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Conservation of Derince Traverse Injection Factory and Power Station in the Context of Structural Behavior
Emre Kishalı1*
1* Department of Architecture, Faculty of Architecture and Design, Kocaeli University, Turkey ([email protected] )
Abstract – The construction of industrial buildings in
Istanbul commenced during Ottoman Empire in 19th
century and railway systems with the facilities were
constructed in the scope of mobility of manufactures
around the city afterwards spread into Anatolia.
Railways, stations and subsidiary facilities were built by
great significance during 19th and 20th century. In this
research, Derince Traverse Injection Factory and Electric
Power Building, the example of industrial heritage
buildings are going to be analyzed in terms of structural
safety for sustainability issues. These buildings have been
abandoned due to economic developments, socio-politic
influences, and health reasons. As a methodology, the
damage assessment investigation done by direct
investigations, infrared thermography and flat-jack test
applications. Furthermore, the buildings Derince
Traverse Injection Factory and Electric Power Building
were analyzed with ISCARSAH principles by the help of
SAP2000 analysis. Different load combinations including
modal superposition (response spectrum analysis (RSA)
and time history were defined in linear approach in order
to analyze the structures globally in terms of
deformation, internal stresses of structural elements and
dynamic behavior. The program was used to assess the
global dynamic behavior of the structures under the
ground motions of Kocaeli earthquake occurred on 17
August 1999. The accelogram obtained from Strong
Ground Motions Database of Turkey were introduced to
the programs for the history – time analysis. The aim of
this study is to find structural vulnerable parts of the
structure considering preventive conservation approach.
On the other hand, conservation issues are discussed
under the integrated approach in post-earthquake
damage assessment. The challenges for numeric analysis
of historic buildings under strong ground motions and
determination of mechanical properties are presented.
1. INTRODUCTION
In 21st century, charters for the preservation of
industrial and railway heritage were constituted to
promote cooperation in the decisions of the industrial
heritage. The conservation of old structures and passing
these values to next generations become more
problematic matter where rapid manufacturing policies
govern the global, national and even local economy. In
Derince Railway case, conventional and scientific
conservation notion is like wisely diffused since local
development policies are shaped by dominantly macro
economy.
National and regional developments influences the
surrounding of historical centers, their surroundings
and contemporary industrial heritage zones with
international initiatives. Contemporary conservation
activities include scientific, planned conservation and
constructive conservation approaches which were
raised in order to define continuous maintenance,
regular monitoring in long terms via integrated
conservation approaches from the site scale to users
scale in the context of current preservation tools [1].
The conservation of facilities needs to be analyzed
in terms of two aspects both in urban context and in
single building scale. Scientific conservation
approaches are required for structural safety and
damage assessment under the internal and external
actions. Degradations, failures, structural behavior
under seismic actions, material characteristics need to
be analyzed. Most vulnerable parts of structure were
identified via different load combinations to provide
coherent information for possible interventions.
In this paper, national, regional and city scale
decisions are not mentioned – although these issues are
directly related to conservation of architectural heritage
- technical and structural analysis of Derince Traverse
Injection Factory and Power Station were presented and
discussed in the context of ICOMOS Charter –
Principles for the Analysis, Conservation and Structural
Restoration of Architectural Heritage (ISCARSAH
Principles) principles [2]. Historical investigation,
architectural – urban values, preliminary analysis and
slightly and non-destructive tests were performed.
Finally, global behavior of the buildings were simulated
by SAP2000 with the data of 17 August 1999
earthquake logs.
2. METHODOLOGY
Structural and conservation report was requested
from Kocaeli University, Department of Architecture
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by TCDD and Bozdağ Architecture in the limited of
time. The structural analysis were executed to present
current situation of buildings and help restoration
project to be approved by Kocaeli Conservation Board.
ISCARSAH Principles were followed to conduct the
research; the necessary steps of restoration process of
old structure to perform conservation and structural
analysis of architectural heritage are defined as the
acquisition of data: information and investigation; the
structural behavior; diagnosis and safety evaluation;
structural damage, materials decay and remedial
measures [2].
The typical process adopted for analyzing the static
conditions of an existing structures involves
preliminary surveys which consist of a geometric and
photographic survey; a detailed survey of existing
cracks and damages related to structure during its
service life and an analysis of history of the monument
and its functions.
The second step, testing stage is executed to
determine the structural and mechanical characteristics
of the masonry structure. Flat – jack tests were applied
by KURAM lab of Fatih Sultan Mehmet Vakıf
University, Architecture Department staff to provide
realistic model for the analysis. Besides, the cases were
investigated whether they have pathological, structural
hidden anomalies or not. Therefore the buildings were
also analyzed by infrared thermography (IRT). Later,
the structures were analyzed under static and dynamic
forces. Dynamic analysis has been performed in three
different methods; equivalent static load, modal
superposition and time history analysis. Global
behavior of structure were aimed so elastic limit state
approach are used in the analytical models. Possible
failure mechanisms were detected by structural analysis
and existing cracks.
3. CASE STUDY: DERINCE RAILWAY
HERITAGE
3.1. General Introduction
In Istanbul, the construction of industrial buildings
was influenced by Industrial Revolution along with
industrialization process continued with rural life of
Ottoman Empire [3]. The developments also impacted
railway constructions in Ottoman Empire; the line
between Haydarpaşa – İzmit was completed in 1871 –
1873 [4]. After the establishment of Republic of
Turkey, railway construction policy was continued and
railway facilities were constructed for economic
development. Examples of such manufacturing
buildings, the impregnation facilities were established
in Denizli (1915), in Derince (1930) and in Bolu (1956).
After 1970s, private enterprises were established, the
last facility in Adana (1987) is one of the example of
private enterprise. Nowadays, concrete sleepers are
used in the railway constructions, especially for high-
speed train; thereby, recycle of timber sleepers and
conservation of the production and process facilities are
current issue [5].
3.2. Historical Investigation
Derince, located 8 km west of Izmit and 90 km east
of Istanbul, was established as a seaport at the end of
19th century which currently is the district of Kocaeli
Province. According to the researches, Derince Seaport
was constructed between 1894 – 1896 by Nagel Kaemp
A.G. and Philipp Holzman Construction Company
including railway facilities such as warehouse, storage
buildings, lodgings and hotel structures [4][6].
Railway construction line between Haydarpaşa –
İzmit was completed in 1871 – 1873. According to the
research conducted by Kösebay Erkan, Derince railway
facilities were completed in 1889 – 1892 [4]. In 1913,
the port was used as soldier deployment spot during
Balkan War. British troops reached the port, occupied
the area, including Ottoman armory in the warehouses,
in 1919 and then they invaded İzmit with its
surroundings.
In Republican era, private companies, operating the
railways, were nationalized in 1924 and General
Administration of Railways and Port was established in
order to integrate and centralize rail and sea
transportation operations in 1927. Until 1953, the
administration had functioned as supplementary
budgeted public enterprise which was converted into
Public Economic State Enterprise under the name of
Republic of Turkey General Directorate of State
Railways Administration (TCDD). In 1984, with a new
constitution, TCDD was counted as Public Economic
Enterprise performing economic activities by
governmental organizations [7].
Carpentry Workplace was constructed as dormitory
for 60 carriers, and Lodgings were constructed at the
end of 19th century whereas Timber Injection Factory
and Electric Power Building were established in 1930.
The national government promoted the timber sleepers
until 1940s. Afterwards, it was decreed that the
production of timber sleepers was not economic in turn
the production was highly influenced and the factory
completely and officially deactivated in 2001[5].
3.3. Urban and Architectural Features of Case
Studies
The area was free of built environment in late 1800s.
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Natural texture has been transformed by the scattered
constructions due to the industrialization. The area has
been becoming denser within the course of time, thus
nature and specific historic production facilities with
peculiar technology have not conserved well. The
sustainability of socio-economic life has been
disrupted. Furthermore, the projects are related to new
highway routes, transportation facilities, new
industries, technology and urban zones were planned.
Urban pressure on historical tissue are increasing along
with population and economic growth.
On the other hand, Derince Ports have been taken
into the scope of privatization. In this scope, the
operation rights of some enterprises have been
transferred for a period of 36 years but privatization
studies had been continued for Derince Port until 2014
due to objections from non-governmental organizations
[8]. Eventually, the tender for the privatization of the
Derince Port was started on December 12, 2004 and
completed on June 5, 2014 with a $543 million bid by
Safi Solid Fuel Industry and Trade for 39 years [9]. Safi
Port with the area of 396.382 m2 currently provides port
operation services with shore cranes and other
equipment; however isolated listed railway heritage
buildings stand without any active use and any
integrated - participatory conservation plan.
Historical railway buildings in the area can be
evaluated into two parts; first group buildings, located
north of railway, were transformed to other functions.
Original uses as train station building and hotels were
adapted into municipality wedding ceremony hall and
police station respectively. Others which are named as
Derince Traverse Injection Factory, Electric Power
Building, Carpenter Workplace and Lodgings, are close
to Derince Port. Before privatization some important
railway lodgings were standing but they were
demolished in the consequence of the damages by
earthquake of 17 August 1999. Currently, there is only
one timber lodging standing in the area. The aforesaid
four structures were abandoned in 2000s and they were
listed by Conservation Board for Cultural and Natural
Assets of the Ministry at the same year (Fig. 1).
Furthermore, restoration projects were prepared for
these buildings considering physical degradations and
structural safety; possible uses of these buildings are
not defined. Due to devastating earthquake of 1999, the
buildings in the port were damaged in different scale;
major cracks were generated in the injection factory but
structural safety of the structure was not in the level of
high danger.
Fig. 1: Listed buildings in Derince located in the port and
neighborhood.
The building having the dimension of 43.5 x 22 m
includes pressure tanks for injection; compressor room;
raw material room; workplace and water tank.
Construction technique is mixed structure with stone –
brick masonry walls and reinforced concrete lentos; the
space is covered by timber trussed roof. The thickness
of stone masonry load bearing walls is 60 cm. and gable
walls with clay bricks stand on the stone load-bearing
walls. Five spaces with the original functions are the
entrance hall, it is possible to reach the large workplace
area (Z02) containing four pressure tanks for the
injection of timber sleepers (Z01). Compressor room
having vacuuming tank (Z04) and the workplace with
water tank (Z05) are located in north of Z02 (Fig. 2).
The four spaces are located in one volume whereas
extra impregnation facility erected in later time (Z03).
In Z02, two tanks having 2.2m diameter placed at the
elevation of – 1.24 m and the others are located at the
elevation of +3.07 m. Besides, the ground was filled
with water and the scent of creosote was still felt around
and inside the building (Fig 2).
The structure supply electricity for the injection of
creosote into timber sleepers. The building having the
dimension of 18.0 x 12.5 m. was designed as single
space. Construction technique is brick masonry walls
having 52 cm. covered by timber trussed roof. Vertical
timber elements of roof were supported by semi
heightened masonry columns so the thickness of wall is
increased in these areas (Fig. 3).
4. STRUCTURAL BEHAVIOUR
4.1. Direct Investigation
During the direct investigations, in the corners of
spaces Z05 and Z04 vertical cracks exist interior
surface building and at the connection of masonry
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walls. On the other hand, some structural cracks are
noticed in the masonry walls which can be also
observed from the outside facade.
Fig. 2: Traverse Injection Factory: Plan and Sections (Bahadır
Bozdağ Archive)
From the macro scale point of view, the building
has been affected by previous earthquake or ground
settlements since diagonal cracks are observed in the
part where Z03 is located. In this place, west and north
masonry walls behaved in a different way than the rest
of the structure; existing lengthwise cracks on the wall
display a failure mechanism, probably partial
overturning. Besides, vertical cracks are inspected in
the masonry walls, separating Z01 and Z05. The
vertical crack formation is due to the compression stress
from the timber trussed roof. Finally, shear cracks
pattern is noted in the connection of roof and masonry
wall in Z02. Additionally, plaster cracks, loss of
material, black crusts with decays due to moist and
vegetation are noted (Fig. 4).
In Electric Power structural cracks, degradations
and decay were not observed during direct
investigations. Hair cracks, vegetation and black stain
were noticed in the preliminary analysis of the
structure.
Fig. 3: Power Station: Plan and Sections (Bahadır Bozdağ
Archive)
4.2. Building Assessment: IRT and Flat Jack
Tests
Infrared Thermography which measures infrared
energy irradiated from the surface of building elements
is used to detect and quantify heat losses and
temperature variations through roofs and walls.
Infrared thermography is applied to buildings to collect
information for elements of structures, their shape, their
physical characteristics, existing cracks, recently
calculation of U-values and the state of decay in the
structures. Due to anomalies occurred in the structures
heat flux can be changed throughout the wall and IRT
analysis maps localized differences in surface
temperature by different heat flux from the surface
[10][11][12]. In Traverse Injection Factory, existing
cracks, stains due to the infiltration, rising damp, and
delamination were observed via IRT technique.
Flat-jack is carried out by introducing a thin flat-jack
into the mortar layer. After the test, the flat jack can
easily be removed and the mortar layer restored to its
original condition. The high reliability of the test is
related to the undisturbed conditions of the sample on
which masonry stress state, compression strength,
elastic modulus are determined.
The reference field of displacements is first
determined by measuring distances between gauge
points fixed to the surface of the masonry. Then, a slot
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is cut in a plane normal to the direction of measured
stresses. Cutting the slot causes partial stress relief in
masonry above and below. Afterwards, a thin flat jack
is introduced into the slot. With the aid of this device,
pressure (compressive stress) is applied to the masonry.
In masonry, double flat jack can be applied by a second
cutting, parallel to the first one, and a second jack is
inserted, at a distance of about 50 cm from the other.
The two jacks apply a uniaxial compression stress and
deformability [13][14].
In the building three different points in various
facades, close to ground level, were selected for both
Traverse Injection Factory and Electric Power Station
in order to perform double flat – jack tests and obtain
in-situ Elastic Modulus and Poisson Ratio. ASTM
C1197-14a Standard Test Method for In Situ
Measurement of Masonry Deformability Properties
Using the Flat jack Method was applied by KURAM
Fatih Sultan Mehmet Vakıf University. As a result,
average value of Elastic Modulus and Poisson ratio is
found as 9520 MPa and 0.20 for rubble stone masonry
of Traverse Injection Factory; 6822 MPa and 0.30 for
brick masonry bounded with cement mortar of Electric
Power Station [15]. The results displayed elastic regime
in the stress – strain diagram.
4.3. Structural Modelling
Structural analysis is an important part of scientific
and preventive conservation carried out with chemical,
physical analysis and monitoring. Furthermore, global
behaviors of structures under seismic actions are sought
then they will be compared with the assessment results
done during direct investigations. Despite the fact that
technology enables the conservation experts to make
realistic estimations about masonry, composition of
structure, anomalies and even the chemical
composition of building materials, one-to-one model
which is supposed to reflect exact behavior of historical
building is a complicated task. Therefore, it is necessary
to generate more realistic models and make correct
assumptions with specialized research questions.
Realistic models are defined by exact geometry,
material properties, soil conditions, connections of
structural elements and current degradations. The aim
of this study is to find vulnerable parts of the structures
via global behavior and slightly or non-destructive
methods considering preventive conservation
approach. Post-earthquake damage assessment and
numeric analysis under strong ground motions and
mechanical properties are integrated.
Fig. 4: Structural cracks during preliminary analysis (Figures:
Personal archive)
In the elastic analysis of masonry structures, it is
assumed that masonry units and mortar behave as a
single material having unique mechanical properties.
The deformations are fully recovered when the applied
actions are removed [2][16]. Elastic analysis is the
simplest method for the analysis and gives general
information about the behavior of the structure.
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Therefore the aforesaid structures were analyzed by
SAP2000 program using finite element model
approaches. The masonry units and mortar are
considered as homogeneous material. In these study,
macro – modelling, homogeneous and continuous
material are assumed in models to see the global
response of case studies under static and dynamic loads.
Fig. 5: Structural investigation via IRT.
Complex buildings can be preliminary analyzed by
linear analysis to allow first assessment of load
distribution and overall results [17]. In literature, the
reliability of elastic analysis was compared to the crack
pattern; it was found that two investigation display
good agreement when overall behavior is sought [18].
The model for the factory generated with 191 shell
(thick) and 255 frame elements; that of power station
includes 103 shell (thick) and 119 frames for the roof.
Building and ground relation were modelled as fixed
restraints for both structures.
The most essential aspect of the numeric analysis is
that flat jack tests are applied on the structures for the
input of material during simulation processes. Density,
the property of material, Young’s Modulus and Poisson
ratio is used for the definition in model. They are
obtained from flat-jack tests so that model becomes
more realistic. It is aimed to determine the most
vulnerable parts of structures by calculating direct
stress (force per unit area) and out of plane shears
stresses acting on the positive and negative faces in
each direction. The values were compared to the
allowable ones obtained from literature considering
limestone masonry behavior as a result vulnerable parts
of structure can be interpreted.
Allowable compression strength, allowable tensile
strength and shear strength are obtained as 18 MPa, 2
MPa and 6 MPa respectively [19]. The values for
timber structural elements are obtained from UNI
11119 as 7.5 MPa for allowable compressive strength
and 6 MPa for allowable tensile strength. Main load
bearing material is taken as oak for timber-framed walls
as shell elements and selected as 3rd class. They are the
lowest timber class in order to address the worst
scenario [20].
Live loads for snow in the roof (0.47 KN/m2) are
calculated from Turkish Standards 498 [21]. Load
combinations are defined to analyze the response of
structures under different possible loads. In the
SAP2000 analysis, different load combinations
including modal superposition (response spectrum
analysis (RSA) and time history are defined in order to
analyze the structures in terms of deformation, internal
stresses of structural elements and dynamic actions. In
this study two combinations are represented to assess
the dynamic behavior of the structures under the ground
motions of Kocaeli earthquake occurred on 17 August
1999. The accelogram data of the earthquake, obtained
from Strong Ground Motions Database of Turkey, are
introduced to the programs for the history – time
analysis. Load combinations defined in model are;
• 1,0G + 1,0Q + 1,0Tx (COMB1)
• 1,0G + 1,0Q + 1,0Ty (COMB2)
Where G, Q and E are dead load, live load and time
– history earthquake loads respectively.
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Fig. 6: Structural analysis of Traverse Injection Factory.
4.4. Explanatory Results
According to the simulations, the most vulnerable
parts are the connections of roof construction and load
bearing masonry walls in Derince Traverse Injection
Factory. Compression and tensile stresses are higher
than the assumed allowable strengths in southwest
façade and in the partition wall which is perpendicular
to it. Direct investigation with damage assessment
results match the results deduced from the simulation.
On the other hand, structural cracks in Z03 are not
detected in the numerical model. It can be explained
that these cracks are caused by previous soil settlements
and/or seismic actions. Moreover, the connection of
stone masonry walls with partition walls are found as
vulnerable zones as indicated during direct
investigations (Fig 6.)
Considering Electric Power Building, the weak
points are listed as the connection between vertical
elements of roof and short masonry columns in the
corners and along the façades considering allowable
compression and shear strength and the calculated ones.
These values do not exceed the assumed allowable
stresses but they are close to these values. Tensile
stresses may create critical areas only in northeast
façade.
5. CONCLUSION
The railway heritage structures were faced
privatization, abandonment and lack of conservation
maintenance in Derince. The macro impacts on
buildings are complicated to provide consistent
maintenance and preservation program. Furthermore,
the buildings display structural problems that need to be
investigated in the context of scientific conservation
approach. In this research, ISCARSAH
recommendations were followed to find the structural
anomalies, degradations, global structural behaviors
and remedial measure if needed.
The historical, architectural, geometrical and
contextual analysis of structures were carried out.
Linear analysis was performed via SAP2000 program
to reveal the global behavior of structure and
vulnerability under seismic data of 17 August 1999.
The load distribution schemes and high values show
good agreements with the detected failure analysis.
Especially in the north and west façade of Injection
Factory existing cracks were not detected. Structures
have gone through strong earthquake and still standing
with some structural cracks; no partial and heavy
damage observed. Therefore, these structures can be
rehabilitated by minimum interventions. Furthermore,
nonlinear behavior of material is not considered which
means structural modeling and analysis need further
investigations. More detailed analysis nonlinear
pushover and detailed micro modeling for vulnerable
areas are suggested. In the model, connection of timber
roof with structure was assumed as fully connected,
these situation should be checked by in-situ
investigations. Furthermore, the structures should be
inspected by other non-destructive tests such as
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ultrasonic velocity tests, Schmidt hammer, georadar,
and metal detector etc. and laboratory chemical tests for
more data. They also need to be monitored in order to
support conservation acts and structural behavior.
Last but not least, regional and national conservation
vision is very essential for the protection of the assets.
Demolishment and reconstruction issues are discussed
for these buildings; unplanned conservation plan
creates uncertain conditions for the sustainability.
Therefore, macro and micro conservation activities
should be consistent to have holistic approach.
ACKNOWLEDGEMENTS
The author is grateful to Arch. Bahadır Bozdağ and
Arch. Elisabetta Rosina for their valuable contributions.
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