The Dynamic Properties of Historic Timber-Framed Masonry Structures in Bursa , Turkey

Timber-framed masonry structures are known as an effective earthquake load resisting system in high seismicity regions such as Bursa, Turkey. Intense earthquakes have occurred throughout history; however, many of the traditional timber structures have been able to survive without significant damage until the present day. In this study, six historic two-storied timber-framed masonry structures dating from the nineteenth century in Bursa City are investigated by using laboratory and in situ structural health monitoring tests. Although the houses have the same construction techniques, different masonry infill materials are used inside the timber frames. Stone, adobe, and brick are used as infill materials. Mud and lime mortars are used as binding materials. Mud mortar is used with stone and adobe materials. Lime mortar is used with brick material. -e physical, mechanical, and dynamic parameters such as density, specific gravity, porosity, elastic modulus, frequencies, mode shapes, and damping ratios of the studied structures were investigated and the results were comparatively discussed. It is understood that the use of different infill materials affects the dynamic behaviors of these structures.


Introduction
Located in the northwest of Anatolia, the city of Bursa, has been a settlement and a cultural centre since ancient times.Bursa has survived until the present day by adapting to the changes resulting from Roman, Byzantine, Seljuk, and Ottoman domination [1][2][3].
Traditional Bursa houses display a very specialized style and use of materials that are characteristic of the area.e oldest houses have a timber framework, which is filled in with bricks, stones, and adobe materials.
Timber-framed masonry structures are known as an effective lateral load resisting system.e selection of rational solutions in the design of the timber structural system has helped the structures reach the present day without having suffered any important damage.In this context, structural analysis of timber-framed walls and structural health monitoring of these structures are important for understanding the behaviour of them.
In the last decades, dynamic monitoring of the architectural heritage and output-only modal identification techniques ensure that the modal parameters of the structures can be obtained.For this aim, operational modal analysis (OMA) is an effective way of providing the dynamic properties such as mode shapes, natural frequencies, and damping ratios [4].Dynamic tests are performed considering ambient forces such as traffic, wind load, etc. e data are recorded by means of a series of accelerometers installed in specific points of the structure.e recorded data will be then used to evaluate the real values of the model parameters of the structures [5].
e most commonly researched topics on historical timber structures are the structural analysis of timberframed masonry walls [6,7] and the long-term monitoring of historical timber buildings [8,9].Few investigations on the structural health monitoring of real in situ full-scale historic timber structures exist in the literature.Among these, Diaferio et al. [10] analysed the Saint James eatre in the city of Corfu (Greece) used as the Municipality House.
e study deals with the structural identification of the structure through the analysis of its ambient vibrations recorded with accelerometers.e results of the dynamic tests are compared with the modal analysis of the finite element simulation of the structure.Due to the presence of wooden floors, the evaluation of the structural modal parameters presents some difficulties.Takahashi et al. [11] conducted a field survey with a microtremor measurement for Japanese traditional timber dwelling houses on a part of the Tokai district.e researchers were able to propose an effective seismic retrofit based on a microtremor measurement of the timber structure.Toshikazu et al. [12] studied the seismic and wind performance of a five-storied Pagoda structure.ey aimed to interpret the monitoring records for understanding the seismic and wind performance of heritage timber pagodas that have survived for many centuries and to show the long-term monitoring records of the horizontal displacement of the heritage structure.Min et al. [13] studied the dynamic characteristics of a historic wooden structure by ambient vibration testing, presenting a novel estimation methodology of story stiffness for the purpose of vibration-based structural health monitoring.Zhang et al. [14] used a prediction method in the frequency domain for predicting the vibrations in the Buddhist sutra depositary at Yangzhou Zhunti Temple by using a double-confirmation analysis method based on the autospectrum.
In this study; infill materials of six timber-framed masonry houses are investigated in the laboratory and insitu structural health monitoring tests are conducted on full scale of the houses.e physical and mechanical properties such as density, specific gravity, porosity, mass of water absorption, volumetric water absorption, and elastic modulus of masonry infill materials are determined using standard test methods.Structural health monitoring of real in situ full-scale tests is performed in order to find out the dynamic characteristics such as natural frequencies, mode shapes, and damping ratios of houses.e researchers aim to understand the effects of the different infill materials used on the dynamic behaviours of these structures.

The Construction Techniques, Materials, and Failures of the Traditional Timber Structures
e construction type of the studied timber structures is called as "hımıs ¸" (a Turkish term used to describe the timberframed system) in Turkey.
e construction is a timber frame with masonry infill, such as bricks, adobe, or stones.
is type of construction is a variation of a shared construction tradition that has existed throughout history in many parts of the world, from ancient Rome almost to the present day.In Britain, where this technique is identified with the Elizabethan Age, it is referred to as "half-timbered;" in Germany it is "fachwerk;" in France, "colombage;" in Kashmir, India, "dhajji-dewari;" and in parts of Central and South America, one variant is "bahareque" [15].
In these houses, the single or double-based timber structural system was used as shown in Figure 1 [16].Floors were built on the stone walls.Stone walls were used for the foundation system.However, in structural timber system designs, sometimes a stone wall bonding beam or a clean-cut stone piece on tightened soil ground was used as the foundation.rough this foundation system, direct access between the timber and soil was obstructed.
Turkey is frequently exposed to destructive earthquakes, approximately one every year.It is one of the few countries with the most rapid period for earthquake-based loss of lives [17].Bursa city has experienced numerous earthquakes throughout history.Many of the historical monuments fully or partly collapsed in these earthquakes; however, traditional timber structures are able to survive without significant damage until present day.e severity of the earthquake caused this type of structure to crack, plaster to fall, mortar to fail, lost or failed connections, large lateral displacements, dislodgement of the masonry infill, and failed foundation connections [17,18].
An important factor in the performance of the walls was the use of weak, rather than strong mortar.It is poor when field rubble is used and bonded with mud mortar, without quoins and with no through stones, etc. Different from reinforced and masonry buildings, for timber-framed buildings the shedding of the plaster and stucco in both the large and small earthquakes was similar.e only visible manifestation of earthquake excitation was the presence of cracks in the interior plaster along the walls and at the corners of the rooms.On the exterior, unless the masonry was covered with plaster, it is difficult to see damage with the naked eye.At the same time during the earthquake, the presence of a soft story results insignificantly increased deformation demands, and puts the burden of energy dissipation on the first-story framing elements.In the structural system for some traditional timber-framed buildings there are no strong and stiff elements such as bracing to attract the full lateral force of the earthquake.In these cases, it is difficult for such a traditional timber frame to survive during a strong earthquake.us, while these structures do not have much lateral strength, they do have lateral capacity.ese buildings respond to seismic forces by swaying with them, rather than by attempting to resist them with a rigid frame like those that have bracing elements.
e connections of roof, floors, vertical framing elements, and bracing elements make the building a single solid structure unit and are important features for holding a building together during earthquakes.us, the connections between the members must be strong enough to hold together without loosening or worse, completely failing [18].
Resonance with earthquake vibrations is a principal factor in the cause of earthquake damage to buildings in general.
e controlled sliding and cracking of the infill masonry reduces the infill frame structure's ability to resonate with the earthquake by providing damping, just as a shock absorber does for a car [19].

The Studied Traditional Timber
Structural Houses e studied houses are in Görükle and Ürünlü villages.ey are 10 km from Bursa city centre.Bursa city is the second 2 Shock and Vibration largest metropolitan area after Istanbul and is located in the Marmara Region of Turkey.e Izmir-Bursa highway separates Görükle and Ürünlü villages.Görükle is to the north and Ürünlü is to the south of the highway (Figure 2).Ürünlü was also known as "Kitai/Kite or Kete" in history.
e villages still maintain their authenticity and integrity.However, they require urgent intervention because they suffer from neglect and deterioration.
e villages preserve their natural topography, authentic materials, and construction techniques through their traditional lifestyle.
e houses form a tight fabric and are isolated from the public space by high stone walls, creating a private space inside.
e tas ¸lık (courtyard) area is accessed directly after the main door, and is surrounded by the kitchen, storage area, toilet, and stable.e timber pillars that support the upper floor are seen from the tas ¸lık space.e rooms on the upper floor open on to the hall called the sofa [20].e studied houses have two floors and every floor has a separate function and identity.
e entrance floor is a passage area that connects to the upper floor via the stairs.
e stable, storage area, and toilet are on the ground floor.e upper floor hosts the "summer" spaces.is construction system uses a timber frame with masonry infill, such as bricks, adobe, or stones.e ground and upper floor plans of a sample house are shown in Figures 3 and 4.
e diagonal elements are formed as straight or curvilinear forms, and the timber elements are supported by timber beams.To fix the timber elements together, metal nails (mıh) were used.e timber edges are chamfered and nailed with wrought iron elements.e dimensions of the metal nails are 20, 15, 12, 8, and 6 cm.Timber from pine trees was used in the construction system.
e studied timber structures have similar timber frames but infill materials are different.Stone and mud mortar is used as an infill material in House 1 and House 2, while brick e geometrical and architectural features such as the dimensions of the 1st and 2nd oors, story heights and weights, and in ll material types of the studied houses are shown in Table 1.

The Laboratory and Nondestructive Tests
e experimental characterization of the materials used as an in ll material was based on physical and mechanical tests.
e average results of the experimental tests are shown in Table 2.
e height of the stone material, the height of the brick material, and the thickness of the lime mortar varies between 7 and 15 cm, 5 and 7 cm, and 3 and 4 cm, respectively.e elastic modulus of lime mortar is calculated 1300 N•mm −2 in situ tests.
e dynamic parameters such as fundamental frequency, mode shapes, and damping ratios of timber houses constructed by using di erent in ll materials such as adobe, brick, and stone were investigated using nondestructive test methods.e technique utilized to obtain the dynamic parameters of the buildings is called operational modal analysis (OMA).e choice of using an operational modal analysis method derives from the necessity to know the modal parameters of a structure with a nondestructive testing method, because the structures have cultural historical value.e technique allows the possibility to extract the modal parameters (natural frequencies, mode shapes, and damping ratios) from output-only experimental data obtained by mean of ambient vibration testing [23].In this technique, the loads are unknown and the modal identication has to be carried out based on responses only [24].Shock and Vibration e modal parameters of the civil engineering structures such as bridges, dams, buildings, and towers be obtained from the tests.Real case examples of some engineering structures can be found in Foti et al. [25], Wei-Xin and Zhou-Hong [26], Sevim et al. [27], and Peeters and Roeck [28].
e accelerometers used are very low-noise sensors and named Sensebox 7001/02/03 depending on the number of axes included.In this study, Sensebox 7001 monoaxial accelerometers are used.is series is an ideal solution for forced vibration dynamic identification, shake-table tests, machinery health monitoring, and structural health monitoring of relatively less rigid structures.
ey have wide selection options from ±2 g − 400 g measurement range and 0-4000 Hz bandwidth.
e Testbox 2010 series data acquisition system was used for structural health monitoring of the houses.e product, which has signal amplifiers at channel inputs, is compatible with most of the frequently preferred sensors in civil engineering tests [29].
e modal analysis tests are performed on six timber houses in Görükle and Ürünlü villages in Bursa City.Studied houses have two stories and have the same plan types.Only the difference is the use of infill materials in the construction of the walls.e sensors were placed in the x and y directions at the corner walls inside the houses.Two measurements were made for at least 30 minutes for each.One of the sensors at the second-floor level was the reference sensor until the end of the measurements.In Figure 8, the sensor placement of the two tests, the placement of the reference sensor, and the whole set of tests are shown.In the first test, sensors are placed at the top of the upper floor corner walls, and in the second test, a reference sensor is left in the same position and the other sensors are placed at the top of the ground floor corner walls as shown in the figure.e sensor placements are the same for all houses.
e sensor placements of the houses on plan views are shown in Figure 9.
e ambient vibration tests were performed under environmental conditions, such as traffic and wind.e measurement durations were 30 minutes, and the frequency span was chosen as 0-100 Hz. e singular values of the spectral densities of all the test setups belonging to House 3 in Görükle village are shown in Figure 10 as an example.
e orthogonality between the modes are checked by using modal assurance criteria (MAC).According to the MAC Values, the experimental modes are independent from one another and a good harmony obtained among natural frequencies and mode shapes.In Figure 11, the 2D and 3D presentation of MAC values belonging to House 3 in Görükle village can be seen.e numerical presentation of MAC values belonging to House 3 in Görükle village is presented in Table 3.
e calculated five modes were bending and torsion modes.e first two modes were bending modes, the third mode was torsion, and the fourth and fifth modes were bending as shown in Figure 12. e houses and the calculated first three frequencies and their damping ratios are shown in Table 4. e damping ratios of the first three modes ranging between 1∼5%.

Effect of Different Infill Material Usage on the Dynamic Behaviors of the Studied Houses
e timber-framed construction techniques of the studied six buildings are similar but the infill materials used are different.Stone with mud mortar was used as an infill material in Houses 1 and 2, while brick with lime mortar was  6 Shock and Vibration used in House 3 in Görükle village.Adobe with mud mortar was used as an in ll material the Ürünlü houses.In this case, timber-framed walls in lled with masonry units have di erent sti ness ratios and weights.It was observed that the studied houses in Görükle village are about 1.5 times as heavy as the buildings in Ürünlü village.To understand the e ect of in ll materials used on the dynamic behaviours of the studied houses, the sti ness ratios of the houses were investigated.e fundamental frequency of the houses is in x direction (short side of the houses) according to the test    erefore, the normalized sti ness ratios of the masonry walls in x direction were determined with respect to maximum value with the formula k 3EI/L 3 , where k is the sti ness, E is the elastic modulus of masonry walls, I is the moment of inertia, and L is the height, respectively.Elastic modulus of masonry walls were calculated by equation E ((t m + t u )/((t m /E m ) + (t u /E u ))).δ as described by Lourenço et al. [30].Where, t m and t u represent the thickness of the mortar and the height of the masonry unit, respectively.E ciency factor δ is taken 0.5 in this study.Shock and Vibration In Figure 13, it is seen that the sti ness ratios of the masonry walls of the studied houses in Görükle village are higher than those of the houses in Ürünlü village.e use of stone and brick as an in ll material results in higher sti ness ratios than the use of adobe in ll.Also, according to the test results, the rst frequency damping ratios of the Görükle houses were higher than those of the Ürünlü houses.Adobe material is composed of mud, clay, and straw.After being   On the other hand, the highest sti ness ratio belongs to House 3 in Görükle.It is believed that the highest sti ness ratio is due to use of brick with lime mortar as an in ll material.

Conclusions and Recommendations
In this study, the physical, mechanical, and dynamic properties of six timber-framed masonry structures in Görükle and Ürünlü villages were investigated by using laboratory and structural health monitoring tests.e selected timber-framed houses have the same construction techniques, but di erent in ll materials are used.
Considering all the investigations in situ, in the laboratory and by nondestructive structural health monitoring tests, the following results are obtained: (i) e use of adobe and brick as an in ll material ensures the lightness of the structural system unless it is exposed to water because of its high porosity characteristics.(ii) Houses constructed by using stone and brick in ll materials have 1.5∼2 times higher rst mode damping ratios than those resulting from adobe use.(iii) Houses constructed by using stone and brick in ll materials have higher sti ness ratios than those resulting from adobe use.
(vi) e use of brick with lime mortar as an in ll material ensured a 30%-50% higher sti ness ratio than the houses constructed by stone and adobe with mud mortar as an in ll material, respectively.
In conclusion, it is understood that the in ll material used a ects the dynamic behaviours of the timber-framed masonry structures.ese structures were built with a holistic design understanding, and it is believed that they will survive for many years, subject to regular maintenance and repairs.Shock and Vibration
ey were placed at the top of the second floor and at the top of the first floor.e sensor placements and test equipment are shown in Figures 6 and 7.

Figure 7 :
Figure 7: e sensor placements and test equipment.

FrequencyFigure 10 :
Figure 10: e singular values of the spectral densities of a selected house (House 3 in Görükle village).

Figure 9 :
Figure 9: e sensor placements of the houses on plan views: (a) ground oor; (b) upper oor.

Figure 11 :
Figure 11: (a) 2D and (b) 3D presentation of MAC values of House 3 in Görükle village.

Figure 13 :
Figure13: e normalized sti ness ratios of the masonry walls according to the fundamental frequencies in x direction.

Table 1 :
e geometrical and architectural features of studied houses.

Table 2 :
Physical and mechanical properties of infill materials.

Table 3 :
Numerical presentation of MAC values of House 3 in Görükle village.