, but detailed design consultants ﬁnally sub-

mitted a rehabilitation solution where the subsidiary weir was to be

constructed 600ft (183m) from the weir crest (Table 1). The existing

divide walls have to be extended to bifurcate the weir and undersluice

sections of the barrage, which will develop three separate channels

between the barrage and the subsidiary weir. Either of the subsidiary

weirs would change the hydraulic design concept for energy dissipa-

tion system at the barrage.

Hydraulic and ﬁnancial aspects of subsidiary weirs

Chaudhry [3] and the Alternative Report [7] studied hydraulic jump

development with subsidiary weir and noted that the Froude number

remains less than 2.5 for most of discharges, indicating weak and

unstable hydraulic jump. Jump became undular at the discharge of

842,000m

/sec. Downstream velocity remained greater than 9ft/

sec (2.7m/sec) at higher discharges, showing that the proposed weir

cannot reduce displacement of the loose stone apron.

Chaudhry [3] further noted that at the undersluices hydraulic con-

trol was shifted at the subsidiary weir as its crest level was higher than

the corresponding crest level of the undersluices. This would mean that

the discharge capacity of the undersluices and the efﬁciency of the silt

exclusion system would be badly affected, and the existing guide banks

would have to be raised to pass a design ﬂood of 950,000m

/sec.

Table 1 shows the water depth downstream of the barrage for vari-

ous rehabilitation scenarios studied in the physical model. The increase

in water level upstream of a subsidiary weir placed either at 600ft

(183m) or 800ft (244m), with crest at EL676 was not promising, espe-

cially at higher discharges [10]. The increase in water depth was just

2.25ft (0.7m) at the discharge of 950,000m

/sec. It is already known

that for a jump type-stilling basin, prevailing water depth is deﬁcient

by 8ft (2.4m). This demonstrates that the change in energy dissipation

concept from impact to jump is not convincing at Jinnah barrage.

Decrease in velocity upstream of the subsidiary weir, especially at

higher discharges, is also not promising. Furthermore, the velocity

remained ﬂuctuating and higher in regions where the stone apron

is placed. Chaudhry [10] noted that deep scour pits developed and

the stone apron was completely washed away (Figure 3a). As shown

in Figure 3b, the situation became worse when compared with the

existing condition.

Silt exclusion may be needed on the right side of the barrage to

meet future anticipated changes in the pattern of ﬂow feeding the

Jinnah hydro power project. Its construction and operation will be

difﬁcult with the addition of a subsidiary weir. During high ﬂow,

shingle may move along with the water, being deposited between

the barrage and the subsidiary weir. Furthermore, massive Ballas has

developed downstream of the barrage. The discharge capacity of the

barrage may reduce in the presence of Ballas and the subsidiary weir,

which could result in an increase of the upstream water levels.

Construction of divide walls in the scoured area itself is a massive

job. Any failure of divide walls could be catastrophic, as the ﬂow will

Above, from top to bottom: Figure 4 – Sloping stone apron tested at IRI,

Nandipur; Figure 5 – Two step stilling basin tested at IRI, Nandipur

Table 1: The structural

dimensions of the barrage and

rehabilitation scenarios

Description

Barrage Subsidiary

weir

Stone at

stable slope

Two step

stilling

basin

800ft

600ft

Design discharge 950,000 (cusec)

U/S

ﬂoor

(ft)

Concrete 20 40 40 Stone apron

at the slope

of 1:15 up to

anticipated

retroregression

level (EL662)

for a length of

140

21.5

Block 11 20 20 12.5

Stone

Apron

25 25 25 26

Sloping portion 61 69 62.75

D/S

ﬂoor

(ft)

Concrete 70 95 95 69.75

Block 60.58 43.5 43.5 41

Stone

apron

40 45 45 40

Sheet pile 1 3 3 2

Width across

river

3353 3913 3913 2520

Divide wall (ft) About

800

Mechanical

gates

54 in front

of left

under-

sluices

Navigation Bay 1 1 1

Fish ladder 2 2 2

Sluice way (ft) 495 495 495

Guide banks (ft) about

1200

about

800

Pressure pipes yes yes yes yes

Cofferdam yes yes can be avoided yes

Note: dimensions for subsidiary weir at 600ft may differ with the actual dimensions

WWW.WATERPOWERMAGAZINE.COM MARCH 2010 43

PLANNING & PROJECTS

be oblique and may change the river route. Furthermore, the repair

and maintenance of two independent structures, as well as stone

apron replenishment at three locations, would be expensive. It sug-

gests that a subsidiary weir 800ft (244m) or 600ft (183m) from the

barrage crest may have serious hydraulic concerns if constructed.

Either of the subsidiary weir arrangements would be larger, and cost-

lier than the existing barrage. Table 2 shows the salient dimensions of

subsidiary weirs, various rehabilitation scenarios and the barrage itself.

Loose stone apron at stable slope

The Feasibility Report [8] and Alternative Report [7] noted that the

loose stone apron downstream of the concrete block ﬂoor displaces

excessively at Jinnah barrage. Presently, the loose stone apron is placed

at EL670, which will be at EL662 if designed as per USBR guidelines.

Velocity and kinetic energy remains higher and the stone apron will be

launched if not placed in the proper size and at a stable slope.

One possible solution could be the extension of a concrete block

ﬂoor at the slope of 1:5 for a length of about 25ft (7.6m); allowing

the loose stone apron to be placed at a lower level. The Alternative

Report [7] proposed a loose stone apron at the slope of 1V:15H,

which starts from the concrete block floor (EL670) and ends at

EL662. This arrangement makes the barrage safe from ill effects of

retrogression, scouring and launching of the stone apron. The pro-

posal was tested on the physical model (Figure 4) and it worked well

for gated and ungated ﬂow.

Furthermore, the stone apron ﬁnishes within the existing divide

walls without affecting the function of ﬁsh ladders. It is a logical,

economical and hydraulically suited solution.

Two-step stilling basin

Instead of ﬁlling the scoured area with stone, a second stilling basin

could be added just at the end of the existing concrete block ﬂoor

(Figures 2 and 5). The additional stilling basin will act as an integral

part of the existing barrage. In this arrangement a cumulative hydrau-

lic performance of both the basins is to be considered.

The second stilling basin ﬂoor may be ﬁxed at EL659, which was

the same as for the subsidiary weir proposed by the Feasibility Report

[8]. Furthermore, the end sheet pile was proposed at EL648, which

protects the stilling basin from the ill effects of local scouring and

retrogression.

A concrete block ﬂoor with inverted ﬁlter to mitigate seepage

and uplifts could be developed underneath the existing barrage and

proposed structure [7]. An end sheet pile, along with inverted ﬁlter

arrangement overlaid by concrete block ﬂoor, could control seepage,

uplift and movement of ﬁnes. Gaps could be provided through the

weir to facilitate shingle movement along with water.

Furthermore, the arrangement ﬁnishes within the existing divide

walls and will not change the function of the undersluices and ﬁsh

ladders. This arrangement also avoids the possibility of piping under-

neath the barrage. The proposal was tested on the physical model and

it worked well. It is more expensive than stone replenishment, but

may be provided if needed.

CONCLUSIONS

The Jinnah barrage downstream glacis length is 24ft (7.3m)

(1:3 slope), which is inadequate to keep hydraulic jump over it.

Deﬁciency in glacis length cannot be addressed without lower-

ing the stilling basin ﬂoor level. Therefore, the energy dissipation

system at Jinnah barrage cannot be categorized as jump type;

rather it is impact cum jump type.

Various rehabilitation scenarios are discussed in terms of their

hydraulic functioning and ﬁnancial impact. A subsidiary weir

either at 600ft (183m) or 800ft (244m) would not have any

hydraulic/structural signiﬁcance; instead it could result in the fur-

ther launching of loose stone. An extension of the divide walls

will develop three channels between the barrage and subsidiary

weir, and their construction would be challenging as deep scour

pits already exist. Failure of divide walls could be catastrophic, as

repair work would be very difﬁcult.

The replenishment of the loose stone apron at the launching

slope is a more hydraulically suited and economical rehabilitation

solution and may be adopted at the Jinnah Barrage, although the

provision of a second stilling basin in the weir section of the bar-

rage would also be an efﬁcient rehabilitation solution. Since it can

be completed within the existing divide walls; the functions of the

undersluices, ﬁshladders and navigation bay may not be affected. It

is more expensive than stone replenishment but could be utilised if

a more permanent solution is needed.

Dr Zulﬁquar Ali Chaudhry, Professor, Civil Engineering

Department, University of Engineering & Technology, Lahore

The author is thankful to Mr. Shakoor, Senior Model

Expert, for technical discussions and valuable suggestions

IWP& DC

References

[1] Chaudhry. A. Z., Hydraulic/Structural Deﬁciencies at the Taunsa

Barrage. Pakistan Journal Science, Vol. 61, No 3, 2009.

[2] Chaudhry. A. Z., Surface Flow Hydraulics of Taunsa Barrage (Before and

after Rehabilitation). Pakistan Journal Science, Vol. 61, No 3, 2009.

[3] Chaudhry. A. Z., Hydraulics of Jinnah Barrage; Existing Structure and

Rehabilitation Alternatives, Pak. J. Engg. & Appl. Sci. Vol. 4, Jan 2009 (p.

66-73).

[4] Chaudhry. A. Z., Energy Dissipation Problems Downstream of Jinnah

Barrage. Pak. J. Engg. & Appl. Sci. Vol. 3, Jul 2008 (p. 19-25).

[5] Mahboob. S.I., The Kalabagh Barrage, Punjab Engineering Congress, Paper

No. 251, 1942, p66.

[6] Mahboob. S.I, Design and Construction of Kalabagh Barrage, Punjab

Engineering Congress, Paper No. 34, 1943.

[7] Chaudhry. A. Z., Nasim N. H., Shakoor. A., Alternative Report to Subsidiary

Weir, Rehabilitation and Modernization of Jinnah Barrage Project, Submitted

to Irrigation & Power Department, Government of Punjab, April 2008.

[8] Feasibility Report, Jinnah Barrage, Submitted by Joint Venture of

Associated Consulting Engineers (ACE) to Irrigation and Power Department,

May 2005.

[9] Feasibility Review Report, Rehabilitation and Modernization of Jinnah

Barrage Project, Submitted to Irrigation & Power Department, Government of

Punjab, January, 2008.

[10] Chaudhry. A. Z., Physical Model Studies of Energy Dissipation Systems

to Rehabilitate Jinnah Barrage. Pak. J. Engg. & Appl. Sci. Vol. 5, Jul 2009.

Table 2: Water levels maintained/

observed at the physical model

study carried at IRI, Nadipur

Description

(cusec)

Water depth of the barrage (ft)

Floor at el

662/end

of sloping

apron

Prevailing Subsidiary weir

at 600ft with

crest at

Subsidiary weir

at 800ft with

crest at

EL675 El 676 El 676

50,000 11.7 3.7 8.45 9.3 9.5

100,000 13.3 5.3 9.9 10.37 10.55

300,000 18.1 10.1 13.5 14 14.25

500,000 21.7 13.7 16.35 16.9 17.2

750,000 25.7 17.6 19.6 20.4 20.25

850,000 26.2 19 20.7 22.5 21.25

950,000 28 20 21.65 23.15 22.35

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IWP& DC

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• Highest wear resistance

• Low maintenance

• Or maintenance free

Extended operating life

PAN-Metallgesellschaft

P.O. Box 102436 • D-68024 Mannheim / Germany

Phone: + 49 621 42 303-0 • Fax: + 49 621 42 303-33

ontakt@pan-metall.com • www.pan-metall.com

BEARING OIL COOLERS

HEXECO, Inc. ... a Heat Exchanger Engineering Co.

el: +1 (920) 361-3440 • Fax: +1 (920) 361-4554

E-Mail: info.wpd@hexeco.com • Web: www.hexeco.com

IL COOLERS

For

THRUST and

GUIDE

BEARINGS

CONCRETE COOLING

FILTRATION EQUIPMENT

WWW.WATERPOWERMAGAZINE.COM

kuenzamerica@kuenz.com

www.kuenzamerica.com

TRASH RAKE CLEANING

POWER HOUSE CRANES

America Inc.

kuenzamerica@kuenz.com

www.kuenzamerica.com

TRASH RAKE CLEANING

POWER HOUSE CRANES

America Inc.

CIVIL ENGINEERING:

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www.montanhydraulik.com

Providing water control solutions through thoughtful engineering,

innov ative design, attention to detail and outstanding customer

service. Contact us for inﬂatable water control gates and rubber

dams.

PO Box 668, Fort Collins, CO 80522 USA

Tel: 970-568-9844

www.obermeyerhydro.com

HYDRO CASTINGS

• Water turbine components

• Castings from 100 kg to 30 tons

• Latest CAD-CAM capabilities

• Certified Quality Assurance ISO 9001

• Environmental Management System ISO14001

Your contact: Mr. Timo Norvasto, Sales Manager

Lokomo Steel Foundry

Tel: +358 204 84 4222

Fax: +358 204 84 4233

Email: timo.norvasto@metso.com

Web: www.metsofoundries.com

CONCRETE COOLING

• COLD & ICE WATERPLANTS

• FLAKE ICE PLANTS

• ICE DELIVERY & WEIGHING SYSTEMS

• ICE STORAGES

KTI-Plersch Kältetechnik GmbH

Carl-Otto-Weg 14/2

88481 Balzheim

Germany

Tel:/Phone: +49 - 7347 - 95 72 - 0

Fax: +49 - 7347 - 95 72 - 22

Email: ice@kti-plersch.com

Website: www.kti-plersch.com

WORLD MARKETPLACE

WWW.WATERPOWERMAGAZINE.COM MARCH 2010 49

CLASSIFIED

www.waterpowermagazine.com

HYDROMECHANICAL

EQUIPMENT

HYDRO POWER

PLANT EQUIPMENT

HYDRO POWER

PLANT EQUIPMENT

HYDRO POWER

PLANT EQUIPMENT

ANDRITZ HYDRO GmbH

Penzinger Strasse 76, A-1141 Vienna, Austria

Phone: +43 (1) 89100-0, Fax: +43 (1) 8946046

contact-hydro@andritz.com • www.andritz.com

Your Partner

for renewable and clean energy

We focus on the best solution – from water to wire.

Voith Hydro Holding GmbH & Co. KG

Alexanderstrasse 11

89522 Heidenheim/Germany

www.voithhydro.com

A Voith and Siemens Company

Water power plant equipment

(electrical and mechanical)

! Pumps

! Governors

! Automation

! Modernization of existing power plants

Hydro power services

! Ocean energies

INSTRUMENTATION

(DAM MONITORING)

Vikas Kothari: Executive Director Tel: 91 11 29565552 TO 55

Om Metals Infraprojects Ltd. Fax: 91 11 29565551

4th Floor, NBCC Plaza, Mobile: 91 98110 68101

Tower III, Sector 5, Email: vikas@ommetals.com

Pushp Vihar, info@ommetals.com

Saket, New Delhi, 110 017, INDIA Web: www.ommetals.com

Turnkey EPC contracts for:

•Radial Gates •Trash Racks & TRCM

•Vertical Gates •Gantry Cranes & EOT

•

Penstocks •Mechanical/ Hydraulic Hoists

•Stoplogs •Draft Tubes

Turnkey EPC contracts for:

•Radial Gates •Trash Racks & TRCM

•Vertical Gates •Gantry Cranes & EOT

•

Penstocks •Mechanical/ Hydraulic Hoists

•Stoplogs •Draft Tubes

Om Metals

Reliable and innovative solutions utilizing

over 156 years continuos hydro-electric

experience.

Fully customised supply of turbines,

enerators, controls, switchgear &

associated plant up to around 20MW,

including a micro hydro range of turbines.

Japan: Gilbert Gilkes & Gordon Ltd

h-yamamo@rf6.so-net.ne.jp

North America:

Vancouver Island Technology Park

2103 - 4464 Markham Street

Victoria BC V8Z 7X8

b.sellars@gilkes.com

t: 250-483-3883

UK: Gilbert Gilkes & Gordon Ltd,

Canal head North, Kendal,

Cumbria LA9 7BZ

[    M  

hydro@gilkes.com

! World wide referenced water to wire General Contractor

! Turbines and Generators

! Electromechanical Equipment

! Switchgears

! Control Protection Monitoring and SCADA Systems

! Balance of the Plant

! Turn key projects

! Rehabilitation

S.T.E. S.p.a. - Via Sorio, 120 - 35141, PADOVA(Italy)

tel. +39 049 2963900 - fax. +39 049 2963901

mail: ste@ste-energy.com Web: www.ste-energy.com

ISO 9001 CERTIFIED

Geokon, Incorporated manufactures a full range

of geotechnical instrumentation suitable for

monitoring dams. Geokon instrumentation employs

vibrating wire technology that provides measurable

advantages and proven long-term stability.

The World Leader in

Vibrating Wire Technology

Geokon, Incorporated

48 Spencer Street

Lebanon, New Hampshire

03766

•

USA

Dam Monitoring Instrumentation

•

603

•

448

•

1562

•

603

•

448

•

3216

info@geokon.com

www.geokon.com

Contact Diane Stanbury on:

+44 208 269 7854

dianestanbury@

globaltrademedia.com

For World Marketplace

advertising opportunities

WORLD MARKETPLACE

50 MARCH 2010 INTERNATIONAL WATER POWER & DAM CONSTRUCTION

CLASSIFIED

www.waterpowermagazine.com

SMALL HYDROELECTRIC

POWER SETS

SMALL HYDROELECTRIC

POWER SETS

MICRO/SMALL

HYDROELECTRIC POWER SETS

INSTRUMENTATION

(GEOTECHNICAL)

SCREENING

Planning a run-of-river project?

Reduce your capital costs signicantly!

Why a coanda intake?

● Eliminates desander

● Protects your investment

from premature wear

and debris.

● Flows up to 25 M3/sec.

● Screens out debris

down to 0.5mm

● Customizable for

a range of conditions

● MAXIMIZES POWER

GENERATION

Partial Discharge?

www.pdix.com

PARTIAL DISCHARGE DETECTION

INSTRUMENTATION

(DAM MONITORING)

Contact Diane Stanbury on:

+44 208 269 7854

dianestanbury@

globaltrademedia.com

For World Marketplace

advertising opportunities

+43 - 7234 - 83 902

am Safety Instrumentation

• F

iber Optic and

Vibrating Wire Technologies • In-Situ Testing

nd Turn-Key Solutions

• Piezometers

• Pressure Cells

• Extensometers

• C

rackmeters

• I

nclinometers

• Tiltmeters

1-877-ROCTEST

nfo@roctest.com

• w

ww.roctest.com

3.1.64.06.40.80

nfo@telemac.fr • w

ww.telemac.fr