# Experimental Study on Hygrothermal Deformation of External Thermal Insulation Cladding Systems with Glazed Hollow Bead

Authors: Houren Xiong; Jinming Xu; Yuanzhen Liu; Shimeng Wang
Journal: Advances in Materials Science and Engineering
 (2016)

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## Abstract

This research analyzes the thermal and strain behavior of external thermal insulation cladding systems (ETICS) with Glazed Hollow Beads (GHB) thermal insulation mortar under hygrothermal cycles weather test in order to measure its durability under extreme weather (i.e., sunlight and rain). Thermometers and strain gauges are placed into different wall layers to gather thermal and strain data and another instrument measures the crack dimensions after every 4 cycles. The results showed that the finishing coat shrank at early stage (elastic deformation) and then the finishing coat tends to expand and become damaged at later stage (plastic deformation). The deformation of insulation layer is similar to that of the finishing coat but its variation amplitude is smaller. Deformation of substrate expanded with heat and contracted with cold due to the small temperature variation. The length and width of cracks on the finishing coat grew as the experiment progressed but with a decreasing growth rate and the cracks stopped growing around 70 cycles.


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## Body

## 1. Introduction

Due to the rapid economic development, there has been a constant increase in the building energy consumption in China. According to the relevant statistics, the building energy consumption accounts for about 30% of the total energy consumption of the society at large [1]. As for a building, according to the statistics, the external walls of a building, or the barriers between the internal and the external parts, roughly account for 45% of the total building external area. The energy dissipated through the walls from the structure enclosure accounts for more than 60% of the energy loss of the entire building [2]. Accordingly, the most effective way of reducing the energy dissipation through the walls is to improve the thermal insulation of its external walls.Many approaches have been made referred to the thermal insulation systems for the peripheral structures of buildings. Dozens of thermal insulation systems for the external walls of buildings were developed [2–4]. Specifically, by using an insulating layer made of porous inorganic materials, the external thermal insulation composite systems with Glazed Hollow Bead thermal insulation mortar (ETICS GHB) are characterized by the high thermal insulation and fireproof performances. The ETICS GHB have been widely applied in China and many researchers investigated this system in the preparation and molding [5–7], thermal insulation property and shrinkage deformation [8–10], mechanical property [11, 12], and antifrost property [13]. However, only the functional analyses were focused on the GHB mortar or concrete and single material was concerned in most approaches. Little was taken accounted for the ETICS GHB, a system made of laminated composite materials, from their hygrothermal properties [10], especially from durability in a hygrothermal environment.In practice, due to the heat blocking action of the insulating layer, heat is usually stored in the finishing coat of the ETICS. For instance, in the summer, the temperature of the ETICS finishing coat may reach 70°C. On the other hand, if a rainstorm occurs after several sunny days, the surface temperature may suddenly drop to 50°C [14]. This temperature change caused by sunshine and rain will reduce the strength and the thermal insulation effect of the materials in the ETICS. The temperature change may also cause hygrothermal deformation of the materials and thereafter result in the damage in the structure (such as cracking of the insulating layer, separation of the insulating layer from the base, and falloff of the finishing coat). These damage affect the normal service of ETICS [15–17]. For this reason, a high temperature-rain simulation test on ETICS, in the current study, was conducted in order to determine the hygrothermal deformation and hygrothermal mechanical properties of the finishing coat material. The test may provide vital scientific and engineering information both in evaluating the reliability and service life of the ETICS and in formulating guidelines for a safe ETICS design.Many approaches have been made on the hygrothermal deformation of ETICS, Zirkelbach et al. [18] conducted a five-year hygrothermal coupling analysis on the mineral wool ETICS in three European countries with various climatic conditions. He compared the temperature and humidity data from southern Portugal and northern Finland with those measured in central Germany. Zhang et al. [19] used a finite difference method to analyze the temperature stresses in the internal and external thermal insulation walls. Collina and Lignola [20] combined stress-strain to analyze the influence of various stresses (such as shear stress and thermal stress) on the durability of ETICS. Balocco et al. [21] used the finite element software ANSYS to conduct a thermal fatigue study on ETICS. Passa et al. [22] conducted the thermal strain test on various structural layers of EPS thermal insulation systems in oven heating and analyzed the influence of external temperature on the deformation of various structural layers. Yiu et al. [23] used a simple equipment to conduct the hygrothermal cycle test on the small-scale wall test specimens pasted with strain gauges in order to obtain the deformation curves of the concrete, rendering, and tiles. Griciute and Bliudzius [24] conducted the contrast tests in the indoor and natural ageing on ETICS made of three finishing coat materials (i.e., acrylic, silicone, and silicate). They analyzed the change features in the microstructures, ingredients, and water contents of these materials. Daniotti et al. [25] used six cameras to monitor the finishing coat of the ETICS in the accelerated ageing test and recorded the degradation failure phenomena at different deformation stages.However, the degradation features of various structural layers in the ETICS GHB under hygrothermal cycle are of great importance; few of the existing studies, as we know, focused on these features. In this study, referring to the test method as described in the European standard ETAG 004 [26], a high temperature-rain periodic test was conducted on large-scale ETICS GHB. The temperature sensors and strain gauges were embedded in various structural layers to measure the temperature and strain of various structural layers under hygrothermal cycles. The changes in temperature and strain in various structural layers of the ETICS GHB were also examined. The degradation characteristics of the finishing coat with the number of cycles were thereafter quantitatively investigated.


## 2. Materials and Experimental Procedure

### 2.1. Glazed Hollow Bead

Glazed Hollow Beads were produced by Henan Xinyang Yongxin Perlite Plant (China). The GHB particle sizes dimensions are shown in Figure1. The properties of GHB particles are shown in Table 1.Table 1
Properties of GHB.
Properties Values Particle size (mm) 0.5–1.5 Cylindrical compress strength (kPa) ≥150 Bulk density (kg/m3) 80–130 Thermal conductivity (W/(m K)) 0.032–0.045 Surface vitrified close cell content (%) ≥95 Volatile water absorption (%) 20–50 Volume floating rate (%) ≥98Figure 1
Glazed Hollow Bead dimension (mm).


### 2.2. Preparation of Rig for Test

The substrate of the rig was prepared in accordance with the dimensions in [26], which is 3.0 m (width) × 2.0 m (height) concrete wall with 0.6 mm (height) × 0.4 m (width) aluminum alloy window (see Figure 2). The structure of the rig from inside to outside is formed by substrate, bonding layer, insulation layer, reinforced base coat, and finishing coat (see Figure 3). The thermal parameters of the rig wall are detailed in Table 2.Table 2
Tested walls: layers and their thermal characteristics.
Structure layer Materials Thickness (mm) Conductivity (W/(m K)) Density (kg/m3) Specific heat (J/(kg K)) Sketch of structure Substrate (Sub) Concrete wall 150 1.740 2500 862 Bonding layer (BL) Adhesion agent 1 0.760 1500 1050 Insulation layer (IL) GHB thermal insulation mortar 30 0.068 325 1170 Reinforced base coat (RBC) Anticrack mortar 4 0.750 1937 780 Glass fiber mesh Finishing coat (FC) Putty + prime coat + top coat with acrylic binder 3 0.58 1420 1000Figure 2
Schematic graph of measuring points (mm).Figure 3
Strain gauges and temperature sensors profiles in the vertical section.The preparation procedure was described as follows. The substrate base was first cleaned and moisturized. The adhesion agent was then brushed. After drying the adhesion agent for at least 24 h, two layers of the GHB thermal insulation mortar were applied. The second layer was applied after setting the initial conditions of the system and completing the first layer. After curing the insulating layer in three days, two layers of the anticrack mortar were applied on and pressed in the alkali-resistant glass fiber mesh between the first and second layers which were set. Then, the anticrack layer was cured for three days and the flexible putty was applied twice after being cured for at least one day. The external wall waterproof priming coat was sprayed and the top layer was finished. Furthermore, the system was cured at laboratory for 28 days. After completing the curing stage, the weathering test was conducted. To monitor the distribution of the temperature at different positions and structural layers along the horizontal and vertical directions of the test wall surface, the strain gauges and temperature sensors in preparing ETICS GHB should be installed at the same positions as the concrete base, the insulating layer (outer surface), and the finishing coat. Seven strain gauges and six temperature sensors were installed in each layer (see Figures2–4).Figure 4
(a) The rig wall during construction phase and instrumented with temperature sensors and strain gauges between GHB mortar and reinforced base coat. (b) Temperature sensor. (c) Strain gauge.
(a) (b) (c)


### 2.3. Test Apparatus

(1) The weathering test chamber can simulate the effect of hot and rainy summer weather with evaporators and fans on the ceiling and spraying system set up by the two sides of the chamber near the testing rigs (see Figure5). Altogether the test chamber can reproduce the damage to ETICS in a few weeks that occur over many years outdoors, where the range of simulated temperature is from −25°C to 100°C and the range of simulated rainwater temperature is 10°C to 20°C with the precision of ±1.0°C.Figure 5
The weathering test chamber.(2) INV2312N wireless bus static strain test system: the system is characterized by high sampling rate and high stability with a temperature drift less than 1με/°C, a time drift less than 3 με/4 h, and the measurement precision of ±0.3% FS ± 2 με.(3) KON-FK (N) crack width detector: the detector may automatically and quickly record the width of a crack with a precision of 0.01 mm.(4) GM eight-channel temperature acquisition system: in connecting to the DS18B20 waterproof copper sensor probe, the system may simultaneously record temperature signals at 32 points within the temperature from −55°C to 125°C and the resolution of 0.0625°C.(5) Scanning electron microscopy (SEM) micrographs of the top coat and GHB mortar were obtained, respectively, using the types of SU-1510 and JSM-6700 (Hitachi, Japan) at various cycles.(6) KFG/KFW-5-120-D16-11L1M2S strain gauge: the biaxial overlapping configuration was used in the strain gauge in substrate combining with polyimide resin. The strain temperature drift in this arrangement may show by itself without connecting to a compensating plate. It is noted that the KFG series strain gauges were mainly laid out in the internal structures of the ETICS to make high waterproof and moisture-resistant performance. The series of strain gauges in KFW were mainly laid on the outdoor surface of the ETICS, even in the underwater or rainy environments. Table3 shows the performance indexes of the strain gauges.Table 3
Performance indexes of KFG/KFW.
Series Self-compensating temperature range/°C Self-compensating expansion coefficient/10−6/°C Strain limit/% Fatigue life/number of times KFG 10–100 11.0 5.0 1.2 × 107 KFW 0–80 10.8 2.8 3.0 × 104


### 2.4. Artificial Weathering Tests

The cured ETICS GHB test specimens were placed inside the large-scale weathering test chamber. The strain gauges and temperature sensors should be properly connected Figure6 shows the assembled test specimens. During a hygrothermal cycle test, the temperature range of hygrothermal cycle was set from 15°C to 70°C, and the number of cycles was set at 80 with each cycle lasting for 6 h. The heating process consists of raising the air temperature to 70°C in approximately 60 minutes and then maintaining the temperature at 70 (±5)°C for 120 minutes. The rain process consists of spraying water continuously for 60 minutes and then resting for 120 minutes. Both strain and temperature were recorded at an interval of 10 min. A shutdown surface observation of the test wall was carried out at an interval of once in every four cycles to monitor the effect exerted by the thermal fatigue damage (i.e., crack, detachment, and swell). In order to quantitatively compare the surface damage results of the test specimen after different number of cycles, the surface of the test specimen was subdivided by a grid spacing of 15 cm (i.e., 20 grids in the horizontal direction and 13 grids in the vertical direction), as shown in Figure 2.Figure 6
Data acquisition system of temperature and strain.


## 2.1. Glazed Hollow Bead

Glazed Hollow Beads were produced by Henan Xinyang Yongxin Perlite Plant (China). The GHB particle sizes dimensions are shown in Figure1. The properties of GHB particles are shown in Table 1.Table 1
Properties of GHB.
Properties Values Particle size (mm) 0.5–1.5 Cylindrical compress strength (kPa) ≥150 Bulk density (kg/m3) 80–130 Thermal conductivity (W/(m K)) 0.032–0.045 Surface vitrified close cell content (%) ≥95 Volatile water absorption (%) 20–50 Volume floating rate (%) ≥98Figure 1
Glazed Hollow Bead dimension (mm).


## 2.2. Preparation of Rig for Test

The substrate of the rig was prepared in accordance with the dimensions in [26], which is 3.0 m (width) × 2.0 m (height) concrete wall with 0.6 mm (height) × 0.4 m (width) aluminum alloy window (see Figure 2). The structure of the rig from inside to outside is formed by substrate, bonding layer, insulation layer, reinforced base coat, and finishing coat (see Figure 3). The thermal parameters of the rig wall are detailed in Table 2.Table 2
Tested walls: layers and their thermal characteristics.
Structure layer Materials Thickness (mm) Conductivity (W/(m K)) Density (kg/m3) Specific heat (J/(kg K)) Sketch of structure Substrate (Sub) Concrete wall 150 1.740 2500 862 Bonding layer (BL) Adhesion agent 1 0.760 1500 1050 Insulation layer (IL) GHB thermal insulation mortar 30 0.068 325 1170 Reinforced base coat (RBC) Anticrack mortar 4 0.750 1937 780 Glass fiber mesh Finishing coat (FC) Putty + prime coat + top coat with acrylic binder 3 0.58 1420 1000Figure 2
Schematic graph of measuring points (mm).Figure 3
Strain gauges and temperature sensors profiles in the vertical section.The preparation procedure was described as follows. The substrate base was first cleaned and moisturized. The adhesion agent was then brushed. After drying the adhesion agent for at least 24 h, two layers of the GHB thermal insulation mortar were applied. The second layer was applied after setting the initial conditions of the system and completing the first layer. After curing the insulating layer in three days, two layers of the anticrack mortar were applied on and pressed in the alkali-resistant glass fiber mesh between the first and second layers which were set. Then, the anticrack layer was cured for three days and the flexible putty was applied twice after being cured for at least one day. The external wall waterproof priming coat was sprayed and the top layer was finished. Furthermore, the system was cured at laboratory for 28 days. After completing the curing stage, the weathering test was conducted. To monitor the distribution of the temperature at different positions and structural layers along the horizontal and vertical directions of the test wall surface, the strain gauges and temperature sensors in preparing ETICS GHB should be installed at the same positions as the concrete base, the insulating layer (outer surface), and the finishing coat. Seven strain gauges and six temperature sensors were installed in each layer (see Figures2–4).Figure 4
(a) The rig wall during construction phase and instrumented with temperature sensors and strain gauges between GHB mortar and reinforced base coat. (b) Temperature sensor. (c) Strain gauge.
(a) (b) (c)


## 2.3. Test Apparatus

(1) The weathering test chamber can simulate the effect of hot and rainy summer weather with evaporators and fans on the ceiling and spraying system set up by the two sides of the chamber near the testing rigs (see Figure5). Altogether the test chamber can reproduce the damage to ETICS in a few weeks that occur over many years outdoors, where the range of simulated temperature is from −25°C to 100°C and the range of simulated rainwater temperature is 10°C to 20°C with the precision of ±1.0°C.Figure 5
The weathering test chamber.(2) INV2312N wireless bus static strain test system: the system is characterized by high sampling rate and high stability with a temperature drift less than 1με/°C, a time drift less than 3 με/4 h, and the measurement precision of ±0.3% FS ± 2 με.(3) KON-FK (N) crack width detector: the detector may automatically and quickly record the width of a crack with a precision of 0.01 mm.(4) GM eight-channel temperature acquisition system: in connecting to the DS18B20 waterproof copper sensor probe, the system may simultaneously record temperature signals at 32 points within the temperature from −55°C to 125°C and the resolution of 0.0625°C.(5) Scanning electron microscopy (SEM) micrographs of the top coat and GHB mortar were obtained, respectively, using the types of SU-1510 and JSM-6700 (Hitachi, Japan) at various cycles.(6) KFG/KFW-5-120-D16-11L1M2S strain gauge: the biaxial overlapping configuration was used in the strain gauge in substrate combining with polyimide resin. The strain temperature drift in this arrangement may show by itself without connecting to a compensating plate. It is noted that the KFG series strain gauges were mainly laid out in the internal structures of the ETICS to make high waterproof and moisture-resistant performance. The series of strain gauges in KFW were mainly laid on the outdoor surface of the ETICS, even in the underwater or rainy environments. Table3 shows the performance indexes of the strain gauges.Table 3
Performance indexes of KFG/KFW.
Series Self-compensating temperature range/°C Self-compensating expansion coefficient/10−6/°C Strain limit/% Fatigue life/number of times KFG 10–100 11.0 5.0 1.2 × 107 KFW 0–80 10.8 2.8 3.0 × 104


## 2.4. Artificial Weathering Tests

The cured ETICS GHB test specimens were placed inside the large-scale weathering test chamber. The strain gauges and temperature sensors should be properly connected Figure6 shows the assembled test specimens. During a hygrothermal cycle test, the temperature range of hygrothermal cycle was set from 15°C to 70°C, and the number of cycles was set at 80 with each cycle lasting for 6 h. The heating process consists of raising the air temperature to 70°C in approximately 60 minutes and then maintaining the temperature at 70 (±5)°C for 120 minutes. The rain process consists of spraying water continuously for 60 minutes and then resting for 120 minutes. Both strain and temperature were recorded at an interval of 10 min. A shutdown surface observation of the test wall was carried out at an interval of once in every four cycles to monitor the effect exerted by the thermal fatigue damage (i.e., crack, detachment, and swell). In order to quantitatively compare the surface damage results of the test specimen after different number of cycles, the surface of the test specimen was subdivided by a grid spacing of 15 cm (i.e., 20 grids in the horizontal direction and 13 grids in the vertical direction), as shown in Figure 2.Figure 6
Data acquisition system of temperature and strain.


## 3. Results and Analysis

### 3.1. Temperature Field

To analyze the effect of temperature changes on various structural layers, it is necessary to determine the temperature features in various layers in the weathering test chamber. Taking 80 cycles in the hygrothermal conditions as an example, the data recorded at the fifth cycle were selected to examine the local change features in temperature at each point. Figure7(a) shows the temperature changing curves at the measuring points T-I/II/III-4, T-I/II/III-5, and T-I/II/III-6 on the wall surface in the vertical direction. Figure 7(b) shows the related curves at the measuring points T-I/II/III-2, T-I/II/III-5, and T-III-7 on the wall surface in the horizontal direction. Figure 8 shows the variations in temperature at the measuring points T-I/II/III-1, T-I/II/III-2, T-I/II/III-5, and T-I/II/III-6 along the wall thickness direction.(1)
As shown in Figure7, the temperature changing trend at different measuring points on the surfaces of the finishing coat and the insulating layer are similar and have a shape of a rectangular wave. However, the changing trend on the surface of the bonding layer has a shape of a triangular wave. The results imply that the GHB insulating material has an excellent thermal insulation effect in reducing the temperature transferred from the external temperature on the substrate wall; the temperature change rate of the bonding layer would slow down during the rising phase and raining phases and improve the indoor thermal comfort.(2)
As shown in Figure7(a), the test chamber caused a progressively top-down decline in the temperature of the finishing coat, insulating layer, and bonding layer along the vertical direction of the wall surface. In this case, the largest temperature differences are among the upper and lower parts (i.e., 30°C for the finishing coat, 26°C for the insulating layer, and 12°C for the bonding layer). These temperature differences resulted in the deformation on the wall surface along the vertical direction and of the cracks along the horizontal direction. Figure 7(b) displays the temperature difference between the bonding layers and insulating layer is only about 1°C along the horizontal direction of the wall surface. Furthermore, the fluctuations at the measuring point T-III-7 of the finishing coat are more significant than those at the other points in the middle part, indicating that there is an unbalance in the local temperature in the test chamber.(3)
As shown in Figure8, the maximum temperature differences between the upper points T-I-1 and T-III-1, the middle points T-I-2 and T-III-2 near the window, the middle points T-I-5 and T-III-5 near the center, and the lower points T-I-6 and T-III-6 were 30.9°C at 60 min, 22°C at 120 min, 22°C at 120 min, and 17.3°C at 180 min, respectively. These results indicate that the surface temperatures at various points were affected by the local positions along the wall thickness direction. However, the differences in the temperatures from the top to lower parts are smaller with the largest one happening later.Figure 7
Temperature changing curves at various measuring points.
(a)
Along the vertical direction of wall surface (b)
Along the horizontal direction of wall surfaceFigure 8
Temperatures at various instants for different measuring points along the direction of wall thickness.
(a)
T-I/II/III-1 (b)
T-I/II/III-2 (c)
T-I/II/III-5 (d)
T-I/II/III-6


### 3.2. Strain Field

In the test, the data recorded by the strain gauges are the total strain in each structural layer of the wall. The data in a total of 80 hygrothermal cycles were analyzed here. For the purpose of comparison, the measured temperatures near each measuring point, the strain-time-temperature relationship curves of the finishing coat, insulating layer, and bonding layer at different positions were depicted in Figures9, 10, and 11.Figure 9
Strain-time-temperature relationship of three surfaces.
(a)
In upper part (b)
Local amplifications of (a) (c)
In middle part (d)
Local amplifications of (c) (e)
In lower part (f)
Local amplifications of (e)Figure 10
Strain-time-temperature relationship of insulating layer.
(a)
In upper part (b)
Local amplifications of (a) (c)
In middle part (d)
Local amplifications of (c) (e)
In lower part (f)
Local amplifications of (e)Figure 11
Strain-time-temperature relationship of bonding layer.
(a)
In upper part (b)
Local amplifications of (a) (c)
In middle part (d)
Local amplifications of (c) (e)
In lower part (f)
Local amplifications of (e)(1) As shown in Figure9, for each period at the temperature rising and maintaining phases, the strain of the finishing coat changes synchronously with the temperature in the external layer. This indicates that the material of the finishing coat tended to expand with heat and to contract with cold surroundings at these two phases. At the raining phase, the temperature and strain of the finishing coat drop abruptly with a slight lag in the later curve (see Figures 9(b), 9(d), and 9(f)). At the resting phase, the temperature of the finishing coat continues to fall at a slower rate. On the other hand, the strain would increase followed by an initial decrease as the temperature reaches that at the rising phase in the next period. These results are consistent with those obtained by Yiu et al. [23]. Therefore, the increase in strain during the resting phase may be caused by the hygroscopic expansion of the finishing coat material. For the entire cycle process, the maximum vertical and horizontal strains at the upper point S-III-1 and the lower point S-III-4 on the surface of the finishing coat are 9469 με and 1752 με atN = 80, 1379 με atN = 78, and 682 με atN = 5, respectively (N stands for the hygrothermal cycle). However, the vertical and horizontal strains at the middle point S-III-6 rapidly drop to failure atN = 60 and atN = 70, respectively. These results indicate that the thermal deformation of the wall surface caused by the temperature difference in the vertical direction is two to four times of the deformation in the horizontal direction; in the finishing coat of the large-scale ETICS, the temperature gradient generated by the heat blocking action of the insulating layer results in an inconsistent overall hygrothermal deformation in different directions. These deformation gradients would accelerate the cracking of the finishing coat material and thereby shorten the durability of the material, as verified in Figures 15 and 16.The finishing coat shrinks at early stage and expands after a number of cycles. The reason is that the micropores on the surface of the finishing coat are gradually blocked by the carbonized crystals at early time while the macropores may be generated between the crystals regions under the cycle load [24]. Figure 12 shows the scans electronic microscopy of the top parts of the finishing coat, respectively, before and after the test. The macropore structures appeared between the crystals in Figure 12(b). These pores resulted from the water-loss and shrinkage of the finishing coat. In the late stage of the 20th cycle, there is insignificant change in the structural porosity of the finishing coating material. As a consequence, the expansion with heat and the contraction with cold occurred in most positions, especially as in the maintaining phases. At this stage, an irreversible temperature-dependent creep deformation in the finishing coating material might be generated and accumulated with the cyclic temperature fluctuations. The continuous expansion would cause the coating material to split.Figure 12
SEM graphs of top finish on the finishing coat.(2) Figures9 and 10 show the results of the strains on the surfaces of the finishing coat and insulating layer. The change trends in these two figures are basically similar to each other, implying that the strain in the insulating layer may effectively illustrate the deformation of the insulating layer. However, the measured strain in the insulating layer is much smaller than that in the finishing coat due to the less influences of the external temperature and humidity on the GHB material of the insulating layer. From Figures 9 and 10, it can be also seen that most of the drying-shrinkage deformation occurred in the early stage and some of the thermally expansion deformation occurred at the later stage. During the hygrothermal cycle, the maximum/minimum vertical and horizontal strains were 495/−962 με and 1072/−188 με, respectively. As shown in Figure 11, the strain in the bonding layer decreases abruptly due to the protection effect of the insulating material. None of the deformation exceeds the elastic limit in the concrete substrate regions. Hence, the safety is guaranteed for the internal concrete enclosure structure; the service life of the concrete might be lengthened. The maximum/minimum vertical and horizontal strains on the surface of the bonding layer are 359/−181 με and 330/−120 με, respectively.The different thermal deformation modes demonstrate that the hygrothermal resistance property of the bonding layer is better than that of the insulating layer. The improvement in hygrothermal resistance of the bonding layer can be explained by the influence of GHB particles. From Figure13, it can be seen that the microstructure of GHB mortar did not change obviously under various hygrothermal cycles, the internal honeycomb pores were relatively smooth, and no significant deterioration was observed. Hence, GHB can improve hygrothermal behavior of the GHB mortar in reducing thermal deformation of the concrete substrate surface.Figure 13
SEM graphs of GBH mortar on insulating layer.(3) The strain-time relationship changing curve may be divided into three stages (see Figure14). Before the 20th hygrothermal cycle, the strain of each structural layer decreases with the increase of N, that is, implying the shrinkage deformation occurs (see Figure 15). The most, second to most, and less significant shrinkage are located in the finishing coat, insulating layers, and bonding layers, respectively. On the whole, the deformations in the materials may be regarded at the elastic stage. At N = 70, the changing trends in the strains of various structural layers are not similar. The horizontal strains in the finishing coat and the total strains in the insulating and bonding layers increase continuously with a relative slowly rate until the end of the test. Conversely, the vertical strains in the finishing coat increase, implying that the expansion deformation generated (see Figure 16). The tensile strain only recovers partially, especially the vertical strain of the finishing coat behaviors of the plastic deformation mode. These changing trends are consistent with those of change features in the temperature shown in Figure 7. During the last ten cycles, there is an abrupt change in the vertical strain in the finishing coat. To be specific, the changes in the strains are not significant at the upper position (Figure 9(a)) and at the lower position (Figure 9(e)) on finishing coat surface; while the strain gauge placed at middle position (see Figure 9(c)) damages, the deformation enters the failure mode.Figure 14
Accumulating process of fatigue damage.Figure 15
Crack propagations on the finishing coat, the 20 cycles.Figure 16
Crack propagations on the finishing coat, the 80 cycles.


### 3.3. Surface Crack

Figures15 and 16 show the sketches of the cracks recorded by the crack width detector at N = 20 and N = 80. In these two instants, the cracks and swells on the finishing coat appeared as lines and circles. In all procedure of the test, the cracks, swells, and other degradation always occurred on the finishing coat. The rules relations between the length, width, and distribution of the cracks on the finishing coat and the number of cycles are relatively obvious. The degradation characteristics of the finishing coat from the perspectives of crack length and width will be examined as follows.(1)
On the surface of the finishing coat (see Figure15), most of the cracks are in the horizontal direction, the second to most of the cracks are vertical ones, and very few of the oblique cracks appeared. The reason is that the temperatures on the surface of the finishing coat in the vertical direction changed more intensely than those in other directions (see Figures 7 and 8). So, the newly generated temperature stress made it easier for cracks to emerge. As a result, under the repeated actions of the hygrothermal load, most of the cracks formed along the horizontal direction and developed relatively quickly. These cracks may converge to some extent. To be specific, the horizontal and vertical cracks converged regionally, while the oblique cracks distributed locally. The cracks on the finishing coat only initially existed on the surface of the coating material but subsequently extended to the inside of the material. However, they did not penetrate the finishing coat.(2)
As shown in Table4, the number, the length, and width of the cracks on the surface of the finishing coat gradually increase with the increase in the number of cycles. Specifically, the most significant increase is the number of cracks, followed by the total length of cracks. The increase in the width of cracks is not significant. All of these three parameters decrease with the increasing in N. In particular, for N > 20, the cracks on the surface of the finishing coat developed rapidly, also being verified by the strains in Figure 9(c). For N = 72, only a few new cracks formed and stably propagated. Therefore, after 72 hygrothermal cycles, the degradation of the ETICS is not significant, suggesting that setting the number of hygrothermal cycles at 80 in ETAG 004 [26] is appropriate.Table 4
Number, length, and increase magnitude of cracks.
Number of cycles/N Number Total length/m Increase magnitude/% Max. width/mm Number Total length 12 28 8.51 — — 0.07 20 45 12.13 61 43 0.09 40 64 18.22 42 50 0.10 60 80 22.05 25 21 0.12 72 89 24.18 11 10 0.16 80 92 24.68 3 2 0.17


## 3.1. Temperature Field

To analyze the effect of temperature changes on various structural layers, it is necessary to determine the temperature features in various layers in the weathering test chamber. Taking 80 cycles in the hygrothermal conditions as an example, the data recorded at the fifth cycle were selected to examine the local change features in temperature at each point. Figure7(a) shows the temperature changing curves at the measuring points T-I/II/III-4, T-I/II/III-5, and T-I/II/III-6 on the wall surface in the vertical direction. Figure 7(b) shows the related curves at the measuring points T-I/II/III-2, T-I/II/III-5, and T-III-7 on the wall surface in the horizontal direction. Figure 8 shows the variations in temperature at the measuring points T-I/II/III-1, T-I/II/III-2, T-I/II/III-5, and T-I/II/III-6 along the wall thickness direction.(1)
As shown in Figure7, the temperature changing trend at different measuring points on the surfaces of the finishing coat and the insulating layer are similar and have a shape of a rectangular wave. However, the changing trend on the surface of the bonding layer has a shape of a triangular wave. The results imply that the GHB insulating material has an excellent thermal insulation effect in reducing the temperature transferred from the external temperature on the substrate wall; the temperature change rate of the bonding layer would slow down during the rising phase and raining phases and improve the indoor thermal comfort.(2)
As shown in Figure7(a), the test chamber caused a progressively top-down decline in the temperature of the finishing coat, insulating layer, and bonding layer along the vertical direction of the wall surface. In this case, the largest temperature differences are among the upper and lower parts (i.e., 30°C for the finishing coat, 26°C for the insulating layer, and 12°C for the bonding layer). These temperature differences resulted in the deformation on the wall surface along the vertical direction and of the cracks along the horizontal direction. Figure 7(b) displays the temperature difference between the bonding layers and insulating layer is only about 1°C along the horizontal direction of the wall surface. Furthermore, the fluctuations at the measuring point T-III-7 of the finishing coat are more significant than those at the other points in the middle part, indicating that there is an unbalance in the local temperature in the test chamber.(3)
As shown in Figure8, the maximum temperature differences between the upper points T-I-1 and T-III-1, the middle points T-I-2 and T-III-2 near the window, the middle points T-I-5 and T-III-5 near the center, and the lower points T-I-6 and T-III-6 were 30.9°C at 60 min, 22°C at 120 min, 22°C at 120 min, and 17.3°C at 180 min, respectively. These results indicate that the surface temperatures at various points were affected by the local positions along the wall thickness direction. However, the differences in the temperatures from the top to lower parts are smaller with the largest one happening later.Figure 7
Temperature changing curves at various measuring points.
(a)
Along the vertical direction of wall surface (b)
Along the horizontal direction of wall surfaceFigure 8
Temperatures at various instants for different measuring points along the direction of wall thickness.
(a)
T-I/II/III-1 (b)
T-I/II/III-2 (c)
T-I/II/III-5 (d)
T-I/II/III-6


## 3.2. Strain Field

In the test, the data recorded by the strain gauges are the total strain in each structural layer of the wall. The data in a total of 80 hygrothermal cycles were analyzed here. For the purpose of comparison, the measured temperatures near each measuring point, the strain-time-temperature relationship curves of the finishing coat, insulating layer, and bonding layer at different positions were depicted in Figures9, 10, and 11.Figure 9
Strain-time-temperature relationship of three surfaces.
(a)
In upper part (b)
Local amplifications of (a) (c)
In middle part (d)
Local amplifications of (c) (e)
In lower part (f)
Local amplifications of (e)Figure 10
Strain-time-temperature relationship of insulating layer.
(a)
In upper part (b)
Local amplifications of (a) (c)
In middle part (d)
Local amplifications of (c) (e)
In lower part (f)
Local amplifications of (e)Figure 11
Strain-time-temperature relationship of bonding layer.
(a)
In upper part (b)
Local amplifications of (a) (c)
In middle part (d)
Local amplifications of (c) (e)
In lower part (f)
Local amplifications of (e)(1) As shown in Figure9, for each period at the temperature rising and maintaining phases, the strain of the finishing coat changes synchronously with the temperature in the external layer. This indicates that the material of the finishing coat tended to expand with heat and to contract with cold surroundings at these two phases. At the raining phase, the temperature and strain of the finishing coat drop abruptly with a slight lag in the later curve (see Figures 9(b), 9(d), and 9(f)). At the resting phase, the temperature of the finishing coat continues to fall at a slower rate. On the other hand, the strain would increase followed by an initial decrease as the temperature reaches that at the rising phase in the next period. These results are consistent with those obtained by Yiu et al. [23]. Therefore, the increase in strain during the resting phase may be caused by the hygroscopic expansion of the finishing coat material. For the entire cycle process, the maximum vertical and horizontal strains at the upper point S-III-1 and the lower point S-III-4 on the surface of the finishing coat are 9469 με and 1752 με atN = 80, 1379 με atN = 78, and 682 με atN = 5, respectively (N stands for the hygrothermal cycle). However, the vertical and horizontal strains at the middle point S-III-6 rapidly drop to failure atN = 60 and atN = 70, respectively. These results indicate that the thermal deformation of the wall surface caused by the temperature difference in the vertical direction is two to four times of the deformation in the horizontal direction; in the finishing coat of the large-scale ETICS, the temperature gradient generated by the heat blocking action of the insulating layer results in an inconsistent overall hygrothermal deformation in different directions. These deformation gradients would accelerate the cracking of the finishing coat material and thereby shorten the durability of the material, as verified in Figures 15 and 16.The finishing coat shrinks at early stage and expands after a number of cycles. The reason is that the micropores on the surface of the finishing coat are gradually blocked by the carbonized crystals at early time while the macropores may be generated between the crystals regions under the cycle load [24]. Figure 12 shows the scans electronic microscopy of the top parts of the finishing coat, respectively, before and after the test. The macropore structures appeared between the crystals in Figure 12(b). These pores resulted from the water-loss and shrinkage of the finishing coat. In the late stage of the 20th cycle, there is insignificant change in the structural porosity of the finishing coating material. As a consequence, the expansion with heat and the contraction with cold occurred in most positions, especially as in the maintaining phases. At this stage, an irreversible temperature-dependent creep deformation in the finishing coating material might be generated and accumulated with the cyclic temperature fluctuations. The continuous expansion would cause the coating material to split.Figure 12
SEM graphs of top finish on the finishing coat.(2) Figures9 and 10 show the results of the strains on the surfaces of the finishing coat and insulating layer. The change trends in these two figures are basically similar to each other, implying that the strain in the insulating layer may effectively illustrate the deformation of the insulating layer. However, the measured strain in the insulating layer is much smaller than that in the finishing coat due to the less influences of the external temperature and humidity on the GHB material of the insulating layer. From Figures 9 and 10, it can be also seen that most of the drying-shrinkage deformation occurred in the early stage and some of the thermally expansion deformation occurred at the later stage. During the hygrothermal cycle, the maximum/minimum vertical and horizontal strains were 495/−962 με and 1072/−188 με, respectively. As shown in Figure 11, the strain in the bonding layer decreases abruptly due to the protection effect of the insulating material. None of the deformation exceeds the elastic limit in the concrete substrate regions. Hence, the safety is guaranteed for the internal concrete enclosure structure; the service life of the concrete might be lengthened. The maximum/minimum vertical and horizontal strains on the surface of the bonding layer are 359/−181 με and 330/−120 με, respectively.The different thermal deformation modes demonstrate that the hygrothermal resistance property of the bonding layer is better than that of the insulating layer. The improvement in hygrothermal resistance of the bonding layer can be explained by the influence of GHB particles. From Figure13, it can be seen that the microstructure of GHB mortar did not change obviously under various hygrothermal cycles, the internal honeycomb pores were relatively smooth, and no significant deterioration was observed. Hence, GHB can improve hygrothermal behavior of the GHB mortar in reducing thermal deformation of the concrete substrate surface.Figure 13
SEM graphs of GBH mortar on insulating layer.(3) The strain-time relationship changing curve may be divided into three stages (see Figure14). Before the 20th hygrothermal cycle, the strain of each structural layer decreases with the increase of N, that is, implying the shrinkage deformation occurs (see Figure 15). The most, second to most, and less significant shrinkage are located in the finishing coat, insulating layers, and bonding layers, respectively. On the whole, the deformations in the materials may be regarded at the elastic stage. At N = 70, the changing trends in the strains of various structural layers are not similar. The horizontal strains in the finishing coat and the total strains in the insulating and bonding layers increase continuously with a relative slowly rate until the end of the test. Conversely, the vertical strains in the finishing coat increase, implying that the expansion deformation generated (see Figure 16). The tensile strain only recovers partially, especially the vertical strain of the finishing coat behaviors of the plastic deformation mode. These changing trends are consistent with those of change features in the temperature shown in Figure 7. During the last ten cycles, there is an abrupt change in the vertical strain in the finishing coat. To be specific, the changes in the strains are not significant at the upper position (Figure 9(a)) and at the lower position (Figure 9(e)) on finishing coat surface; while the strain gauge placed at middle position (see Figure 9(c)) damages, the deformation enters the failure mode.Figure 14
Accumulating process of fatigue damage.Figure 15
Crack propagations on the finishing coat, the 20 cycles.Figure 16
Crack propagations on the finishing coat, the 80 cycles.


## 3.3. Surface Crack

Figures15 and 16 show the sketches of the cracks recorded by the crack width detector at N = 20 and N = 80. In these two instants, the cracks and swells on the finishing coat appeared as lines and circles. In all procedure of the test, the cracks, swells, and other degradation always occurred on the finishing coat. The rules relations between the length, width, and distribution of the cracks on the finishing coat and the number of cycles are relatively obvious. The degradation characteristics of the finishing coat from the perspectives of crack length and width will be examined as follows.(1)
On the surface of the finishing coat (see Figure15), most of the cracks are in the horizontal direction, the second to most of the cracks are vertical ones, and very few of the oblique cracks appeared. The reason is that the temperatures on the surface of the finishing coat in the vertical direction changed more intensely than those in other directions (see Figures 7 and 8). So, the newly generated temperature stress made it easier for cracks to emerge. As a result, under the repeated actions of the hygrothermal load, most of the cracks formed along the horizontal direction and developed relatively quickly. These cracks may converge to some extent. To be specific, the horizontal and vertical cracks converged regionally, while the oblique cracks distributed locally. The cracks on the finishing coat only initially existed on the surface of the coating material but subsequently extended to the inside of the material. However, they did not penetrate the finishing coat.(2)
As shown in Table4, the number, the length, and width of the cracks on the surface of the finishing coat gradually increase with the increase in the number of cycles. Specifically, the most significant increase is the number of cracks, followed by the total length of cracks. The increase in the width of cracks is not significant. All of these three parameters decrease with the increasing in N. In particular, for N > 20, the cracks on the surface of the finishing coat developed rapidly, also being verified by the strains in Figure 9(c). For N = 72, only a few new cracks formed and stably propagated. Therefore, after 72 hygrothermal cycles, the degradation of the ETICS is not significant, suggesting that setting the number of hygrothermal cycles at 80 in ETAG 004 [26] is appropriate.Table 4
Number, length, and increase magnitude of cracks.
Number of cycles/N Number Total length/m Increase magnitude/% Max. width/mm Number Total length 12 28 8.51 — — 0.07 20 45 12.13 61 43 0.09 40 64 18.22 42 50 0.10 60 80 22.05 25 21 0.12 72 89 24.18 11 10 0.16 80 92 24.68 3 2 0.17


## 4. Conclusions

In this study, the temperature and strain in three various structural layers (i.e., finishing coat, insulating layer, and the bonding layer) of the ETICS GHB under the hygrothermal cycles were investigated. Based on the test results, the following conclusions were obtained:(1)
Due to the differences in the thermophysical properties, the relations between temperature distributions on the surface and inside the chamber are different for three structural layers. These differences contributed to the internal stresses in the structural layers. The temperature difference between different positions on the same plane of the finishing coat and the insulating layer is 20°C. On the other hand, for the bonding layer, the difference is only around 5°C. The local temperature difference existing on the surface of the finishing coat may cause the surface crack openning on the finishing coat. The temperature of the bonding layer is not excessively high because of the thermal insulation action of the insulating layer.(2)
Most of the thermal deformation on the surface of three layers is moisture expansion and drying-shrinkage one and thermal expansion one, respectively, at the early stage and at the later stage. The surface strain of the finishing coat shows three stages of deformation with the increasing ofN: for N<20, the shrinking elastic deformation occurs; for 20<N<70, the expansion-type elastoplastic deformation occurs; for N>0, the plastic failure deformation occurs. The change trends of the surface strains in the insulating and bonding layers with the increase of N are similar, except that magnitude in the insulating layer is smaller. Due to the surface strain of the bonding layer, the elastic deformation occurs.(3)
The cracks on the surface of the finishing coat mostly converged into horizontal ones, followed by vertical cracks, and, lastly, locally formed a few of oblique cracks. With increasingN, the most significant increase is the number of cracks on the finishing coat and then the length of the cracks. The width of the cracks increased is gradually. However, the increase rate of these parameters (i.e., number, length, and width) decreases with the increase in N. The cracks of the finishing coat are the generation, expansion, and saturation modes, respectively, for N<20, 20<N<70, and N>70.(4)
GHB mortar with internal honeycomb pores and smooth closed surface has good water retention capacity and stable structure. Hence, the special pore structure can reduce the thermal conductivity of GHB mortar, prevent the moisture migration extension of concrete substrate, and accordingly alleviate the hygrothermal behavior of the bonding layer.



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*Source: 3025213-2016-12-13.xml*