Content uploaded by A.F.M.S. Amin
Author content
All content in this area was uploaded by A.F.M.S. Amin on Aug 25, 2015
Content may be subject to copyright.
57
1 INTRODUCTION
The most ancient geographical description of the Ganges delta forming Bangladesh is found in the Claudius
Ptolemy’s map sketched in 150 AD. The sketched map shows the clear existence of the Himalayan highlands
and the river systems those originated from it. The Greek philosopher most likely produced it using the in-
formation received from the travellers who extensively visited this part of the land. This surely indicates the
ancient importance of this geographical location in the global context. Further the recorded information about
its river systems and waterways are known in the sketches found in the Aine-e-Akbari (1582 AD). James
Rennell’s map of Bengal and Bahar (1778) was the first scientifically prepared map of the Ganges-
Brahmaputra (Jamuna)-Meghna basin in a time even before the establishment of the modern prime meridian,
based at the Royal Observatory, Greenwich which was established by Sir George Airy only in 1851. Thus,
there was no mention about the projection used for the preparation of the maps; and 00 longitude was arbitra-
rily taken over Kolkata, India; and the scale of the map was British 69.5 miles to a degree. The Statistical Ac-
counts of the Provinces of Bengal and Assam were compiled under the personal supervision of W.W. Hunter,
the Director General of the Statistics of the Government of India (1877). Each volume of the Accounts is ac-
companied with a map in a scale of sixteen miles to an inch. These maps have latitudes and longitudes but
there is also no mention about the projection used to make the maps. Nevertheless, in all these cartographic
projections, the complex and ever changing river systems of this part of land of world is vividly indicated.
The local need to travel from one part of this land to the other was, however, limited in the Mughal era (1526-
1857 AD). The dependence on river systems was significant not only for transport but also for the defense of
the important forts and townships.
However, in the wake of imperial expansion and increasing interaction with Europe, it became increasingly
important to establish fixed links over its great river systems. The geological formation of the country, a low
lying delta formed by recent deposits on the flood plains of the Ganges-Brahmapurtra-Meghna river systems,
with hundreds of tributaries, distributaries and water bodies, posed a big challenge to the Civil Engineers in
design, construction and maintenance of an uninterrupted country wide road-rail network. Establishment of
fixed links using bridges required to have deep understanding of the river systems for achieving sustainability
in the long run. In the present global context, the geopolitical boundaries also place Bangladesh in a strategic
location in between the regional rising economies of India and China together with the ASEAN (Association
IABSE
-
JSCE Joint Conference on Advances in Bridge Engineering
-
I
II, August
21
-
22
, 201
5
, Dhaka, Bangladesh
.
ISBN: 978
-
984
-
33
-
9313
-
5
Amin, Okui, Bhuiyan, Ueda (eds.) www.iabse-bd.org
Design, construction and maintenance of bridges in Bangladesh: In the
past, present and future
A.F.M.S. Amin
Bangladesh University of Engineering and Technology, Dhaka 1000, Bangladesh
Y. Okui
Saitama University, Saitama 338-0825, Japan
ABSTRACT: Bridges are the life lines of not only a country but a region or beyond. This is true for Bangla-
desh as her geopolitical boundaries place the country in a strategic situation giving ample opportunity to be-
come a hub for a sub-regional to global land transport network. Owning a resilient bridge infrastructure for
the Asian region and considering country’s location, geomorphological conditions and climatic variations are
important for future growth of transportation network. To this end in view, the paper takes a note of the con-
struction of a few land mark bridges those taken place between 1870 AD to present. The major engineering
aspects and the performances are being discussed in a broader sense. Finally, the paper presents an outlook
identifying the gaps in understanding for achieving an efficient design with the present know-how available
elsewhere in the world. The necessity of maintenance aspects is being discussed in short. Salient design, con-
struction and maintenance considerations that the future national design code/ standard for bridges in Bangla-
desh needs to contain are indicated.
58
of Southeast Asian Nations) countries, thereby providing a major hub for the Asian Land Transport Infra-
structures. Nevertheless, to develop an efficient transportation infrastructure, the major challenge which Ban-
gladesh faces, needs to have understanding of the local geology, climatic conditions, use of appropriate mate-
rials, deep appreciation of the quality of local materials and available construction technology. These are of
utmost importance. Special attention is, therefore, being required for strengthening, repair, renovation and
maintenance of the bridges for owning a resilient transport infrastructure for not only Bangladesh but also to
connect the Asian countries.
In this context, the paper reviews the historic development of bridges in Bangladesh, discusses the chal-
lenges offered by the nature and performance of the bridges those are now in service. The limitations in the
present understanding and the outlook for future development for a better infrastructure are presented in the
later part of this paper.
2 SMALL CANAL CROSSINGS DURING MUGHAL ERA (1526–1857 AD)
Figure 1 depicts one of the known oldest bridges of Bangladesh that still exist today. It is a masonry bridge
built in the 17
th
century during Mughal period over the Mir Kadim Canal (23°32'53.27"N, 90°28'38.05"E),
Munshigonj, Dhaka Division (Dani 1961). The bridge has a center arch of 4.3 m span, 8.5 m in height above
the bed of the canal with two side arches of 2.2 m span each and 5.2 m high. The piers are 1.8 m wide. The
wings are straight back and the whole length of the bridge is 52.7 m. Similar canal crossings existed in
different areas of the country but all of those can not be physically traced today. Yet, the choice of four-point
arch (a typical ingredient of Mughal architecture), assigned pier widths for the spans and dimension of wing
walls of this Mir Kadim Canal ‘bridge’ shows the concerns of the builders of that era in regard to the soil
bearing capacity and its sliding resistance against the flow. During this era, no river crossing was attempted
both for technological limitations and strategic reasons.
Figure 1. Bridge over the Mir Kadim Canal, Munshigonj
3 GEOLOGICAL STUDIES ON THE MAJOR RIVER SYSTEMS
The rivers in Bangladesh form the most significant aspects of landscape of the country. Abul Fazal, the histo-
rian of 1582 A.D., of the court of Mughal Emperor Akbar, remarked that rivers in Bengal are numerous and
these have great influence on the lives of the people of the country. The drainage systems in Bangladesh are
very much complex; and such of those are not found anywhere in the world (Alam et al. 1990). These types of
drainages were bewildering and surprising for foreign travellers in the past.
Bangladesh is situated in the lower reaches of the Ganges (termed as Padma), the Brahmaputra (termed as
Jamuna in Bangladesh) and the Meghna river system. The rivers belonging to these systems have originated
from the Himalayan Mountains, the Chotonagpur and the Shillong Plateaus. The three great river systems, the
59
Ganges, the Brahmaputra and the Meghna comprise about 700 rivers in the country, of which 310 are notable.
The river systems pass through a low land between the Rajmahal Hills and the Garo Hills. The total length of
these rivers is about 22,155 km. These river systems have formed a catchment area of about 1.5 million sq.
km and about 1127 billion cubic meters of water flows through these rivers systems annually. Recently, Ban-
gladesh Water Development Board’s reports have estimated the total volume of sediments carried by these
big rivers is to be in the order of 2.5 billion tons annually. More than 90% of incoming sediment load is being
deposited in the Bengal fan of the Bay of Bengal. A little portion of about 10% the sediment is being depo-
sited in the beds of the rivers. In a study of the river systems in Bangladesh by the Bangladesh Inland Water
Transport Authority (BIWTA) suggests that once, the navigable water way of this country was 25,000 km
long. Now, it has been reduced only to 1,800 km in lean months due to the deposition of sediments (Alam
2015).
On the other hand, there exists a myth of abnormal ground levels in several places in Bangladesh from the
geological observations. In a book named ‘Dacca’ written by a British physician Taylor has remarked that
there are some places in the bed of the Sitalakhya River to be more than 17 m (datum is unknown). A team of
geologists of the Geological Survey of Bangladesh measured the depth of water in the Sitalakhya River to be
about 30 m in dry season of 1985 (Alam 2015) when water was near to the lowest flow level. Lately, the
study by the Padma Bridge Authority has found abnormal ground level in the Padma River bed of about 30 m
below the bank full stage (Neil et al. 2010). All these may indicate the presence of scour zones in the river
bed to accommodate the main channel flow. Study of the geo-structures (Alam et al. 1990) shows that the riv-
er systems are more or less controlled by numerous faults and lineament systems. The complex river systems
are the result of the complex structural features and the geological formation in Bangladesh as well as in the
adjoining areas. It is beyond doubt the Rangpur Platform (Rajmahal Gap) is a graben between the Indian
Shield and Shillong Massif formed by the action of numerous faults. The Ganges-Padma lineament, Old
Brahmaputra-Tista lineament, the Dauki Fault and Jamuna lineament criss-crossed this graben. The seismic
zones in the area are well defined by the Ganges-Padma-Meghna lineament and the Tista-Brahmaputra linea-
ment. A study on the influence of geo-structural aspects on flood flows in Bangladesh found that all major
river systems are controlled by the geological structures, viz., anticlines, synclines, faults and lineaments.
Though, it is very difficult to understand the complex nature of structural elements in the surface but the total
drainage system reflects the manifestations of the structural actions and their results in the area. The bewilder-
ing and surprising drainage systems prevailing in the country are the manifestations of the past tectonic activi-
ties in the region in geological history and the changes of drainage system are the result of changes of geo-
structural activities. The water of the Ganges-Brahmaputra river systems finds its way through Bangladesh
due to geo-structural reasons. So, a change in geological structural aspects has a potential to change the drai-
nage system and will bring changes in the pattern of water flow (Alam 2015). For the development of an ef-
fective water management system, it is earnestly needed to delineate the changes of the river courses in the
historical past and the present.
4 BRIDGES BUILT IN THE BRITISH INDIA (1857-1947 AD)
The necessity of detailed studies on river morphology was deeply felt when railway system was introduced in
1862 in the undivided British India to connect different sea ports of present Bangladesh, India and Pakistan
including Chittagong, Kolkata, Madras, Nagapattinam, Calicut (also known as Kozhikode), Mumbai and Ka-
rachi to the other remote production zones. Site specific studies conducted in those times were cardinal to de-
cide about the bridge location, length and optimum span.
While passing by, a few historic events in undivided Great Britain can be noted: Houses of Parliament in
London, the capital of Great Britain was re-built during 1837-1860, domestic public telegraph companies
formed in Britain from 1838, first operation of British rail network begun by enacting Railway Regulation
Act 1840, first underground train service in London was built in 1863, an overland telegraph from Britain to
India was first connected in 1866, deep level tube in London was established in 1890, Tower Bridge was con-
structed over the Thames during 1881-1894 and finally the population in London crossed 4.5 million in 1900.
The geomorphological studies were conducted based on Rennell’s map (1778), Aine-e-Akbari (1582 AD)
observations and synthesized with the first-hand geophysical surveys conducted at that time. This led to the
construction of the 1.64 km Hardinge Bridge (24°4'2.24"N, 89° 1'36.95"E) with 109.5 m river spans, 640 m
Bhairab Bridge (24°2'38.38"N, 90°59'41.18"E) with 91.5 m river spans, 650 m Teesta Bridge
(25°47'28.55"N, 89°26'13.43"E) with 50 m river spans and 535 m Kalurghat Bridge (22°23'45.29"N,
91°53'19.96"E) with 55 m main span and 12 number of 40 m additional spans. Hardinge and Teesta Bridges
connected Darjeeling with Kolkata (both now in India). Bhairab and Kalurghat bridges connected farthest east
of Assam (now in India) with Chittagong. 767 m long Rajghat Bridge, inaugurated in 1887 (originally called
60
The Dufferin Bridge) having 109 m river span over the Ganges at Varanasi (25°19'21.00"N, 83° 2'4.00"E)
and 240.9 m single span Lansdowne Bridge Rohri (27°41'37.42"N, 68°53'18.71"E) over the Indus (inaugu-
rated in 1887), 363 m Jubilee Bridge at Hoogly (22°54'26.10"N, 88°24'16.48"E) with 160 m main span were
the other bridges constructed in this region during contemporary time. 515 m Gorai Bridge (23°53'10.63"N,
89°10'50.43"E) with 56 m river span were also built contemporarily in the British India. Figures 2-4 depict a
few of these historic bridges which are in service till today. However, no attempt was made to construct an
East-West link by crossing the Jamuna (Brahmapurtra). Perhaps, engineering feats of that time was not
enough to make a judgment for the Jamuna. Not to mention, in this rail link, many bridges were constructed
of smaller spans and lengths to cross small rivers and their tributaries.
Figure 2. Hardinge Railway Bridge over the Padma (Ganges) at left hand side. Lalon Shah Bridge constructed later after 1971 is
also seen at the right hand side.
Figure 3. Bhairab Railway Bridge at the left hand side. UK-Bangladesh Friendship Bridge constructed later after 1971 is also
seen at the right hand side background.
61
(a)
(b)
Figure 4. Kalurghat Road cum Railway Bridge. (a) Full length from the river, (b) Side view showing the central span.
(a)
(b)
Figure 5. Kalurghat Road cum Railway Bridge. (a) Side view showing the end span, (b) Through view showing the conversion of
a rail bridge into a road-cum-rail bridge with signal posts at both ends.
(a)
(b)
Figure 6. Typical composite bridges road bridges 11-13 m span single lane to cross small canals to feed the railway of British In-
dia.
Kalurghat Bridge was later transformed into a road-cum rail bridge as shown in Figure 5. Similar modifica-
tions were also made to the Teesta railway bridge. Figure 6 shows the remnants of typical narrow steel
62
composite bridges constructed in local roads of that time to feed the passengers and goods to the railway
stations. Decks of these bridges were topped with lime concrete placed between the I
-
joists.
5 BRIDGES BUILT AFTER INDEPENDENCE FROM GREAT BRITAIN (1947– 1971 AD)
After the independence in 1947, a good number of steel composite bridges having about 25 m span were
erected under Japanese technical assistance during 1956-58, within about a decade of the end of World War
II. This may be identified as one of the first instances of collaboration between this land and Japan. All these
bridges were of single lane with a protected side-walk (Figure 7).
In a later time, Professor Dr. Abul Hasnat from the-then East Pakistan University of Engineering and Tech-
nology (now BUET) was assigned by the Roads and Highways Department to design and supervise the con-
struction of a river crossing completely with the local technology and know-how. The 493 m long balanced
cantilever reinforced concrete cast-in-place hollow box girder bridge with 46.4 m river span was constructed
over the Dhaleshwari at Jaigir (23°52'50.22"N, 90°1'32.73"E) in 1962 by a local contractor, the M/S the En-
gineers Limited. Due to fund constraint, sidewalks were omitted in the design but refuges were put at places
for sheltering the walking pedestrians. After construction of this bridge, for a number of times, the bridge was
under threat of flood water but finally survived. Nowadays, there is no significant discharge in that river even
in the rainy season as seen in Figure 8.
Figure 7. Composite steel bridge fabricated by Miyaji Iron Works Co., Tokyo, Japan in 1958. Photo courtesy: Mr. I.A. Khan,
OBE, Formerly Rendel Palmer & Tritton in Dhaka, Bangladesh.
(a)
(b)
Figure 8. Jaigir Bridge, the first box girder bridge in Bangladesh (erstwhile East-Pakistan). (a) Dry season. (b) Rainy season.
Using the financial assistance from United States, a few bridges were constructed over the same highway dur-
ing 1969-1974 at Tora (23°51'27.45"N, 89°57'29.51"E), Figure 9, Aminbazar (23°47'2.75"N, 90°20'7.91"E)
and Noyarhat (23°54'40.19"N, 90°13'46.66"E). The construction of these bridges introduced prestressed con-
crete (PC) technology in Bangladesh. The bridges were designed by James R. Libby & Associates and con-
structed by the Joint Venture of Vinnell-Zachry-Perini. The contractor used floating barge to lift the simply
supported spans. Subsequently, the local contractor, the Engineers Limited was able to construct the first PC
girder bridge in Baghabari (24°7'56.33"N, 89°34'59.82"E) over the Boral river in 1977-78.
63
Figure 9. Tora Bridge, one of the first PC girder bridges in Bangladesh
6 BRIDGES BUILT AFTER EMERGENCE OF BANGLADESH (1971 AD TO PRESENT)
Bangladesh, a country was born in 1971 after the historic victory in the war of liberation. Losses of lives and
properties could never be accounted truly. However, a post-war assessment showed the damage/destruction of
276 bridges all over the country including major damages in the Hardinge Rail Bridge, the Bhairab Rail
Bridge and the Keane Bridge, Sylhet. The major emphasis was given by the new government not only to re-
pair/ reconstruct the ill-fated bridges but also to use every possible alternative to achieve fixed link connectiv-
ity across the country with new bridges, new roads and also new culverts. Particular emphasis was put on (i)
uninterrupted surface connectivity between Dhaka and the Chittagong Port, (ii) to explore the possibilities of
establishing east-west connectivity for road, rail, power and natural gas by crossing the mighty Jamuna
(Brahmapurtra) river.
In this huge construction activity (immediately after 1971) in an underdeveloped but highly populated
country where economic activity as well as financial capacity is low but demand for connectivity is high, the
engineers had to depend on the maximum utilization of local materials, technology and often the local con-
tractors. Several type designs were implemented throughout the country for establishing the life links on small
rivers and tributaries using simply supported RC bridges, simply supported PC I-girder bridges and some ba-
lanced cantilever bridges to meet the immediate connectivity demands (Nuruzzaman 2013).
In addition, the longer bridges were built utilizing helps from international agencies and friendly foreign
countries. In those projects, International Consultants and International Contractors worked shoulder to
shoulder with local engineers and sub-contractors. This led to a silent transfer of design and construction
technology. The first application of traveling form in the Meghna Bridge and the Gumti Bridge (Figure 10)
for achieving 87 m span was repeated successfully in many other bridges including the Khan Jahan Ali
Bridge, Dapdapia Bridge and the Sultana Kamal Bridge. Use of central hinge was repeated in the Sultana
Kamal Bridge. In constructing Bangabandhu Jamuna Bridge, Hyundai, the Contractor had to set up clinker
grinding factory for cement production. This nurtured the next growth of cement industry in Bangladesh. The
pre-cast segmental PC box technique using gantry cranes were used for construction of Lalon Shah Bridge
(Figure 2). The Bhairab Road Bridge (UK-Bangladesh Freindship Bridge) as seen in Figure 3 used pile cap
lowering technique to ease under water construction of the pile cap and pier shaft. In such an approach, the
design scour depth is lower due to obstruction to flow lesser than the conventional designs having pile caps at
the normal flood level. The technique was successfully reproduced by a Bangladesh Contractor in the Dapda-
pia Bridge construction. United Kingdom funded steel bridge erection technique used in Gorai Road Bridge
was repeated in erection of many similar bridges including Sadipur Bridge (Figure 11). The Sunamgonj
Bridge and the Patgati Bridge used temporary supports on the river to erect 100 m – 115 m span.
Figure 12 presents the panaromic and side views of the 4.8 km long Bangabandhu Jamuna Bridge, the
longest bridge of Bangladesh at present. The span length is 100 m. It is serving as the vital multipurpose road-
rail-gas-electricity-telecommunication link for East-West connectivity for Bangladesh, will be discussed more
in the later part of this paper for its performances. After the construction of several river crossing rail links in
the British India, it is the only link that the Bangladesh Railway obtained after the independences in 1947 and
1971 with a provision for a dual gauge single track rail link. However, Bangladesh Railway could not achieve
most benefits for the speed restrictions and a train now takes about 30 minutes to cross the 4.8 km bridge, for
64
several technical difficulties, some of which will be addressed in other sections of this paper, and other papers
of this conference. Figure 14 presents a quasi-panoramic view of the Third Karnaphuly Extradosed Bridge
that boasts to have the longest 200 m span length in the country. However, it is not in the main Ganges basin
but located at the folded flanks of the Arakan-Myanmar range.
(a)
(b)
Figure 10. Japan-Bangladesh Friendship Bridges-I &II. (a) Meghna Bridge, (b) Gumti Bridge
Figure 11. Sadipur Bridge
7 FLYOVERS & URBAN BRIDGES IN MAJOR CITIES
Keane Bridge (24°53'15.54"N, 91°52'5.20"E) connecting two parts of Sylhet town built over the Surma river
in 1936 is known to be the first urban road bridge in this land. Later on, many magnificent flyovers, viaducts
and urban bridges were constructed in different parts of the country including Dhaka and Chittagong, even
over small water bodies and canals. Emphasis was given to attain pleasing aesthetic effects even using ex-
traordinary architectural forms and elements. However, the structural design and construction challenges
faced in these projects are much different than those faced in river crossings. Application of standard analysis
software can be useful to achieve a workable design provided the construction sequence and maintenance as-
pects are adequately addressed from the very planning stage.
8 PARADIGM SHIFT IN CONSTRUCTION METHODOLOGY
Table 1 summarizes the major river crossings in Bangladesh in order of major span, year of construction and
the total length. The paradigm shifts and introduction of new construction methodologies are summarized in
Table 2. The tables are of self-explanatory.
65
9 CHALLENGE FROM THE NATURE IN ACHIEVING LARGE RIVER SPANS
The geological strata of the country is dominated by the recent alluvium and the sediment depositions carried
by her river systems. Geotechnical explorations of Gales (1918), Hinch et al. (1984), Chandler et al. (1984)
reports the existence of thin-sand sized plates, generally biotite in the soil strata. Grain counting indicated mi-
ca contents of 5-10% whereas SPT tests at the site suggested that a relative density of these micaceous sands
was between 40% and 60%. It was resolved that the typical presence of mica adversely affects the slope sta-
bility and bearing capacity of deep foundations. This has been found particularly affecting the slope stability
causing failure of the river training works of the Jamuna river at Sirajganj (Safiullah 2005). The current Pad-
ma Multipurpose Bridge Project is also facing similar challenges.
(a)
(b)
(c)
Figure 12. Bangabandhu Jamuna Bridge. (a)-(b) In rainy season with monsoon flooding, (c) In winter.
(a)
(b)
Figure 13. 5
th
China Bangladesh Friendship Bridge (Gabkhan Bridge).(a) Panaromic view, (b) Multi-cell viaduct
Sobhan and Amin (2010) report of the river system of Bangladesh that carries excessive monsoon sedi-
ment-laden discharge and very little dry season flow. The ratio of the maximum and the minimum discharges
of the Bangladesh rivers are high; it’s generally greater than 10 (Figures 15 and 16). This year round exces-
sive variation of flows charged with excessive sediment load beyond the river’s dominant transportation ca-
pacity, generates unstable geomorphology of the river giving ample chances to cause general bed scour and
local scour in the river bed (Sham 2015).
66
Furthermore, the country’s rivers are generally braided forming shoals, chars, etc. and they shift banks fre-
quently. Thus, determining the regime width of the river and accordingly determining the optimum clear pas-
sageway of water for the bridges and locating the bridge abutments require careful hydraulic and geotechnical
analyses and judgments by the experienced specialists. Special attention is required to decide about the bridge
location and length considering the meandering nature of the river offering deeper channels, usually at the
outer bend.
Figure 14. Third Karnaphuly Bridge
Figure 15. Keane Bridge, Sylhet
(a)
(b)
Figure 16. Water levels at Hardinge Bridge. (a) Dry season, (b) Rainy season. Local scours are visible around the pier in dry sea-
son.
67
Table 1. Major river crossings in Bangladesh in order of major span, year of construction, total length, superstructure and founda-
tion type.
Geological for-
mation/ Canal
Name of bridge Major
span
(m)
Year of
comple-
tion
Total
length
(m)
Superstructure for
longest span
Foundation
Ganges-Brahmaputra-Meghna
Padma Bridge
150.0
-
6150
Steel
-
composite
CFT
6
Lamakazi Bridge 122.0 1984 226 Steel truss Bored pile
Sadipur Bridge 120.0 2000 163 Steel truss Bored pile
Sunamgong Bridge 115.0 2015 403 Steel truss Bored pile
Bhairab Road Bridge
110.0
2002
1191
PC box girder
Bored pile
Lalon Shah Bridge 109.5 2004 1640 PC box girder Bored pile
Hardinge Bridge 109.5 1915 1640 Steel truss Caisson
Moktarpur Bridge 100.0 2008 1514 PC box girder Bored pile
Khan Jahan Ali Bridge
100.0
2005
1360
PC box girder
Bored pile
Bangabandhu Jamuna Bridge
100.0
1998
4800
PC box gi
rder
CFT
6
Bhairab Rail Bridge 91.5 1937 640 Steel truss Caisson
Sultana Kamal Bridge 90.0 2010 1072 PC box girder Caisson, bored pile
Gumti Bridge
1
87.0
1994
1410
PC box girder
Bored pile
Meghna Bridge
2
87.0 1991 930 PC box girder Bored pile
Dapdapia Bridge 85.0 2010 1390 PC box girder Bored pile
Keane Bridge 75.0 1936 387 Steel truss Steel pile
Buriganga
-
I Bridge
3
72.0
1989
847
PC girder
Bored pile
Kachpur Bridge 72.0 1977 397 PC I-girder Caisson
Gorai Rail Bridge 56.0 1870 515 Steel truss Steel pile
Tora Bridge 54.0 1972 646 PC girder Caisson
Teesta Bridge
50.0
1901
650
Steel truss
Caisson
Aminbazar Bridge
46.4
1972
252
PC girder
Caisson
Jaigir Bridge 46.4 1962 493 RC box girder Caisson
Noyarhat Bridge 42.0 1975 154 PC girder Caisson
Baral Bridge, Baghabari
38.1
1978
572
PC I
-
girder
Caisson
Arakan
-
Myanmar Folded
Flank
Third Karnaphuly Bridge
200.0
2010
830
Extradosed PC box gir
d
er
Bored pile
Shah Amanat Bridge
7
145.0 1990 919 Steel truss Steel pile
Kalurghat Bridge
55.0
1
931
535
Steel truss
Steel pile
Man-made canal Gabkhan Bridge
4
116.0 2003 918 PC box girder Bored pile
1
Japan-Bangladesh Friendship Bridge-II,
2
Japan-Bangladesh Friendship Bridge-II,
3
China-Bangladesh Friendship Bridge-I,
5
China-
Bangladesh Friendship Bridge-V,
6
Concrete filled tube,
7
Dismantled
Table 2. Benchmark achievements in construction technique
Construction technique
First known application (probable)
Masonry arch for small crossings
1600
Steel pile for foundation 1870
Steel bridge erection using service truss 1915
Caisson foundation 1915
Falling apron for river training 1915
Steel-composite bridge 1956
RC box girder
1962
PC I-girder 1972
Steel finger expansion joint 1972
Bored RC pile 1984
Neoprene rubber bearing pad
1990
Central hinge with pot bearing and neoprene expansion joints 1990
Cast in situ PC box using traveling formwork
1991
Concrete filled tube for foundation 1998
Segmental pre-cast PC box construction 1998
Base isolation system for earthquake protection 1998
Modular expansion joints 1998
Pile cap lowering to reduce local scour 2002
Multi
-
cell box system for viaduct
2003
Shock transmission unit 2004
Steel truss with composite deck 2015 (proposed in Padma Bridge)
Single friction pendulum bearing for base isolation 2015 (proposed in Padma Bridge)
High damping rubber bearing for base isolation
2015 (proposed in 2
nd
Kachpur, Meghna, Gumti Bridges)
Narrow steel box girder with composite concrete deck 2015 (proposed in 2
nd
Kachpur, Meghna, Gumti Bridges)
68
Figure 17. Water levels at Bangabandhu Jamuna Bridge over different seasons as seen around the inclined concrete filled steel
tubes driven as test piles during construction of the bridge. Local scour around the test piles are visible in dry season photos.
The bridges constructed in the past were mostly located in the Ganges-Brahmaputra-Meghna basin but a few
in the folded flanks of Arakan-Myanmar hills. The design and construction were taking place since 1870 to
date after giving appropriate attention to the geomorphological features of the country using the knowledge
available at the time of those constructions. A careful overview of all the figures and facts (Table 1) indicates
that the maximum span, a PC box girder could reach is not more than 110 m. Steel trusses could attain 122 m
span while the Padma Bridge with steel truss and composite deck yield the largest 150 m span length as a so-
lution (Sham 2015). Attainment of maximum stiffness to mass ratio is the key to reduce the foundation load.
In this way, the authors apprehend the difficulties in making long span bridges in the Ganges-Brahmaputra-
Meghna basin but where short and medium span bridges (50 m – 200 m) may evolve as solutions with better
efficacies. In passing by, it is worth to note that even before the construction of the Hardinge Bridge, there
were technologies available to construct and erect spans longer than that of the Hardinge Bridge, for example,
240.9 m single span Lansdowne Bridge Rohri (27°41'37.42"N, 68°53'18.71"E) over the Indus (inaugurated in
1887), a river system much different than the Ganges basin. 363 m Jubilee Bridge at Hoogly (22°54'26.10"N,
88°24'16.48"E) with 160 m (x 2) main spans was of cantilever steel truss type. The bridge is located at the
farthest west of the Ganges basin.
Use of an efficient foundation system providing least flow obstruction should warrant lowest scour depth
to come out of a vicious cycle and achieving a design solution. Use of inclined concrete filled tube in the
Bangabandhu Jamuna Bridge and the Padma Bridge (under construction) is relied on such approach. This way
the bridge construction in this country that started with steel piles for foundation are seeing paradigm shifts
from steel piles to caisson, caisson to bored pile and bored pile to concrete filled tubes.
10 PERFORMANCE
Hard paucity in the historic data on local climatic conditions, particularly the earthquake, wind speed, air-
borne salinity limited the designers to come out with more efficient designs. The engineers were forced to-
wards conservative designs with the projections they conceived from their professional judgments. Bangla-
desh Meteorological Department has 34 weather stations to monitor temperature, wind speed and humidity all
over the country, only since 1993. Before that observations were limited only at a few stations.
During the construction of Hardinge bridge, temperature in England where the girders were manufactured
was 18
0
C and the mean temperature of construction site was taken to be 33
0
C. It was necessary to make an al-
lowance both for the difference in mean temperature between England and Bengal, and the dimension of
69
109,423 mm centre to centre of piers for which the girders were designed was increased to 40.386 mm in set-
ting out (Gales 1918).
Tay bridge disaster of 1879 in Great Britain instituted the need for considering wind pressure on rail
bridges including the rolling stocks. In Hardinge Bridge, it was originally intended to construct the piers for a
double line and to erect at first girders for a single line only. The cyclone of the 17th October, 1909 (Gales
1918), however, demonstrated that the bridge was within the cyclone area. In view of its exposed position, it
was then decided, owing to the greater stability which could be obtained with the greater width of span, to de-
sign the bridge for a double line in the first instance (Figure 18). This also appeared then to be justified by the
traffic prospects. However, all other bridges built in those times and also later in Bangladesh era are of single
tracks.
(a)
(b)
Figure 18. Consideration for wind load influenced the engineer to design a double track flatter structural system for Hardinge
Bridge and a single track taller structural system with top bracings at three levels for the Bhairab Bridge. (a) Hardinge Bridge (109
m span), (b) Bhairab rail bridge (91.5 m span)
To the knowledge of authors, there is no local weather monitoring station now in operation near the long
bridges of the country. Furthermore, the use of weigh-in-motion or weighing in motion (WIM) facilities to
control axle load in the major bridges is not so frequent, thus giving enough chance to experience overload-
ing. The gust effects due to wind in river terrains are yet to be characterized and documented in the form of
design and operation guidelines. All these provided cumulative problems in the past as narrated in the subse-
quent sections.
10.1 Sub-Structure and River-Training Works
Unknown soil strata with highly unknown characteristics and unavailability of adequate site specific geotech-
nical investigation data always frighten the foundation designers. This led to conservative foundation design.
Problem with foundation settlement is not much known (Safiullah 2005).
However, the lack of geomorphologic history of ever changing river systems substantially restricted the de-
signers to predict the shift of rivers over the design life of a bridge. This caused difficulties in the maintenance
of Hardinge Bridge in 1933, Meghna Bridge in 1988, 2005 and 2012 (Noor et al. 2015). The cost of river
training component for the Bangabandhu Jamuna Bridge was higher than the cumulative cost of the sub-
structure and the superstructure. Similar problems are being faced in the Padma Bridge project as well.
10.2 Superstructure
10.2.1 Effect of temperature
The pre-cast segments of the Bangabandhu Jamuna Bridge showed significant cracking before opening of the
bridge. The crack was located at the top of the deck in mid-span. The cracks propagated over the years in
terms of number. Last two years, Department of Civil Engineering, Bangladesh University of Engineering
and Technology (BUET) took onsite temperature measurements in the bridge at different seasons over the
year and also conducted laboratory simulations. Figure 19 shows the variation of temperature at the top sur-
face and the bottom surface of the PC box girder of the bridge at winter and at summer. The readings as pre-
sented here were taken after incorporation of thermal insulation and stone mastic asphalt pavement in 2013.
The general trend indicates a thermal stress reversal between day and night. The intensity of stress reversal is
more prominent in summer days (Figure 19d) when a sudden rain cools down the deck giving a temperature
gradient of the order of 15
0
C. The top surface of the deck was found to be at least 11
0
C hotter than the am-
70
bient temperature. The situation that bridge experienced during 1998-2012 was even worse because of direct
sunlight exposure on bare concrete deck. Furthermore, in Bangladesh, hail storms are common is the wake of
early summer. A hail storm may cause rapid cool down of the deck at a hot summer day subjecting the bridge
to even worsen situation. During hail storm the ambient temperature dropped by about 12
0
C that would possi-
bly yield a temperature gradient of around 25
0
C.
Gabkhan Bridge built in 2003 showed significant lack of allowance for temperature in the expansion joints
causing the viaduct girders to slip over the elastomeric bearings because of large expansion of the bridge it-
self. It is perhaps important and logical to consider the temperature difference in the concrete surface in the
design than considering the ambient temperature difference.
(a)
(b)
10
15
20
25
30
35
40
45
50
Top
Bottom
Temperature (
O
C)
Time
Start 23-12-14 11:58:01 AM
End 24-12-14 9:00:01 PM
3:16 PM
9:54 PM
1:13 AM
4:32 AM
7:51 AM
11:10 AM
2:29 PM
5:48 PM
6:35 PM
Sensor 1
Sensor 2
(c)
Top
Bottom
Temperature (
O
C)
Time
Start: 7:17 04/04/2015
End: 17:18 04/05/2015
9:39 AM
12:02 PM
11:57 PM
2:25 PM
4:48 PM
7:12 PM
9:34 PM
2:20 AM
4:43 AM
7:06 AM
11:52 AM
9:29 AM
2:15 PM
10
15
20
25
30
35
40
45
50
Sensor 1
Sensor 2
(d)
Figure 19. Temperatu
re logging at the deck of Bang
a
ba
ndhu Jamuna Bridge. (a) Temperature gradient measurment locations along
a typical transverse span at mid-span, (b) Location of temperature and humidity measurement sensors to measure temperature gra-
dient across the depth at mid-span, (c) Typical measurement taken in winter, (d) Typical measurement taken at summer followed
by a mid-day rain. Sensor 3 data were close to Sensor 2 measurements, hence not presented here.
10.2.2 Overloading and Lack of Monitoring
The traffic congestion, transport cost and toll prices encourage the transport owners to carry excess cargo
than allowed. This excess cargo does have first impact on the bridge deck then on the bearings and expansion
joints. Lack of monitoring worsens the situation. Bangladesh is yet to achieve a benchmark in bridge health
monitoring through visual and instrumental observations (Amin et al. 2015). Loading the bridges beyond its
as-built capacity was assigned as the reason for the appearance of extensive cracks in the Bangabandhu Ja-
muna Bridge (Amanat et al. 2010). Meghna and Gumti Bridge experienced same problem in 2008 (Amin et
al. 2014) and also in 2012 (Choudhury et al. 2015).
10.2.3 Wind
The Bangabandhu Jamuna Bridge is the only railway bridge built after British India boasts to have a single
track dual gauge lane on the outer curvature of the bridge (Figure 20). The tracks however, do not have any
guide rails to prevent derailment that even exist in the Hardinge Bridge (Figure 18a and Figure 20d). On 27
April 2014, a local wind derailed a train while passing on the bridge. The train overturned on the opposite
side, making a safe relief for the nation. The train was rescued on 28 April 2014 without any loss of life and
damage to the bridge. The absence of local wind monitoring, forecasting and low train speed to cross the
bridge are the reasons for such an incidence. It may however, be argued that wind blowing from the opposite
71
direction would not have the same effect as the wind exposure height would have been greatly reduced by
the parapet obstruction.
(a)
(b)
(c)
(d)
Figure 20. Over-turning of train at the Bangabandhu Jamuna Bridge. Source for (b)-(d): Press/news reports.
10.3 Bearings and Joints
The most worrying effect for the superstructure came from the inadequate performance of bearings and joints
coupled with overloading, absence of timely monitoring and maintenance efforts. The railway bridges posses
steel bearings (Figure 21) that are better monitored and maintained than those in the road bridges.
Since 1990, Bangladesh started to use elastomer based steel plate laminated rubber bearings having low
hysteresis and damping properties in concrete bridges while the earlier bridges used to have metal bearings
(Figure 22). Bangabandhu Jamuna Bridge was the first base isolated bridge of the country while the Lalon
Shah Bridge was installed with shock transmission units (Figure 23). Amin et al. (2014) reports the problems
of rubber expansion joints at the deck in the Meghna Bridge. The problem of replacing pot bearings are dis-
cussed in Choudhury et al. (2015). Figure 22(d) shows the pot bearings of the Bangabandhu Bridge that are
showing signs of distress due to extruded Polytetrafluoroethylene (PTFE). This is occurring far before reach-
ing the design life certified by the manufacturer.
11 CHOICE OF DESIGN CODE AND LIMITATIONS
At present, no independent national design code/standard for bridges in Bangladesh exists. The current trend
is to use mainly the American Association of States Highway and Transportation Officials (AASHTO)
Specifications; in which the different designers use different editions varying between 1992 and 2007. The
other specialist literatures are also used. In special cases, the British Standard (BS) 5400 (1978) has been
followed, for example, in preparing the Jamuna Design Specification for the Jamuna Multipurpose Bridge
(Sobhan and Amin 2010). Indian Roads Congress (IRC) specifications are also often consulted. Design of
second Kachpur, Meghna and Gumti bridges followed largely the Japan Road Association (JRA) provisions
after consulting the Bangladesh National Building Code 1993 (BNBC 1993) for finding the wind and
earthquake loading of bridges. However, BNBC (1993) is meant for buildings while AASHTO, BS and JRA
codes do not consider the local conditions.
72
(a)
(b)
(c)
(d)
(e)
Figure 21. Bearings and joints in old railway bridges. (a)-(c) Hardinge Bridge, (d) Hardinge Bridge bearings after restoration of
Span 10 as seen in the left, (e) Kalurghat Bridge.
(a)
(b)
Figure 22. Bearings and joints in some of the concrete bridges. (a) Jaigir Bridge, (b) UK-Bangladesh Friendship Bridge (Bhairab
Road Bridge).
73
(a)
(b)
(c)
(d)
Figure 23. Bearings and Joints in (a) Bangabandhu Bridge, (b) Pot bearings of Bangabandhu Bridge, (c) Pintels in Bangabandhu
Bridge, (d) Shock Transmission Units in the Lalon Shah Bridge.
11.1 Geological Information for the River Systems
The Geological Survey of Bangladesh has been studying the major drainage system of 1778, 1874-77 and
1985 to publish the historical shifts of the River System in a map of Bangladesh in the scale of 1:1,000,000.
Along with the study of major fault systems, the drainage systems analysis may indicate the probable causes
of floods for geo-structural reasons beside hydrological and climate change considerations. It is expected, the
geological aspects mainly related to the development of drainage systems, as studied will be able to identify
their nature of influence on the flood flow and the landscape will be available.
11.2 Earthquake
Seismic design for bridges usually considers two levels of earthquake, namely Operating Level Earthquake
(OLE/ Level I) and Contingency Level Earthquakes (CLE/ Level II) earthquakes. OLE has a return period of
100 years with a 65% probability of being exceeded during that period. CLE has a return period of 475 years
with a 20% probability of being exceeded during the design life of the bridge (100 years) as used in the design
of the Padma Bridge (Sham 2015). However, in the second Meghna Bridge Project designs, BNBC (1993) re-
sponse spectra was judged to be close to AASHTO LRFD (2007). Calculations yielded a response spectra for
the Meghna site a bit different than that for the Padma Bridge. Furthermore, BNBC (1993) was found to be
higher by about 50% in short-periodic region (Tatsumi et al. 2015), compared to Level-1 Type- II soil profile
recorded by JRA (2012). However, development of site specific design response spectra for different regions
of Bangladesh is needed for efficient designs for all bridges in future. At this moment, in absence of any de-
sign code for bridges, there exists no specific guideline to consider for earthquake loading.
11.3 Wind
Bangladesh National Building Code was prepared in 1993 based on limited wind speed measurement infor-
mation. After 1993, thirty four observation stations are in service to record three hourly observations for
wind. A synthesis of these data may help in updating the basic wind speed map. However, when bridges are
constructed in open areas, the terrain exposure needs to be adequately judged based on local observations or
model studies including dynamic effects. Some efforts are needed in these directions.
74
11.4 Temperature and Wetness
Guideline values on the consideration of the effect of daily and annual temperature differences are needed to
be prescribed. Recent measurements (Figure 19) show the difference to be much more than what was believed
in the past. So reconsideration is warranted, particularly for the design of box girder, setting out requirements
and expansion-contraction measures. These measurements are also important to ensure the durability proper-
ties of rubber and ageing behavior of rubber, the essential component in all modern bridge bearings and ex-
pansion joints.
In addition, in design it is to be considered that more than 60% of time of a year, in Bangladesh, near rivers,
the relative humidity stays above 80%. This calls for use of dense concrete and effective measures for corro-
sion protection.
11.5 Air Borne and Ground Salinity
There is no fundamental data available for air borne and ground salinity across the country. This information
is important for the viability of steel piles, maintenance requirements for steel bridges and also to check the
applicability of new generation weathering steel (paint-less steel) for next generation bridges in Bangladesh.
11.6 Choice of Materials and Properties of Materials
The local aggregates used for concrete production is softer and somewhat lighter (Akhteruzzaman and Hasnat
1983, Islam et al. 2015) than those used in other parts of the world. Ishtiaq Ahmad and Roy (2013) reports
larger creep in brick aggregate concrete. Similar properties are also expected in stones (other than hard rock)
of Bangladesh origin. This needs to be checked for deriving the basic parameters in bridge design and con-
struction.
To reduce the foundation load for achieving longer spans, smaller foundation sizes, smaller design scour
depths, it is important to reduce the self weight of the structure. Consideration of efficient structural form and
choice of structural steel sections can be a step forward to solve the design catch. However, to reduce the life
cycle cost, it is important to reduce the cost required for corrosion protection. Thus, use of weathering steel
should be considered thoroughly to reduce the life cycle cost to arrive at an efficient structural form. Mea-
surement of air borne salinity and atmospheric exposure test data on different grades of weathering steel will
infer about the applicability of new generation steel for different climatic conditions. The application of such
steel in coastal zones for high air borne salinity content may not be suitable as was seen in other countries
while prospect in use of this material for rest of the country needs to be immediately explored.
11.7 Construction Technology and Choice of Bridge Forms
Cost of a project depends significantly on the availability of construction technology, the time required for
completing the project and thereby bringing it to service. Bangladesh is now in a transition towards moderni-
zation in pile driving techniques and development of an efficient methodology for erection of longer spans.
This will obviously dictate the choice of bridge forms. An achievement is still waiting.
11.8 Monitoring and Maintenance
Any bridge project should accompany an operation and maintenance manual, assurance for its execution at
field level and a separate but adequate yearly maintenance budget. Conducting an emergency measure is not
warranted rather timely regular maintenance scheme is recommended. The bridge design code should encom-
pass these aspects.
11.9 Appropriate Technology for Strengthening
Any bridge designed today will deteriorate with time or a requirement may evolve to enhance its performance
level. Strengthening for performance enhancement is a world-wide recognized terminology but it needs to be
thoroughly customized for local materials and climatic conditions. Fundamental parameters governing the
strengthening design needs to be re-determined or re-assured from first-hand experimental measurements.
75
12 CONCLUSIONS
100 years ago when the Hardinge Bridge was opened, none of us present today was there. About 40 years
ago, when Hardinge Bridge was reopened, some of us of that time are present here today. We need to build a
bridge tomorrow in this land where people, cars and trains will move at a faster speed for a time longer than
100 years. Perhaps, this is the way to remain in this land beyond our life time but to serve the world. Our sin-
cere thoughts should remain there. Perhaps, we need to look thoroughly at the low maintenance cost, choos-
ing bridge forms matching with the beautiful river setting of the country and owning a resilient infrastructure
offering least life cycle cost for the future land transport network not only for Bangladesh but for the Asian
region.
ACKNOWLEDGEMENTS
The authors sincerely acknowledge the informative contribution made by the geologists of the Geological
Survey of Bangladesh (GSB) who revealed the historical evolution of river systems of Indian-subcontinent,
particularly in Bangladesh. The authors are grateful to Engr. M.A. Sobhan, DPM Consultants Limited for his
technical comments on the manuscript and Engr. A.S.M. Nuruzzaman, Roads and Highways Department,
Bangladesh for helpful discussion on confirming a few historical facts. The help of Dr. M. Rafi Uddin, De-
partment of Physics, BUET for a discussion on atmospheric data is gratefully acknowledged. The helps of Dr.
A. R. Bhuiyan for valuable comments and Engr. Ariful Hasnat in proof reading are also gratefully acknowl-
edged. Some of the dimensions and timeline mentioned in this paper are approximate as many historical de-
tails are either not accessible or available at this moment to the authors. However, the authors believe that
such limitation does not affect the outcomes of this paper.
REFERENCE
Akhtaruzzaman, A. A., & Hasnat, A. 1983. Properties of concrete using crushed brick as aggregate. Concrete International, 5(2),
58-63.
Alam, M.K. 2015. Geologist ad past Director General, Geological Survey of Bangladesh. (personal copmmunication).
Alam, M.K., Hasan, A.K.M.S., Khan, M.R., & Whitney, J.W. 1990. Geological map of Bangladesh: Dhaka. Geological Survey of
Bangladesh, scale, 1(1), 000.
Amanat, K.M., Amin, A.F.M.S., Hossain, T.R., Kabir, A., & Rouf, M.A. (2010, August). Cracks in the box girders of Bogobondhu
Jamuna Multipurpose Bridge-Identification of causes based on FE analysis. In Proceedings of the IABSE-JSCE Joint Confe-
rence on Advances in Bridge Engineering-II (pp. 8-10).
Amin, A.F.M.S., Islam, M.M., Fuad, N., Choudhury, M.S.I., Hasnat, A., Amanat, K.M., 2015. Shift in the natural frequencies of the
deck of Bangabandhu Jamuna bridge due to CFRP strengthening, Proceedings of IABSE–JSCE Conference on Advances in
Bridge Engineering (Amin AFMS, Okui Y, Bhuiyan AR, Ueda T (eds)), Dhaka, Bangladesh.
Amin, A.F.M.S., Bhuiyan, A.R., Hossain, T., & Okui, Y. 2014. Nonlinear Viscosity Law in Finite-Element Analysis of High
Damping Rubber Bearings and Expansion Joints. Journal of Engineering Mechanics, 141(6), 04014169.
Bangladesh National Building Codes (BNBC). 1993 [Gadget 2006]. Housing and Building Research Institute, Dhaka.
Chandler, J.A., Peraino, J., & Rowe, P.W. 1984. Jamuna River 230 kV Crossing, Bangladesh. Part III. Construction of Foundations.
ICE Proceedings, Vol. 76, No. 4, pp. 965-984.
Choudhury, M.S.I., Tobita, R., Amin, A.F.M.S. & Matsumto, Y. 2015. Experimental investigation on dynamic characteristics of
Meghna Bridge at different structural conditions. Proceedings of IABSE–JSCE Conference on Advances in Bridge Engineering
(Amin AFMS, Okui Y, Bhuiyan AR, Ueda T (eds)), Dhaka, Bangladesh.
Dani, A.H. 1961. Muslim Architecture in Bengal, Asiatic Society of Pakistan Publication No. 7, Dhaka.
Gales, R.R. 1918. The Hardinge Bridge over the Lower Ganges River at Sara. In Minutes of the Proceedings of the Institution of
Civil Engineers, Vol. 205, No. 1, pp. 18-99.
Hinch, L.W., McDowell, D. M., & Rowe, P. W. 1984. Jamuna River 230 kV Crossing, Bangladesh. Part I. Design of Foundations.
ICE Proceedings, Vol. 76, No. 4, pp. 927-949.
Hoque, M.M., Rahman, M. M., Hossain, M.A. 2004. Morphological characteristics of the river Meghna: A collaborative study. The
2nd Asia pacific association of hydrology and water resources (APHW) conference, Singapore, 5-8 July 2004.
Hyundai 1997. Jamuna Bridge Design Report and As-built Drawings, Bangladesh Bridge Authority.
Ishtiaq Ahmad, S., & Roy, S. 2011. Creep behavior and its prediction for normal strength concrete made from crushed clay bricks
as coarse aggregate. Journal of Materials in Civil Engineering, 24(3), 308-314.
Islam, M.M., Choudhury, M.S.I., & Amin, A.F.M.S. 2015. Dilation Effects in FRP-Confined Square Concrete Columns Using
Stone, Brick, and Recycled Coarse Aggregates. Journal of Composites for Construction, 04015017-11.
Japan International Cooperation Agency 1990. Basic Design Study for Construction of the Meghna-Gumti Bridge, Roads and
Highways Department, Bangladesh.
JRA, 2012. Specification for Highway Bridges, Part V Seismic Design, Japan Road Association, Japan.
Murrillo, J.A. 1987. The scourge of scour. Civil Engineering—ASCE, 57(7), 66-69.
Neill, C.R., Oberhagemann, K., McLean, D., & Ferdous, Q.M. (2010, August). River training works for Padma multipurpose
bridge, Bangladesh. In IABSE-JSCE Joint Conference on Advances in Bridge Engineering-II (pp. 441-448).
76
Noor, S.T.N., Amin, A.F.M.S., Khan, A.J., 2015. Numerical investigation of a counter measure to control local scour around a
bridge pier: A new source of bridge vibration. Proceedings of IABSE–JSCE Conference on Advances in Bridge Engineering
(Amin AFMS, Okui Y, Bhuiyan AR, Ueda T (eds)), Dhaka, Bangladesh.
Nuruzzaman, A.S.M. (2013). Long Span Road Bridges of Bangladesh: Design Concept Problem Faced and Lesson Learnt, IABSE
Symposium, Kolkata, Volume 101, pp. 456-457.
Pacific Consultants International and Nippon Koei Co. 1986. Detailed Design Report for Meghna Bridge Construction Project,
Roads and Highways Department, Bangladesh.
Project Builders Limited (2010). Construction of deepwater pile caps for Dapdapia Bridge over the Kirtonkhola river, Proceedings
of IABSE–JSCE Conference on Advances in Bridge Engineering (Amin AFMS, Okui Y and Bhuiyan AR (eds)), Dhaka, Ban-
gladesh, pp. 437-440.
Sham, S.R. 2015. Design of the Padma road and rail bridge, Bangladesh, Paper 1400029, ICE Proceedings,
http://dx.doi.org/10.1680/bren.14.00029
Safiullah, A.M.M. (2005). Geotechnical problems of bridge construction in Bangladesh, Proceedings of the Japan-Bangladesh Joint
Seminar on Advances in Bridge Engineering, 10 August 2005, Dhaka, Bangladesh, pp. 135-146.
Sobhan, M.A. & Amin, A.F.M.S. 2010. Recent trend and futuristic vision of bridge development in Bangladesh. Proceedings of
IABSE–JSCE Conference on Advances in Bridge Engineering (Amin AFMS, Okui Y and Bhuiyan AR (eds)), Dhaka, Bangla-
desh, pp. 1-11.
Tatsumi, M., Ghosh, P.K., Ohtake, S., Hoque, M.S., Alam, M.J., Patwary, M.A.H., Shah, A.S.M.E., 2015. Seismic analysis of 2nd
Meghna Bridge with unified foundation and steel superstructure, Proceedings of IABSE–JSCE Conference on Advances in
Bridge Engineering (Amin AFMS, Okui Y, Bhuiyan AR, Ueda T (eds)), Dhaka, Bangladesh.
