# Experiment and Numerical Simulation of Wooden Door Frame

Authors: Eryu Zhu; Bin Wang; Dongqi Wei; Li Zhu
Journal: Advances in Materials Science and Engineering
 (2021)

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## Abstract

To prevent the wooden door frame of traditional rural houses from being stuck due to diamond deformation under earthquake and improve the seismic capacity of rural houses, an innovative method of reinforcing the angular displacement of the wooden door frame with channel steel and the diagonal brace is proposed. The rationality of the finite element simulation is demonstrated by comparing the results of finite element simulation and quasistatic test based on reinforced and unreinforced wooden door frame specimens. On the basis of the finite element model of wooden door frame, the seismic performance of channel type and diagonal brace thickness of reinforced wooden door frame and the seismic performance of friction coefficient of unreinforced wooden door frame are studied, respectively. The results show that the lateral stiffness and the lateral bearing capacity of the reinforced wooden door frame increase with the increase of channel steel type and the diagonal brace thickness. The height of the channel steel section of the seismic reinforcement structure should be half of the unreinforced structure. With the increase of the friction coefficient, the lateral bearing capacity of the unreinforced wooden frame increases, while the ductility of the unreinforced wooden frame decreases.


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## Body

## 1. Introduction

At present, the seismic research on residential houses is mostly concentrated in cities and towns, while the seismic research of traditional rural houses is relatively unpopular. In the past, the seismic reinforcement of houses was basically the reinforcement of maintenance structures, and the reinforcement method belongs to the overall stiffness reinforcement, which requires a lot of funds, while the proportion of funds invested in earthquake resistance and disaster reduction of rural houses in the country is small. With limited funds, the seismic reinforcement of traditional village buildings, especially the wooden door frame reinforcement, should be the top priority in seismic reinforcement in China.At present, the research on mortise tenon joints, overall seismic performance, and reinforcement of traditional wooden structures in ancient buildings has been mature and systematic. The lateral load behavior of frame specimens of the Assam-type house under cyclic and monotonic loading was evaluated [1]. Through the research on the repair method of the flat steel and carbon fiber cloth of the tenon joints of the ancient residential houses in Huizhou, the calculation formula of the bearing capacity of the tenon joints of the ancient residential houses of Huizhou was summarized [2].Nowadays, composite materials such as fiber-reinforced polymers (FRP) [3] and glass fiber-reinforced polymer (GFRP) come as a new option in order to improve structural capacity and stiffness of timber structures [4]. Based on the ancient timber structure that has been damaged by the earthquake, the seismic performance of the structure after repair with CFRP was studied [5]. The fiberglass pultruded rods were inserted from the bottom to the top of the timber beam, through areas of damage, to overcome the loss of shear properties [6]. Bonded fiber-reinforced polymer laminates are used for the strengthening and repair of wooden structural members [7]. Strengthening of wood members in shear using epoxy-bonded composite materials in the form of laminates or fabrics appears to be a highly effective technique [8], besides, the reinforcement of the old wood beams under bending loads through the use of CFRP materials [9]. The effectiveness of using CFRP sheets as reinforcement for bolted glulam beam-to-column connections was validated [10]. Xue et al. [11] presented the experimental study of a column-and-tie wooden structure and analyzed its seismic performance under seismic excitation. Sumida et al. [12] performed a shake table seismic performance assessment on a full-scale, two-story, Japanese conventional post and beam wood townhouse designed with the 2000 BSL. Kasal et al. [13] performed a series of dynamic experiments on two-story glue-laminated timber frames with fiber-reinforced joints to obtain connection characteristics. Okail et al. [14] presented the findings of shaking-table experiments conducted to examine the seismic performance of a full-scale, one-story, wood-framed structure with masonry veneer.The full-scale timber frame walls were tested to study their performance under compression and the results indicated that the stud-to-stud connections offered better improvement of load carrying capacity for the specimens under compression [15]. Feio et al. [16] studied the strength capacity of a wood-wood mortise and tenon joint by physical testing of full-scale specimens. The performance of different semi- and nondestructive tests for assessing global joint strength was also evaluated. Experimental investigations were carried out [17] to provide input and benchmark data for developing a method to predict rounded dovetail connection strength. Leichti et al. [18] used joint-test data from the literature and computer models to assess the effect of various parameters on joint stiffness. Based on the quasistatic test of mortise and tenon joints with different embedded depths [19], the influence of wood wedge embedded depth on the initial stiffness of joints was studied. Based on the static loading test and low-cycle reciprocating loading test, the seismic performance of wooden frames in traditional Korean ancient buildings was studied [20]. The flexural and shear properties of the beams after reinforcement in the ancient buildings with wooden structures were studied [21–23]. Johns and Lacroix [24] carried out experimental research on the wood beams reinforced with carbon fiber and glass fiber. Triantafillou [25] analyzed the shear resistance of wood beams pasted with FRP sheets, gave the calculation formula of shear capacity, and carried out the experimental research of shear reinforcement with U-shaped FRP hoops. Pang et al. [26] studied the beam shoulder of Korean traditional ancient building wooden frame through static loading.Although experts have conducted a lot of research on the performance of wood structures and their seismic reinforcement, most of which focus on a single component, node, or plane column frame, the research on the angular displacement reinforcement of the joints of the wooden door frame is basically rare. The wooden door frame of traditional wooden houses has the security problems of weak connection of tenon and mortise joints and insufficient lateral seismic capacity; the innovative seismic reinforcement method of wooden frame structure of the escape passage with channel steel and the diagonal brace is put forward, which changes the traditional overall stiffness reinforcement to the joint angular displacement reinforcement. The horizontal low-cycle reciprocating load test of two full-scale wooden door frame specimens is carried out. Based on the finite element model, the influence of parameters such as channel steel type, the thickness of the diagonal brace, and friction coefficient on the seismic performance of the wooden door frame is discussed.


## 2. Experiment

### 2.1. Specimen Preparation and Design

According to the field survey of traditional wooden door frame dwellings, the two wooden door frames are designed and manufactured according to the full scale. The components of the reinforced wooden door frame are shown in Figure1.Figure 1
Component of the reinforced wooden door frame. Note: 1 refers to front eave purlin, 2 refers to diagonal brace, 3 refers to front eave column, 4 refers to bottom beam, 5 refers to hinged support, 6 refers to channel steel, 7 refers to pillars beam, 8 refers to the acting point of the actuator, 9 refers to waist wall, 10 refers to the lower sill, 11 refers to sky frame, 12 refers to the upper sill, and 13 refers to the upper holding frame.


#### 2.1.1. Reinforced Wooden Door Frame

The reinforced wooden door frame is denoted as specimen A-2. The specimen is a composite structure with channel steel and the diagonal brace added at the joints of the wooden beam and column. The outer dimension of the specimen is 3000 mm × 2750 mm and the thickness of the door frame is 60 mm. The opening dimension of the middle and upper part is 2600 mm × 2500 mm, and the diameter of the wooden columns on both sides is 200 mm, as shown in Figure2.Figure 2
Size of specimen A-2.The specific reinforcement measures are slotting on the front eave purlin and the front eave column, fastening the flange of the 10# channel steel and the snap steel plate in the slot, and connecting with 10 mm diameter bolts. Weld joints are used in the snap steel plate and between the snap steel plate and the channel steel. Two pieces of diagonal brace surface steel plate and three pieces of diagonal brace linked steel plate form seismic diagonal brace, welded in the snap steel plate. Seismic reinforcement structure is formed by channel steel, snap steel plate, and seismic diagonal brace, as is shown in Figure3. The reinforced wooden door frame specimen A-1 is shown in Figure 4.Figure 3
Channel steel and the diagonal brace.Figure 4
Specimen A-2.Channel steel relates to timber beam and timber column by expansion bolts. The model of channel steel used to reinforce the wooden door frame is 5#, and its model and specification are shown in Table1.Table 1
Model and specification of channel steel.
Channel steel modelSection size (mm)Theoretical weight (kg/m)Height (h)Leg width (b)Waist thickness (d)5#50.0037.004.505.44Q235 steel is selected as the diagonal brace, with the yield strength of 235 Mpa, tensile strength of 370 Mpa, and elongation of 25.5%. The thickness of the diagonal brace is 10 mm. Dimension of the diagonal brace is shown in Figure5.Figure 5
Dimension of the diagonal brace.


#### 2.1.2. Unreinforced Wooden Door Frame

The unreinforced wooden door frame is denoted as specimen A-1. The fabrication process of specimen A-1 is completely in accordance with the general practice of traditional wooden door frame dwellings and the components are connected by mortise and tenon joints. Except for the reinforcement device, other structural forms are the same as those of specimen A-1, as shown in Figure6.Figure 6
Specimen A-1.


### 2.2. Test Materials

The material used on the specimen isPinus sylvestris var. mongolica. A batch of small test blocks is made and their mechanical properties are tested according to the national standard test method. The following mechanical properties of wood are tested: compressive strength, tensile strength, shear strength along the grain, compressive elastic modulus, shear modulus, and Poisson’s ratio air-dry density. See Figure 7 for the material properties test of the small test block strength index, and see Table 2 for the measured material parameters of wood.Figure 7
Material properties test of wood.Table 2
Material parameters of wood (unit: N/mm2).
Compressive and tensile strengthfc,Lfc,Rfc,Tft,Lft,RτL,R26.503.502.8075.902.808.50Modulus of elasticity and shearEc,LEc,REc,TGLRGLTGRT11620.001025.00587.001265.00653.00218.00Note.fc,L, fc,R, and fc,T are the longitudinal, radial, and tangential compressive strength of wood; ft,L, ft,R are the longitudinal and radial tensile strength of wood; τL,R is the shear strength of wood along the grain diameter plane; Ec,L, Ec,R, and Ec,T are the longitudinal, radial, and tangential compressive elastic modulus of wood; GLR, GLT, and GRT are the shear modulus of wood on the grain diameter plane, chord plane, and cross-section.


### 2.3. Test Equipment and Loading Measures

#### 2.3.1. Vertical Load and Horizontal Load

The vertical load of 46 kN is applied to the wooden door frame through the vertical hydraulic Jack during the actual loading. The quasistatic test uses a displacement-controlled loading method. See Table3 for the horizontal loading scheme of the two wooden door frame specimens.Table 3
Horizontal loading scheme.
Specimen numberInitial displacement (mm)Displacement gradation (mm)Cycle timesMaximum control displacement (mm)A-10.0010.00A circle200.00A-20.0010.00A circle160.00In the quasistatic test, the wooden door frame specimen is very large. Therefore, a special test loading fixture is made, which consists of two small steel plates and two steel bars. The front eave purlin is clamped tightly with two small steel plates and two steel ties, and one of the steel ties is related to the horizontal actuator through bolts. The reinforcement tie is made of rebar with a diameter of 18 cm. The horizontal and vertical loading devices are shown in Figure8. The loading fixture is shown in Figure 9.Figure 8
Vertical and horizontal loading devices.Figure 9
Loading fixture.


### 2.4. Layout Plan of Measuring Points

The strain gauge arrangement of the wooden door frame specimen is shown in Figure10; the horizontal displacement of the top of the left column and the top of the right column should be measured, respectively, at the measuring point ➀ and the measuring point ➁. The displacement of the left tenon between the left waist sill and the left holding frame is measured at the measuring point ➂ and the displacement of the right tenon between the right waist sill and the right holding frame at the measuring point ➃. The vertical and horizontal displacement of the bottom of the column shall be measured at the measuring point ➄, respectively, and the vertical and horizontal displacement of the bottom of the right column shall be measured at the measuring point ➅, respectively. The strains at the left end of the beam are measured at the measuring point ➆ and the strains at the right end of the beam are measured at the measuring point ➇.Figure 10
Arrangement of strain gauge.


## 2.1. Specimen Preparation and Design

According to the field survey of traditional wooden door frame dwellings, the two wooden door frames are designed and manufactured according to the full scale. The components of the reinforced wooden door frame are shown in Figure1.Figure 1
Component of the reinforced wooden door frame. Note: 1 refers to front eave purlin, 2 refers to diagonal brace, 3 refers to front eave column, 4 refers to bottom beam, 5 refers to hinged support, 6 refers to channel steel, 7 refers to pillars beam, 8 refers to the acting point of the actuator, 9 refers to waist wall, 10 refers to the lower sill, 11 refers to sky frame, 12 refers to the upper sill, and 13 refers to the upper holding frame.


### 2.1.1. Reinforced Wooden Door Frame

The reinforced wooden door frame is denoted as specimen A-2. The specimen is a composite structure with channel steel and the diagonal brace added at the joints of the wooden beam and column. The outer dimension of the specimen is 3000 mm × 2750 mm and the thickness of the door frame is 60 mm. The opening dimension of the middle and upper part is 2600 mm × 2500 mm, and the diameter of the wooden columns on both sides is 200 mm, as shown in Figure2.Figure 2
Size of specimen A-2.The specific reinforcement measures are slotting on the front eave purlin and the front eave column, fastening the flange of the 10# channel steel and the snap steel plate in the slot, and connecting with 10 mm diameter bolts. Weld joints are used in the snap steel plate and between the snap steel plate and the channel steel. Two pieces of diagonal brace surface steel plate and three pieces of diagonal brace linked steel plate form seismic diagonal brace, welded in the snap steel plate. Seismic reinforcement structure is formed by channel steel, snap steel plate, and seismic diagonal brace, as is shown in Figure3. The reinforced wooden door frame specimen A-1 is shown in Figure 4.Figure 3
Channel steel and the diagonal brace.Figure 4
Specimen A-2.Channel steel relates to timber beam and timber column by expansion bolts. The model of channel steel used to reinforce the wooden door frame is 5#, and its model and specification are shown in Table1.Table 1
Model and specification of channel steel.
Channel steel modelSection size (mm)Theoretical weight (kg/m)Height (h)Leg width (b)Waist thickness (d)5#50.0037.004.505.44Q235 steel is selected as the diagonal brace, with the yield strength of 235 Mpa, tensile strength of 370 Mpa, and elongation of 25.5%. The thickness of the diagonal brace is 10 mm. Dimension of the diagonal brace is shown in Figure5.Figure 5
Dimension of the diagonal brace.


### 2.1.2. Unreinforced Wooden Door Frame

The unreinforced wooden door frame is denoted as specimen A-1. The fabrication process of specimen A-1 is completely in accordance with the general practice of traditional wooden door frame dwellings and the components are connected by mortise and tenon joints. Except for the reinforcement device, other structural forms are the same as those of specimen A-1, as shown in Figure6.Figure 6
Specimen A-1.


## 2.1.1. Reinforced Wooden Door Frame

The reinforced wooden door frame is denoted as specimen A-2. The specimen is a composite structure with channel steel and the diagonal brace added at the joints of the wooden beam and column. The outer dimension of the specimen is 3000 mm × 2750 mm and the thickness of the door frame is 60 mm. The opening dimension of the middle and upper part is 2600 mm × 2500 mm, and the diameter of the wooden columns on both sides is 200 mm, as shown in Figure2.Figure 2
Size of specimen A-2.The specific reinforcement measures are slotting on the front eave purlin and the front eave column, fastening the flange of the 10# channel steel and the snap steel plate in the slot, and connecting with 10 mm diameter bolts. Weld joints are used in the snap steel plate and between the snap steel plate and the channel steel. Two pieces of diagonal brace surface steel plate and three pieces of diagonal brace linked steel plate form seismic diagonal brace, welded in the snap steel plate. Seismic reinforcement structure is formed by channel steel, snap steel plate, and seismic diagonal brace, as is shown in Figure3. The reinforced wooden door frame specimen A-1 is shown in Figure 4.Figure 3
Channel steel and the diagonal brace.Figure 4
Specimen A-2.Channel steel relates to timber beam and timber column by expansion bolts. The model of channel steel used to reinforce the wooden door frame is 5#, and its model and specification are shown in Table1.Table 1
Model and specification of channel steel.
Channel steel modelSection size (mm)Theoretical weight (kg/m)Height (h)Leg width (b)Waist thickness (d)5#50.0037.004.505.44Q235 steel is selected as the diagonal brace, with the yield strength of 235 Mpa, tensile strength of 370 Mpa, and elongation of 25.5%. The thickness of the diagonal brace is 10 mm. Dimension of the diagonal brace is shown in Figure5.Figure 5
Dimension of the diagonal brace.


## 2.1.2. Unreinforced Wooden Door Frame

The unreinforced wooden door frame is denoted as specimen A-1. The fabrication process of specimen A-1 is completely in accordance with the general practice of traditional wooden door frame dwellings and the components are connected by mortise and tenon joints. Except for the reinforcement device, other structural forms are the same as those of specimen A-1, as shown in Figure6.Figure 6
Specimen A-1.


## 2.2. Test Materials

The material used on the specimen isPinus sylvestris var. mongolica. A batch of small test blocks is made and their mechanical properties are tested according to the national standard test method. The following mechanical properties of wood are tested: compressive strength, tensile strength, shear strength along the grain, compressive elastic modulus, shear modulus, and Poisson’s ratio air-dry density. See Figure 7 for the material properties test of the small test block strength index, and see Table 2 for the measured material parameters of wood.Figure 7
Material properties test of wood.Table 2
Material parameters of wood (unit: N/mm2).
Compressive and tensile strengthfc,Lfc,Rfc,Tft,Lft,RτL,R26.503.502.8075.902.808.50Modulus of elasticity and shearEc,LEc,REc,TGLRGLTGRT11620.001025.00587.001265.00653.00218.00Note.fc,L, fc,R, and fc,T are the longitudinal, radial, and tangential compressive strength of wood; ft,L, ft,R are the longitudinal and radial tensile strength of wood; τL,R is the shear strength of wood along the grain diameter plane; Ec,L, Ec,R, and Ec,T are the longitudinal, radial, and tangential compressive elastic modulus of wood; GLR, GLT, and GRT are the shear modulus of wood on the grain diameter plane, chord plane, and cross-section.


## 2.3. Test Equipment and Loading Measures

### 2.3.1. Vertical Load and Horizontal Load

The vertical load of 46 kN is applied to the wooden door frame through the vertical hydraulic Jack during the actual loading. The quasistatic test uses a displacement-controlled loading method. See Table3 for the horizontal loading scheme of the two wooden door frame specimens.Table 3
Horizontal loading scheme.
Specimen numberInitial displacement (mm)Displacement gradation (mm)Cycle timesMaximum control displacement (mm)A-10.0010.00A circle200.00A-20.0010.00A circle160.00In the quasistatic test, the wooden door frame specimen is very large. Therefore, a special test loading fixture is made, which consists of two small steel plates and two steel bars. The front eave purlin is clamped tightly with two small steel plates and two steel ties, and one of the steel ties is related to the horizontal actuator through bolts. The reinforcement tie is made of rebar with a diameter of 18 cm. The horizontal and vertical loading devices are shown in Figure8. The loading fixture is shown in Figure 9.Figure 8
Vertical and horizontal loading devices.Figure 9
Loading fixture.


## 2.3.1. Vertical Load and Horizontal Load

The vertical load of 46 kN is applied to the wooden door frame through the vertical hydraulic Jack during the actual loading. The quasistatic test uses a displacement-controlled loading method. See Table3 for the horizontal loading scheme of the two wooden door frame specimens.Table 3
Horizontal loading scheme.
Specimen numberInitial displacement (mm)Displacement gradation (mm)Cycle timesMaximum control displacement (mm)A-10.0010.00A circle200.00A-20.0010.00A circle160.00In the quasistatic test, the wooden door frame specimen is very large. Therefore, a special test loading fixture is made, which consists of two small steel plates and two steel bars. The front eave purlin is clamped tightly with two small steel plates and two steel ties, and one of the steel ties is related to the horizontal actuator through bolts. The reinforcement tie is made of rebar with a diameter of 18 cm. The horizontal and vertical loading devices are shown in Figure8. The loading fixture is shown in Figure 9.Figure 8
Vertical and horizontal loading devices.Figure 9
Loading fixture.


## 2.4. Layout Plan of Measuring Points

The strain gauge arrangement of the wooden door frame specimen is shown in Figure10; the horizontal displacement of the top of the left column and the top of the right column should be measured, respectively, at the measuring point ➀ and the measuring point ➁. The displacement of the left tenon between the left waist sill and the left holding frame is measured at the measuring point ➂ and the displacement of the right tenon between the right waist sill and the right holding frame at the measuring point ➃. The vertical and horizontal displacement of the bottom of the column shall be measured at the measuring point ➄, respectively, and the vertical and horizontal displacement of the bottom of the right column shall be measured at the measuring point ➅, respectively. The strains at the left end of the beam are measured at the measuring point ➆ and the strains at the right end of the beam are measured at the measuring point ➇.Figure 10
Arrangement of strain gauge.


## 3. Finite Element Simulation Analysis

### 3.1. Establishment of Finite Element Model for Wooden Door Frame

Abaqus finite element software is used to simulate the quasistatic test to verify the rationality of the quasistatic test and further analyze the wooden door frame. To be more consistent with the test, the constitutive model of wood is orthotropic elastic-plastic material. In Abaqus software, the wood constitutive law of elastic stage is determined by 9 engineering constants, includingE1,E2,E3,υ12,υ13,υ23,G12,G13,G23. The wood components in the elastic stage showed the orthotropic property of wood, and the wood property data of Pinus sylvestris var. mongolica are used in the simulation. The Yamada-sun criterion is used in the plastic stage.The interaction between mortise and tenon and the structure of the wooden door frame is simulated by face-to-face contact. Tangential action between contact surfaces is in “hard contact” mode, and friction between contact surfaces is 0.3.The horizontal low-cycle reciprocating load is consistent with the loading in the quasistatic test, and the graded loading is used with 10 mm as the gradation. The maximum loading displacement of the unreinforced model is 200 mm and the loading time is 80 s. The maximum loading displacement of the reinforced model is 160 mm and the loading time is 64 s. The displacement loading curve is shown in Figure11.Figure 11
Displacement loading curve.The schematic diagram of the models is shown in Figures12 and 13.Figure 12
Reinforced wooden door frame 10#-20.Figure 13
Unreinforced wooden door frame wjg.


### 3.2. Comparison between Simulation and Test Results

#### 3.2.1. Skeleton Curve

As can be seen from Figure14, the skeleton curves of specimen A-1 and the model wjg are basically consistent, and the changing trend is the same. As can be seen from Figure 15, the skeleton curves of specimen A-2 and model 10#-20 basically match with the same trend of change. The error between the finite element results and the test results is due to the presence of initial defects in the wood used for the test.Figure 14
Skeleton curve of specimen A-1 and model wjg.Figure 15
Skeleton curves of specimen A-2 and model 10#-20.As shown in Table4, the key points on the skeleton curves of the specimen and the model are in good agreement. Except for the ductility coefficients μΔ of model wjg and specimen A-1, the deviations of other seismic performance indexes are within 20%, which can meet the actual needs of the project. The agreement of reinforced specimen A-2 with model 10#-20 is higher than that of pure wood frame specimen A-1 with model wjg, because wood is a nonlinear material and the dispersion of the results is larger.Table 4
Comparison of seismic performance indexes of specimen and model.
Specimen numberDy (mm)Du (mm)DFmax (mm)Fmax (kN)μΔwjg66.31188.79139.084.302.85A-177.53170.56120.004.212.2010#-20124.39160.00160.0036.901.29A-2122.71160.00160.0033.121.30


#### 3.2.2. Stiffness Degradation Curve

As can be seen from Figure16, the stiffness degradation curves of specimen A-1 and model wjg are basically consistent, and the changing trend is the same. As can be seen from Figure 17, the stiffness degradation curves of specimen A-2 and model 10#-20 basically match and the changing trend is the same. In summary, the finite element simulation results basically match with the test results, and the changing trend is consistent. The maximum relative errors between the experimental results and the FEM simulation results are basically within 20%, which are within the acceptable range of engineering. Therefore, the finite element model can simulate the test reasonably, and the simulated results are reasonable and reliable.Figure 16
Stiffness degradation curves between specimen A-1 and model wjg.Figure 17
Stiffness degradation curves between specimen A-2 and model 10#-20.


## 3.1. Establishment of Finite Element Model for Wooden Door Frame

Abaqus finite element software is used to simulate the quasistatic test to verify the rationality of the quasistatic test and further analyze the wooden door frame. To be more consistent with the test, the constitutive model of wood is orthotropic elastic-plastic material. In Abaqus software, the wood constitutive law of elastic stage is determined by 9 engineering constants, includingE1,E2,E3,υ12,υ13,υ23,G12,G13,G23. The wood components in the elastic stage showed the orthotropic property of wood, and the wood property data of Pinus sylvestris var. mongolica are used in the simulation. The Yamada-sun criterion is used in the plastic stage.The interaction between mortise and tenon and the structure of the wooden door frame is simulated by face-to-face contact. Tangential action between contact surfaces is in “hard contact” mode, and friction between contact surfaces is 0.3.The horizontal low-cycle reciprocating load is consistent with the loading in the quasistatic test, and the graded loading is used with 10 mm as the gradation. The maximum loading displacement of the unreinforced model is 200 mm and the loading time is 80 s. The maximum loading displacement of the reinforced model is 160 mm and the loading time is 64 s. The displacement loading curve is shown in Figure11.Figure 11
Displacement loading curve.The schematic diagram of the models is shown in Figures12 and 13.Figure 12
Reinforced wooden door frame 10#-20.Figure 13
Unreinforced wooden door frame wjg.


## 3.2. Comparison between Simulation and Test Results

### 3.2.1. Skeleton Curve

As can be seen from Figure14, the skeleton curves of specimen A-1 and the model wjg are basically consistent, and the changing trend is the same. As can be seen from Figure 15, the skeleton curves of specimen A-2 and model 10#-20 basically match with the same trend of change. The error between the finite element results and the test results is due to the presence of initial defects in the wood used for the test.Figure 14
Skeleton curve of specimen A-1 and model wjg.Figure 15
Skeleton curves of specimen A-2 and model 10#-20.As shown in Table4, the key points on the skeleton curves of the specimen and the model are in good agreement. Except for the ductility coefficients μΔ of model wjg and specimen A-1, the deviations of other seismic performance indexes are within 20%, which can meet the actual needs of the project. The agreement of reinforced specimen A-2 with model 10#-20 is higher than that of pure wood frame specimen A-1 with model wjg, because wood is a nonlinear material and the dispersion of the results is larger.Table 4
Comparison of seismic performance indexes of specimen and model.
Specimen numberDy (mm)Du (mm)DFmax (mm)Fmax (kN)μΔwjg66.31188.79139.084.302.85A-177.53170.56120.004.212.2010#-20124.39160.00160.0036.901.29A-2122.71160.00160.0033.121.30


### 3.2.2. Stiffness Degradation Curve

As can be seen from Figure16, the stiffness degradation curves of specimen A-1 and model wjg are basically consistent, and the changing trend is the same. As can be seen from Figure 17, the stiffness degradation curves of specimen A-2 and model 10#-20 basically match and the changing trend is the same. In summary, the finite element simulation results basically match with the test results, and the changing trend is consistent. The maximum relative errors between the experimental results and the FEM simulation results are basically within 20%, which are within the acceptable range of engineering. Therefore, the finite element model can simulate the test reasonably, and the simulated results are reasonable and reliable.Figure 16
Stiffness degradation curves between specimen A-1 and model wjg.Figure 17
Stiffness degradation curves between specimen A-2 and model 10#-20.


## 3.2.1. Skeleton Curve

As can be seen from Figure14, the skeleton curves of specimen A-1 and the model wjg are basically consistent, and the changing trend is the same. As can be seen from Figure 15, the skeleton curves of specimen A-2 and model 10#-20 basically match with the same trend of change. The error between the finite element results and the test results is due to the presence of initial defects in the wood used for the test.Figure 14
Skeleton curve of specimen A-1 and model wjg.Figure 15
Skeleton curves of specimen A-2 and model 10#-20.As shown in Table4, the key points on the skeleton curves of the specimen and the model are in good agreement. Except for the ductility coefficients μΔ of model wjg and specimen A-1, the deviations of other seismic performance indexes are within 20%, which can meet the actual needs of the project. The agreement of reinforced specimen A-2 with model 10#-20 is higher than that of pure wood frame specimen A-1 with model wjg, because wood is a nonlinear material and the dispersion of the results is larger.Table 4
Comparison of seismic performance indexes of specimen and model.
Specimen numberDy (mm)Du (mm)DFmax (mm)Fmax (kN)μΔwjg66.31188.79139.084.302.85A-177.53170.56120.004.212.2010#-20124.39160.00160.0036.901.29A-2122.71160.00160.0033.121.30


## 3.2.2. Stiffness Degradation Curve

As can be seen from Figure16, the stiffness degradation curves of specimen A-1 and model wjg are basically consistent, and the changing trend is the same. As can be seen from Figure 17, the stiffness degradation curves of specimen A-2 and model 10#-20 basically match and the changing trend is the same. In summary, the finite element simulation results basically match with the test results, and the changing trend is consistent. The maximum relative errors between the experimental results and the FEM simulation results are basically within 20%, which are within the acceptable range of engineering. Therefore, the finite element model can simulate the test reasonably, and the simulated results are reasonable and reliable.Figure 16
Stiffness degradation curves between specimen A-1 and model wjg.Figure 17
Stiffness degradation curves between specimen A-2 and model 10#-20.


## 4. Parameter Analysis

### 4.1. Influence of Channel Steel Type and the Diagonal Brace Thickness on Reinforcement Effect

10# channel steel and 20 mm thick diagonal brace are selected as the reinforcement scheme in the test. The thickness of the diagonal brace refers to the sum of the thicknesses of the two steel plates on the surface of the diagonal brace. This section studies the influence of channel steel type and the diagonal brace thickness on the reinforcement effect by changing channel steel type and the diagonal brace thickness. The model description of group B is shown in Table5. See Table 6 for channel steel specifications of different types.Table 5
Group B models.
Model numberModel descriptionwjgUnreinforced5#-105# channel + 10 mm seismic diagonal brace5#-205# channel + 20 mm seismic diagonal brace6.3#-106.3# channel + 10 mm seismic diagonal brace6.3#-206.3# channel + 20 mm seismic diagonal brace8#-108# channel + 10 mm seismic diagonal brace8#-208# channel + 20 mm seismic diagonal brace10#-1010# channel + 10 mm seismic diagonal brace10#-2010# channel + 10 mm seismic diagonal brace12.6#-1012.6# channel + 10 mm seismic diagonal brace12.6#-2012.6# channel + 10 mm seismic diagonal brace14# a-1014# a channel + 10 mm seismic diagonal brace14# a-2014# a channel + 20 mm seismic diagonal brace16# a-1016# a channel + 10 mm seismic diagonal brace16# a-2016# a channel + 20 mm seismic diagonal braceTable 6
Specifications of channel steel of different types.
Channel steel typeSection size (mm)Theoretical weight (kg/m)Height (h)Leg width (b)Waist thickness (d)5#50.0037.004.505.446.3#63.0040.004.806.638#80.0043.005.008.0510#100.0048.005.3010.0012.6#126.0053.005.5012.3114#a140.0058.006.0014.5316#a160.0063.006.5017.23Based on the hysteretic curve, skeleton curve, and stiffness degradation curve, the seismic performance of 15 models is analyzed from the aspects of lateral bearing capacity, ductility, stiffness degradation, and energy consumption.From Figure18, the skeleton curve of the reinforced wooden door frame is located above the unreinforced wooden door frame. With the increase of deformation, the difference of bearing capacity between the unreinforced wooden door frame and the reinforced wooden door frame is more obvious, which means that different reinforcement solutions have improved the ability of the wooden door frame to resist the load, and with the increase of deformation, the improvement of the ability of the wooden door frame to resist the load is more obvious.Figure 18
Skeleton curves of group B models.As can be seen from Table7, compared with the unreinforced wood door frame, the lateral bearing capacity of the reinforced wood door frame is significantly improved and the ductility coefficient is decreased. For the reinforced wood door frame, the lateral bearing capacity increases significantly with the increase of channel type, and the change of channel type has little effect on the ductility coefficient. Compared with the wooden door frame 5#-20, the lateral bearing capacity of the wooden door frame 16# a-20 is increased by 32.29%.Table 7
Seismic performance indexes of group B models.
Model numberDy (mm)Du (mm)DFmax (mm)Fmax (kN)μΔwjg66.31188.79139.084.302.855#-10121.69160.00160.0025.651.315#-20128.62160.00160.0031.431.246.3#-10121.04160.00160.0027.391.326.3#-20126.54160.00160.0033.201.268#-10119.98160.00160.0028.661.338#-20125.51160.00160.0035.081.2710#-10119.07160.00160.0029.961.3410#-20124.39160.00160.0036.901.2912.6#-10106.82160.00160.0030.501.5012.6#-20121.14160.00160.0039.151.3214#a-10109.49160.00160.0031.471.4614#a-20118.59160.00160.0040.231.3516#a-1097.25160.00160.0032.871.6516#a-20115.88160.00160.0041.581.38With the increase of the thickness of the diagonal brace, the lateral bearing capacity increases significantly and the ductility coefficient decreases slightly. Compared with wood door frame 10#-10, the lateral bearing capacity of the wooden door frame 10#-20 is increased by 36.87% and the ductility coefficient is decreased by 3.7%. Keeping the channel steel type of the wooden door frame unchanged, when the thickness of the diagonal brace of the wooden door frame is increased from 10 mm to 20 mm, the lateral bearing capacity of the wooden door frame is increased by 20%–25% on average, indicating that the increase of diagonal brace thickness has a significant effect on the lateral bearing capacity of the structure. Therefore, compared with the increase of channel steel type, the increase of diagonal brace stiffness is more obvious for the improvement of lateral bearing capacity of the structure.It can be seen more intuitively from Figure19 that the lateral bearing capacity of the reinforced wooden door frame is much larger than that of the unreinforced wooden door frame. The lateral bearing capacity of the reinforced wooden door frame increases with the increase of the channel steel type. The lateral bearing capacity of the reinforced wooden door frame increases with the increase of the thickness of the diagonal brace, and the increase of the thickness of the diagonal brace significantly improves the lateral bearing capacity of the wooden door frame. The lateral bearing capacity of the unreinforced wooden door frame is only 4.30 kN. The lateral bearing capacity of the reinforced wooden door frame is between 24 kN and 41 kN. The lateral bearing capacity of the reinforced wooden door frame is significantly improved.Figure 19
Ultimate bearing capacity of group B models.It can be seen from Figure20 that the stiffness degradation curve of the reinforced wooden door frame is always above the unreinforced wooden door frame during the whole loading process. The larger the channel steel type and the larger the thickness of the diagonal brace, the higher the position of the stiffness degradation curve. This shows the channel steel and the diagonal brace reinforcement significantly improve the lateral stiffness of the wooden door frame. For the reinforcement of wooden door frame, the larger the channel steel type, the larger the thickness of the diagonal brace, and the greater the lateral stiffness.Figure 20
Stiffness degradation curves of group B models.As shown in Figure21, the displacement of the unreinforced wooden door frame is 139 mm, while the displacement of the reinforced wooden door frame under the load of 4.30 kN is only 12 mm∼28 mm.Figure 21
Displacement of group B models at 4.21 kN.In summary, under the same loading displacement level, the load acting on the reinforced wooden door frame is much larger than that of the unreinforced wooden door frame. Compared with the unreinforced wooden door frame, the lateral bearing capacity of the reinforced wooden door frame is greatly improved. For the reinforcement of wooden door frame, the lateral stiffness and lateral bearing capacity of the structure increase significantly with the increase of channel steel type and the thickness of the diagonal brace.Due to the material difference between steel and wood, the reinforcement effect of the wooden door frame reinforced with channel steel and the diagonal brace is very excellent, and the increase of the thickness of the diagonal brace significantly improves the bearing capacity of the wooden door frame. The increase of the channel steel type means the larger groove in the beam and column of the wooden door frame, which will aggravate the cross-sectional damage to the wood. Therefore, it is recommended that the height of the channel steel section of the seismic reinforcement structure be half the height of the section of the unreinforced structure. For the wooden door frame in this paper, the recommended reinforcement scheme is 10# channel steel and 20 mm diagonal brace.


### 4.2. Influence of Friction Coefficient on the Seismic Performance of the Wooden Door Frame

For the wooden door frame, the greater the roughness between the contact surfaces of the members and between the contact surfaces of the mortise and tenon, the greater the static friction force to be overcome to produce relative sliding, which in turn affects the ability of the model to resist the load.Keeping other parameters unchanged, only the friction coefficient of the model wjg is changed to study the effect of the friction coefficient on the seismic performance of the wooden door frame. The models are denoted as the group C models, as can been seen in Table8.Table 8
Group C models.
Model numberFriction coefficientwjg-mc0.2μ = 0.2wjg-mc0.3μ = 0.3wjg-mc0.4μ = 0.4


#### 4.2.1. Hysteresis Curve

As shown in Figure22, the hysteretic curves of group C models are all inverse Z-shaped, and the “pinching” effect near the origin is obvious, and the curve shapes are very similar.Figure 22
Hysteretic curves of group C models.


#### 4.2.2. Skeleton Curve

From Figure23, the comparison of the skeleton curves of group C models with different friction coefficients can be seen. When |Δ| ≤ 45 mm, the overlap of the skeleton curves of group C models is relatively high. When |Δ| ≥ 45 mm, the load acting on the group C models increases with the increase of the model friction coefficient under the same displacement.Figure 23
Skeleton curves of group C models.From Table9, the lateral bearing capacity of the model increases with the increase of friction coefficient, because the greater the roughness between the contact surfaces of the members and between the contact surfaces of the mortises and tenons, the greater the static friction force to be overcome to produce relative sliding, which further affects the bearing capacity of the model. The ductility coefficient of the model decreases with the increase of friction coefficient.Table 9
Seismic performance index of group C models.
Specimen numberDy (mm)Du (mm)DFmax (mm)Fmax (kN)μΔwjg-mc0.256.85192.46131.053.783.39wjg-mc0.366.31197.53139.084.302.98wjg-mc0.474.34200.00145.314.822.69


#### 4.2.3. Stiffness Degradation Curve

As shown in Figure24, when Δ ≤ 45 mm, the equivalent stiffness of group C models is very close; when Δ ≥ 45 mm, the stiffness difference between the group C models gradually expands, and the lateral stiffness of the model increases with the increase of the friction coefficient under the same displacement.Figure 24
Stiffness degradation curves of group C models.


## 4.1. Influence of Channel Steel Type and the Diagonal Brace Thickness on Reinforcement Effect

10# channel steel and 20 mm thick diagonal brace are selected as the reinforcement scheme in the test. The thickness of the diagonal brace refers to the sum of the thicknesses of the two steel plates on the surface of the diagonal brace. This section studies the influence of channel steel type and the diagonal brace thickness on the reinforcement effect by changing channel steel type and the diagonal brace thickness. The model description of group B is shown in Table5. See Table 6 for channel steel specifications of different types.Table 5
Group B models.
Model numberModel descriptionwjgUnreinforced5#-105# channel + 10 mm seismic diagonal brace5#-205# channel + 20 mm seismic diagonal brace6.3#-106.3# channel + 10 mm seismic diagonal brace6.3#-206.3# channel + 20 mm seismic diagonal brace8#-108# channel + 10 mm seismic diagonal brace8#-208# channel + 20 mm seismic diagonal brace10#-1010# channel + 10 mm seismic diagonal brace10#-2010# channel + 10 mm seismic diagonal brace12.6#-1012.6# channel + 10 mm seismic diagonal brace12.6#-2012.6# channel + 10 mm seismic diagonal brace14# a-1014# a channel + 10 mm seismic diagonal brace14# a-2014# a channel + 20 mm seismic diagonal brace16# a-1016# a channel + 10 mm seismic diagonal brace16# a-2016# a channel + 20 mm seismic diagonal braceTable 6
Specifications of channel steel of different types.
Channel steel typeSection size (mm)Theoretical weight (kg/m)Height (h)Leg width (b)Waist thickness (d)5#50.0037.004.505.446.3#63.0040.004.806.638#80.0043.005.008.0510#100.0048.005.3010.0012.6#126.0053.005.5012.3114#a140.0058.006.0014.5316#a160.0063.006.5017.23Based on the hysteretic curve, skeleton curve, and stiffness degradation curve, the seismic performance of 15 models is analyzed from the aspects of lateral bearing capacity, ductility, stiffness degradation, and energy consumption.From Figure18, the skeleton curve of the reinforced wooden door frame is located above the unreinforced wooden door frame. With the increase of deformation, the difference of bearing capacity between the unreinforced wooden door frame and the reinforced wooden door frame is more obvious, which means that different reinforcement solutions have improved the ability of the wooden door frame to resist the load, and with the increase of deformation, the improvement of the ability of the wooden door frame to resist the load is more obvious.Figure 18
Skeleton curves of group B models.As can be seen from Table7, compared with the unreinforced wood door frame, the lateral bearing capacity of the reinforced wood door frame is significantly improved and the ductility coefficient is decreased. For the reinforced wood door frame, the lateral bearing capacity increases significantly with the increase of channel type, and the change of channel type has little effect on the ductility coefficient. Compared with the wooden door frame 5#-20, the lateral bearing capacity of the wooden door frame 16# a-20 is increased by 32.29%.Table 7
Seismic performance indexes of group B models.
Model numberDy (mm)Du (mm)DFmax (mm)Fmax (kN)μΔwjg66.31188.79139.084.302.855#-10121.69160.00160.0025.651.315#-20128.62160.00160.0031.431.246.3#-10121.04160.00160.0027.391.326.3#-20126.54160.00160.0033.201.268#-10119.98160.00160.0028.661.338#-20125.51160.00160.0035.081.2710#-10119.07160.00160.0029.961.3410#-20124.39160.00160.0036.901.2912.6#-10106.82160.00160.0030.501.5012.6#-20121.14160.00160.0039.151.3214#a-10109.49160.00160.0031.471.4614#a-20118.59160.00160.0040.231.3516#a-1097.25160.00160.0032.871.6516#a-20115.88160.00160.0041.581.38With the increase of the thickness of the diagonal brace, the lateral bearing capacity increases significantly and the ductility coefficient decreases slightly. Compared with wood door frame 10#-10, the lateral bearing capacity of the wooden door frame 10#-20 is increased by 36.87% and the ductility coefficient is decreased by 3.7%. Keeping the channel steel type of the wooden door frame unchanged, when the thickness of the diagonal brace of the wooden door frame is increased from 10 mm to 20 mm, the lateral bearing capacity of the wooden door frame is increased by 20%–25% on average, indicating that the increase of diagonal brace thickness has a significant effect on the lateral bearing capacity of the structure. Therefore, compared with the increase of channel steel type, the increase of diagonal brace stiffness is more obvious for the improvement of lateral bearing capacity of the structure.It can be seen more intuitively from Figure19 that the lateral bearing capacity of the reinforced wooden door frame is much larger than that of the unreinforced wooden door frame. The lateral bearing capacity of the reinforced wooden door frame increases with the increase of the channel steel type. The lateral bearing capacity of the reinforced wooden door frame increases with the increase of the thickness of the diagonal brace, and the increase of the thickness of the diagonal brace significantly improves the lateral bearing capacity of the wooden door frame. The lateral bearing capacity of the unreinforced wooden door frame is only 4.30 kN. The lateral bearing capacity of the reinforced wooden door frame is between 24 kN and 41 kN. The lateral bearing capacity of the reinforced wooden door frame is significantly improved.Figure 19
Ultimate bearing capacity of group B models.It can be seen from Figure20 that the stiffness degradation curve of the reinforced wooden door frame is always above the unreinforced wooden door frame during the whole loading process. The larger the channel steel type and the larger the thickness of the diagonal brace, the higher the position of the stiffness degradation curve. This shows the channel steel and the diagonal brace reinforcement significantly improve the lateral stiffness of the wooden door frame. For the reinforcement of wooden door frame, the larger the channel steel type, the larger the thickness of the diagonal brace, and the greater the lateral stiffness.Figure 20
Stiffness degradation curves of group B models.As shown in Figure21, the displacement of the unreinforced wooden door frame is 139 mm, while the displacement of the reinforced wooden door frame under the load of 4.30 kN is only 12 mm∼28 mm.Figure 21
Displacement of group B models at 4.21 kN.In summary, under the same loading displacement level, the load acting on the reinforced wooden door frame is much larger than that of the unreinforced wooden door frame. Compared with the unreinforced wooden door frame, the lateral bearing capacity of the reinforced wooden door frame is greatly improved. For the reinforcement of wooden door frame, the lateral stiffness and lateral bearing capacity of the structure increase significantly with the increase of channel steel type and the thickness of the diagonal brace.Due to the material difference between steel and wood, the reinforcement effect of the wooden door frame reinforced with channel steel and the diagonal brace is very excellent, and the increase of the thickness of the diagonal brace significantly improves the bearing capacity of the wooden door frame. The increase of the channel steel type means the larger groove in the beam and column of the wooden door frame, which will aggravate the cross-sectional damage to the wood. Therefore, it is recommended that the height of the channel steel section of the seismic reinforcement structure be half the height of the section of the unreinforced structure. For the wooden door frame in this paper, the recommended reinforcement scheme is 10# channel steel and 20 mm diagonal brace.


## 4.2. Influence of Friction Coefficient on the Seismic Performance of the Wooden Door Frame

For the wooden door frame, the greater the roughness between the contact surfaces of the members and between the contact surfaces of the mortise and tenon, the greater the static friction force to be overcome to produce relative sliding, which in turn affects the ability of the model to resist the load.Keeping other parameters unchanged, only the friction coefficient of the model wjg is changed to study the effect of the friction coefficient on the seismic performance of the wooden door frame. The models are denoted as the group C models, as can been seen in Table8.Table 8
Group C models.
Model numberFriction coefficientwjg-mc0.2μ = 0.2wjg-mc0.3μ = 0.3wjg-mc0.4μ = 0.4


### 4.2.1. Hysteresis Curve

As shown in Figure22, the hysteretic curves of group C models are all inverse Z-shaped, and the “pinching” effect near the origin is obvious, and the curve shapes are very similar.Figure 22
Hysteretic curves of group C models.


### 4.2.2. Skeleton Curve

From Figure23, the comparison of the skeleton curves of group C models with different friction coefficients can be seen. When |Δ| ≤ 45 mm, the overlap of the skeleton curves of group C models is relatively high. When |Δ| ≥ 45 mm, the load acting on the group C models increases with the increase of the model friction coefficient under the same displacement.Figure 23
Skeleton curves of group C models.From Table9, the lateral bearing capacity of the model increases with the increase of friction coefficient, because the greater the roughness between the contact surfaces of the members and between the contact surfaces of the mortises and tenons, the greater the static friction force to be overcome to produce relative sliding, which further affects the bearing capacity of the model. The ductility coefficient of the model decreases with the increase of friction coefficient.Table 9
Seismic performance index of group C models.
Specimen numberDy (mm)Du (mm)DFmax (mm)Fmax (kN)μΔwjg-mc0.256.85192.46131.053.783.39wjg-mc0.366.31197.53139.084.302.98wjg-mc0.474.34200.00145.314.822.69


### 4.2.3. Stiffness Degradation Curve

As shown in Figure24, when Δ ≤ 45 mm, the equivalent stiffness of group C models is very close; when Δ ≥ 45 mm, the stiffness difference between the group C models gradually expands, and the lateral stiffness of the model increases with the increase of the friction coefficient under the same displacement.Figure 24
Stiffness degradation curves of group C models.


## 4.2.1. Hysteresis Curve

As shown in Figure22, the hysteretic curves of group C models are all inverse Z-shaped, and the “pinching” effect near the origin is obvious, and the curve shapes are very similar.Figure 22
Hysteretic curves of group C models.


## 4.2.2. Skeleton Curve

From Figure23, the comparison of the skeleton curves of group C models with different friction coefficients can be seen. When |Δ| ≤ 45 mm, the overlap of the skeleton curves of group C models is relatively high. When |Δ| ≥ 45 mm, the load acting on the group C models increases with the increase of the model friction coefficient under the same displacement.Figure 23
Skeleton curves of group C models.From Table9, the lateral bearing capacity of the model increases with the increase of friction coefficient, because the greater the roughness between the contact surfaces of the members and between the contact surfaces of the mortises and tenons, the greater the static friction force to be overcome to produce relative sliding, which further affects the bearing capacity of the model. The ductility coefficient of the model decreases with the increase of friction coefficient.Table 9
Seismic performance index of group C models.
Specimen numberDy (mm)Du (mm)DFmax (mm)Fmax (kN)μΔwjg-mc0.256.85192.46131.053.783.39wjg-mc0.366.31197.53139.084.302.98wjg-mc0.474.34200.00145.314.822.69


## 4.2.3. Stiffness Degradation Curve

As shown in Figure24, when Δ ≤ 45 mm, the equivalent stiffness of group C models is very close; when Δ ≥ 45 mm, the stiffness difference between the group C models gradually expands, and the lateral stiffness of the model increases with the increase of the friction coefficient under the same displacement.Figure 24
Stiffness degradation curves of group C models.


## 5. Conclusions

Based on the traditional wooden frame dwelling in Shuiyu Village, Fangshan District, Beijing, two wooden door frames are made according to 1/1 full scale. The quasistatic tests of the two wooden door frames under horizontal low-cycle reciprocating load are completed. The rationality of the finite element simulation is demonstrated by comparing and analyzing the results of finite element simulation and experiments. On the basis, the influence of parameters such as channel steel type, the thickness of the diagonal brace, and friction coefficient on the seismic performance of the wooden door frame is studied through the finite element simulation. The main conclusions are as follows:(1)
The hysteresis curve of the unreinforced wooden door frame is inverse Z-shaped. The hysteresis curve of the reinforced wooden door frame is shuttle-shaped fuller. The lateral bearing capacity and lateral stiffness of the reinforced wooden door frame are significantly increased, and the ductility is reduced to a certain extent.(2)
With the increase of channel steel type and the diagonal brace thickness, the lateral bearing capacity and lateral stiffness of the reinforced wooden door frame are improved. The increase of the thickness of diagonal braces very significantly improves the lateral bearing capacity of the reinforced wooden door frame. It is suggested that the height of the channel steel section of the seismic reinforced structure should be half of the height of the section of the unreinforced member structure to be strengthened. With the increase of friction coefficient, the lateral bearing capacity of the unreinforced wooden door frame increases, while the ductility of the unreinforced wooden door frame decreases.The wooden door frame is an important escape route for residents under earthquake. It is of great social significance and scientific value to ensure the safety and stability of the escape route. In this paper, the seismic reinforcement method of using channel steel and diagonal braces to reinforce the wooden door frame of traditional residential houses is verified to be effective by experiments. By reinforcing the angular displacement of the wooden door frame, the diamond deformation of the traditional wooden door frame under earthquake is reduced, which can provide a reference for the transformation and reinforcement of traditional wooden door frames in rural areas in the future.



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*Source: 9964563-2021-09-15.xml*