# Birnbaum-Saunders Durability Life Prediction Model of Site-Exposed Concrete in the Saline Soil Area

Authors: Chenggong Lu; Zhiqiang Wei; Hongxia Qiao; Theogene Hakuzweyezu; Kan Li
Journal: Advances in Civil Engineering
 (2021)

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## Abstract

Aiming at the prominent problem of short durability life of concrete in saline soil area and the shortcomings of indoor accelerated test, an outdoor field exposure test was designed. The concrete specimens were semiburied in the Tianshui area with salinized soil characteristics, and nondestructive testing was conducted every 180d (days). The durability evaluation parameters and mechanical performance indexes were selected for macroscopic analysis, and the corrosion mechanism was analyzed by using the SEM image and the XRD phase. The Birnbaum-Saunders model based on physical failure and probability statistics was used for life prediction. The results show that there are rod-shaped and chip-shaped crystals growing from the surface of the gel and the internal holes in the exposed end and the embedded end of the concrete. However, the damage and deterioration of the buried end are more serious than those of the exposed end. The corrosion products mainly included ettringite, gypsum, calcium carbonate, sodium sulfate hydrate, carbosilite, and Friedel’s salt. The reliability life curve based on the Birnbaum-Saunders model can describe the whole process of exposed concrete from damage accumulation to failure. In addition, the dynamic modulus degradation index is more sensitive to concrete durability damage, and the life obtained by the Birnbaum-Saunders model is shorter than the quality degradation index. The life obtained by this degradation index is taken as the life of the concrete exposed in the saline soil site, and the concrete life of C30, C40, and C50 is about 3340d, 3930d, and 4360d, respectively.


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## Body

## 1. Introduction

In the actual service environment, concrete is affected by various erosion factors, and its durability continues to decline. In the inland areas of northwestern China, where the largest saline soil is distributed [1], there are multiple environmental and climate damages such as corrosion, salt erosion [2], freeze-thaw damage [3], and dry-wet cycle [4], so that concrete structures in this area often fail to reach the specified service life and fail prematurely [5]. Exploring the law of concrete erosion and degradation in this area and predicting the service life of concrete are crucial for improving the reliability of concrete structures, strengthening the initial durability design, and carrying out postreinforcement maintenance [6,7]. However, due to the long period of outdoor durability tests and data collection difficulty, the current research on the corrosion degradation mechanism and erosion degradation analysis of concrete is mainly based on indoor tests. It mainly considers the main damage factors of structural concrete materials in a certain corrosive environment, designs the accelerated stress level on this basis to obtain the degradation process of structural concrete materials in a relatively short period [8, 9], and explores the damage mechanism [10, 11] to propose the ways and methods to improve the durability [12, 13]. For example, Chen considered the electrochemical coupling effect and moisture convection effect on the transport of chlorine in unsaturated concrete. Under the verification of the moisture-multi-ion coupling transmission model, it was pointed out that, with the reduction of the dry-wet time ratio and the moisture boundary saturation during the drying process, the influence of the electrochemical coupling effect on the chloride ion transport greatly increased [14]. Aiming at the severe durability damage and deterioration of reinforced concrete caused by chloride salt erosion and alkali-silicon reaction, Mao proposed a special electrochemical method containing lithium compound anode solution, which would reduce chloride ion corrosion to reinforcement and the influence of alkali-silicon reaction on cracks [15]. Zhang mainly proposed a coupling model and reduction function for the impact of sulfate and chloride on reinforced concrete durability, as well as quantitatively analyzing the impact of sulfate erosion on chloride ion migration from the perspectives of solution concentration, soaking time, curing time, water binder ratio, and aggregate [16]. On the one hand, these findings provide a good reference and enlightenment for the durability design of reinforced concrete in harsh environments [12–16]. On the other hand, although the indoor accelerated test has many advantages in simulating concrete deterioration, such as a short test period, convenient testing, and few influencing factors, it still has a particular gap with the concrete degradation process in the actual service environment, and it cannot completely achieve the same degradation as the real service environment. Especially in the northwest saline soil area, it is not easy to realize indoor simulation due to a large number of damage and deterioration factors for concrete.The outdoor exposure test can be as close to the concrete service environment as possible, and the data acquired on degradation can be used to predict durability life in a more realistic and guiding way.Besides, in terms of concrete durability quantification and life prediction, researchers are mainly based on the mathematical model established by Fick’s second law [17, 18] and continue to refine on this basis, so that the accuracy of life prediction is continuously improved. For example, based on statistical analysis and a large number of test results, Liu suggested a prediction model based on Fick’s second law. The depth of chloride ion penetration and the chloride ion content at different depths were well predicted [19]. Other researchers also start from artificial intelligence using neural networks for intelligent learning and then realize life prediction [20]. Liu also made effective use of the characteristics of artificial neural network technology, established a network model through an extensive and reliable database composed of 653 diffusion coefficient results, and combined the 13 most influential parameters such as concrete composition, mechanical properties, and test procedures. The diffusion coefficient of chloride ions in concrete was predicted, and it was pointed out that an artificial neural network is an effective tool to identify the difference of experimental results and is suitable for evaluating the chloride ion corrosion resistance of reinforced concrete structures in complex and harsh environments [21]. Apart from the above-mentioned life prediction methods, based on the principle of probability and statistics, the life prediction methods based on reliability theory have gradually begun to be applied to the durability of concrete, using the Weibull function and Wiener function to realize and predict the life of concrete in a corrosive environment [22,23]. However, there is no relevant report on the application of the Birnbaum-Saunders (abbreviated as B–S) distribution model for predicting concrete durability life. The distribution model is derived from material fatigue damage and is a distribution model that satisfies the dual properties of physical failure and probability and statistics [24]. At the same time, unlike Fick’s second law, which can only predict diffusion depth of ion, the distribution model can directly use a variety of degradation data indicating concrete’s macro durability to realize life prediction. And unlike the Weibull distribution model, which requires a large number of data samples for parameter estimation, B–S distribution can use a small number of data samples to obtain more accurate parameter estimates. Based on this, the concrete was exposed in the saline soil area, carried out outdoor durability tests, selected the B–S distribution model for modeling, and predict the durability life of concrete in the northwest saline soil area.


## 2. Experimental Procedure and Scheme Design

### 2.1. Experimental Methods

Aiming at the current durability test of structural concrete materials, researchers mostly carry out indoor accelerated tests based on corrosion factors to simulate the one-sided and deficiencies caused by the damage and deterioration of concrete in the actual service environment. This paper proposes an outdoor field exposure concrete durability test program. The concrete specimens were placed in the saline soil environment in the northwest of China and then subjected to the combined effects of climate and environment; the degradation data were collected after a certain period of exposure. At the end of the test, damage tests were carried out, and microscopic investigation was carried out to analyze the degradation law and corrosion mechanisms of concrete in the actual service environment from both the macroscopic and microscopic aspects. In addition, most of the buildings in the actual service environment have both aboveground structures and underground structures, and the damage degree of different parts of the concrete was found to be different through field investigation. Hence, this experiment adopted a semiburied method for field exposure. Combined with the difficulty of outdoor data collection, the Tianshui area with the characteristics of saline soil and convenient transportation for exposure was selected. The soil quality analysis report of the exposed point is shown in Table1. During the exposure period, the changing pattern of temperature, humidity, evaporation, and precipitation at the exposure point is shown in Figure 1. It can be seen from the figure that the temperature and humidity at the exposure point fluctuate throughout the four seasons of a year. The relative humidity during the exposure period is relatively large, the highest can reach 80%, and the lowest is not less than 40%. When the temperature is at its highest, both precipitation and evaporation are at their peak, with evaporation greatly outnumbering precipitation. At the same time, for most of the year, evaporation is higher than precipitation, providing an effective medium and power for the corrosion ions in the saline soil to enter the concrete.Table 1
Soil quality analysis report of saline soil.
Ionic speciesCO32-HCO3-SO42-Cl-Ca2+Mg2+Test results (mg/kg soil)68828146608515Figure 1
The climatic pattern of exposure points during the exposure period.After tracing the relevant data reflecting the degradation of concrete durability performance, the B–S distribution with a good description of the degradation data was selected for modeling, and the concrete reliability model under different exposure periods was obtained. Furthermore, the life of concrete in the service environment of saline soil was predicted, and quantitative standards for studying the acceleration coefficient, durability design, and actual engineering construction of indoor accelerated tests in the northwest saline soil area were provided.


### 2.2. Materials and Mixtures

This paper used C30, C40, and C50 strength grade concrete that have been refined by the research group for a long period to fully understand the durability degradation law and service life of different types of concrete in the field exposure environment. The number of concrete materials and some physical properties of each strength grade is shown in Table2. Among them, the cement was made of P.O 42.5 cement produced by Gansu Qilianshan Cement Company, with a specific surface area ≥362 m2/kg. The fly ash used was Lanzhou No. 2 Thermal Plant’s fly ash II, which has a fineness of 6%, a water demand ratio of 102%, and a loss on ignition of 5.4%. The relevant properties of the cementitious materials used are shown in Table 3. The coarse aggregate was the crushed stone provided by Lanzhou Hualong Commercial Concrete Company, with an apparent density of 2660 kg/m3 and mud content of 0.5. And the fine aggregate was natural river sand from Anning District of Lanzhou, with a fineness modulus of 3.18, an apparent density of 2581 kg/m3, and mud content of 2.8%. The water-reducing agent was Lanzhou Hualong Commercial Concrete Company’s hydroxy-based water-reducing agent, which had an 18% water reduction rate. The mixing water came from the tap water of the local municipal company, which meets the requirements of the “Concrete Mixing Water Standard” (JGJ63-2006).Table 2
Concrete mix ratio and physical properties (Kg/m3).
CementFly ashCoarse aggregateFine aggregateWaterWater reducerCompressive strength (MPa)Slump (mm)Strength grade3001001155664170632.2170C30360901167634158941.1170C404257511736471501354.3175C50Table 3
Chemical compositions of cement and fly ash (%).
Raw materialLoss on ignitionSiO2Al2O3Fe2O3CaOMgOSO3Cement1.6227.49.605.048.32.02.0Fly ash5.444.3625.1312.6411.940.821.23


### 2.3. Evaluation Index of Concrete Durability

The size of the specimen was 100 × 100 × 400 mm prism, and three test blocks of each strength level were used as a group. After 28 d of standard curing, it was transported to the exposed point for embedment, of which 200 mm was buried in saline soil, recorded as end N; 200 mm was exposed to the atmosphere, recorded as endM, as shown in Figure 2. The YP20001 electronic balance and HC-U83 multifunctional concrete ultrasonic detector were used to test the mass and ultrasonic velocity of the specimen, respectively. The final durability evaluation value was the average of the three test samples, and the test period was 180 d. And the ultrasonic sound velocity values were tested in three positions: the exposed end N, the embedded end M, and the longitudinal L end. At the end of the test, the specimen was brought back to the laboratory for mechanical properties and microscopic tests including SEM and XRD. SEM scanning was performed with a JSM-6701F cold field emission electron microscope with a resolution of 1.0 nm (15 KV) and XRD with a D8ADVANCE X-ray diffractometer. The scanning range was 10°–90° (2θ) and the scanning speed was 2°/min. The relative dynamic elastic modulus evaluation parameters and relative mass evaluation parameters that are normalized to the test results were used to avoid measurement errors and other factors, as follows:(1)ξa=Vt2/V02−0.60.4,(2)ξb=Wt/W0−0.950.05,Figure 2
Schematic diagram of semiburied concrete.In the formula,Vt and Wt refer to the mean ultrasonic velocity and mass of the three specimens after a certain exposure period, and V0 and W0 refer to the mean ultrasonic velocity and mass of the specimens at the initial time. When ξ is less than 0, the concrete specimen is considered as failure destruction, and when ξ is between 0 and 1, the concrete specimen is considered as damage degradation.


## 2.1. Experimental Methods

Aiming at the current durability test of structural concrete materials, researchers mostly carry out indoor accelerated tests based on corrosion factors to simulate the one-sided and deficiencies caused by the damage and deterioration of concrete in the actual service environment. This paper proposes an outdoor field exposure concrete durability test program. The concrete specimens were placed in the saline soil environment in the northwest of China and then subjected to the combined effects of climate and environment; the degradation data were collected after a certain period of exposure. At the end of the test, damage tests were carried out, and microscopic investigation was carried out to analyze the degradation law and corrosion mechanisms of concrete in the actual service environment from both the macroscopic and microscopic aspects. In addition, most of the buildings in the actual service environment have both aboveground structures and underground structures, and the damage degree of different parts of the concrete was found to be different through field investigation. Hence, this experiment adopted a semiburied method for field exposure. Combined with the difficulty of outdoor data collection, the Tianshui area with the characteristics of saline soil and convenient transportation for exposure was selected. The soil quality analysis report of the exposed point is shown in Table1. During the exposure period, the changing pattern of temperature, humidity, evaporation, and precipitation at the exposure point is shown in Figure 1. It can be seen from the figure that the temperature and humidity at the exposure point fluctuate throughout the four seasons of a year. The relative humidity during the exposure period is relatively large, the highest can reach 80%, and the lowest is not less than 40%. When the temperature is at its highest, both precipitation and evaporation are at their peak, with evaporation greatly outnumbering precipitation. At the same time, for most of the year, evaporation is higher than precipitation, providing an effective medium and power for the corrosion ions in the saline soil to enter the concrete.Table 1
Soil quality analysis report of saline soil.
Ionic speciesCO32-HCO3-SO42-Cl-Ca2+Mg2+Test results (mg/kg soil)68828146608515Figure 1
The climatic pattern of exposure points during the exposure period.After tracing the relevant data reflecting the degradation of concrete durability performance, the B–S distribution with a good description of the degradation data was selected for modeling, and the concrete reliability model under different exposure periods was obtained. Furthermore, the life of concrete in the service environment of saline soil was predicted, and quantitative standards for studying the acceleration coefficient, durability design, and actual engineering construction of indoor accelerated tests in the northwest saline soil area were provided.


## 2.2. Materials and Mixtures

This paper used C30, C40, and C50 strength grade concrete that have been refined by the research group for a long period to fully understand the durability degradation law and service life of different types of concrete in the field exposure environment. The number of concrete materials and some physical properties of each strength grade is shown in Table2. Among them, the cement was made of P.O 42.5 cement produced by Gansu Qilianshan Cement Company, with a specific surface area ≥362 m2/kg. The fly ash used was Lanzhou No. 2 Thermal Plant’s fly ash II, which has a fineness of 6%, a water demand ratio of 102%, and a loss on ignition of 5.4%. The relevant properties of the cementitious materials used are shown in Table 3. The coarse aggregate was the crushed stone provided by Lanzhou Hualong Commercial Concrete Company, with an apparent density of 2660 kg/m3 and mud content of 0.5. And the fine aggregate was natural river sand from Anning District of Lanzhou, with a fineness modulus of 3.18, an apparent density of 2581 kg/m3, and mud content of 2.8%. The water-reducing agent was Lanzhou Hualong Commercial Concrete Company’s hydroxy-based water-reducing agent, which had an 18% water reduction rate. The mixing water came from the tap water of the local municipal company, which meets the requirements of the “Concrete Mixing Water Standard” (JGJ63-2006).Table 2
Concrete mix ratio and physical properties (Kg/m3).
CementFly ashCoarse aggregateFine aggregateWaterWater reducerCompressive strength (MPa)Slump (mm)Strength grade3001001155664170632.2170C30360901167634158941.1170C404257511736471501354.3175C50Table 3
Chemical compositions of cement and fly ash (%).
Raw materialLoss on ignitionSiO2Al2O3Fe2O3CaOMgOSO3Cement1.6227.49.605.048.32.02.0Fly ash5.444.3625.1312.6411.940.821.23


## 2.3. Evaluation Index of Concrete Durability

The size of the specimen was 100 × 100 × 400 mm prism, and three test blocks of each strength level were used as a group. After 28 d of standard curing, it was transported to the exposed point for embedment, of which 200 mm was buried in saline soil, recorded as end N; 200 mm was exposed to the atmosphere, recorded as endM, as shown in Figure 2. The YP20001 electronic balance and HC-U83 multifunctional concrete ultrasonic detector were used to test the mass and ultrasonic velocity of the specimen, respectively. The final durability evaluation value was the average of the three test samples, and the test period was 180 d. And the ultrasonic sound velocity values were tested in three positions: the exposed end N, the embedded end M, and the longitudinal L end. At the end of the test, the specimen was brought back to the laboratory for mechanical properties and microscopic tests including SEM and XRD. SEM scanning was performed with a JSM-6701F cold field emission electron microscope with a resolution of 1.0 nm (15 KV) and XRD with a D8ADVANCE X-ray diffractometer. The scanning range was 10°–90° (2θ) and the scanning speed was 2°/min. The relative dynamic elastic modulus evaluation parameters and relative mass evaluation parameters that are normalized to the test results were used to avoid measurement errors and other factors, as follows:(1)ξa=Vt2/V02−0.60.4,(2)ξb=Wt/W0−0.950.05,Figure 2
Schematic diagram of semiburied concrete.In the formula,Vt and Wt refer to the mean ultrasonic velocity and mass of the three specimens after a certain exposure period, and V0 and W0 refer to the mean ultrasonic velocity and mass of the specimens at the initial time. When ξ is less than 0, the concrete specimen is considered as failure destruction, and when ξ is between 0 and 1, the concrete specimen is considered as damage degradation.


## 3. Analysis of Durability Test Results

### 3.1. Analysis of Macroevaluation Results

The ultrasonic sound velocity and mass value of concrete collected under different exposure periods were brought into equations (1) and (2). The durability evaluation parameters of concrete with different strengths are shown in Figure 3, where ξa-M represents the evaluation parameter of dynamic elastic modulus at the exposed end, ξa-N represents the evaluation parameter of dynamic elastic modulus at the embedded end, and ξa-L represents the evaluation parameter of longitudinal dynamic elastic modulus. It can be seen that, under the combined effect of climate and corrosive environment, the three types of concrete specimens all fluctuated with the increase of exposure time. The initial evaluation parameter value fluctuated compared to the time when the erosion has not started. This means that the corrosive ions such as Cl−, SO42-, CO32-, HCO3- in the saline soil were continuously migrated into the concrete through the concrete surface pores under the action of capillary adsorption. With gel hydration products, it generates ettringite, gypsum, calcium carbonate, Friedel’s salt, and other expanded crystals to fill the pores, cavities, and defects in the concrete. The internal pore structure is improved to a certain extent, the density of concrete has increased, the propagation speed of ultrasonic waves in concrete has increased, and the macroscopic performance increases the value of ξa. Simultaneously, the freeze-thaw damage and dry-wet cycle caused by the initial climate change have not yet destroyed the concrete, so the surface of the specimen was relatively complete, and there is no quality loss behavior such as peeling and slagging. At this time, the corrosive ions in the saline soil enter the concrete to solidify, and the formation of corrosive expansion crystals is the main cause of the increase in quality. With the increase of outdoor exposure time, more corrosive ions were cured in concrete, and more hydration products of cementing materials were consumed, particularly calcium silicate hydrate (C–S–H) and calcium aluminate hydrate (C-A-H), which mainly have the cementing property, and calcium hydroxide (CH), which keeps the alkalinity inside the concrete.Figure 3
Durability evaluation parameters of concrete with different strength grades. (a) C30 Concrete. (b) C40 Concrete. (c) C50 Concrete.
(a)(b)(c)When the number of internal gels in concrete, cementation between aggregates, and pH value decrease, decalcification occurs. In addition, the more corroded crystals are formed, the more expansion stress is generated, causing tensile stress on the surrounding pore wall. When the expansion stress is large enough, the inner pore wall is cracked. At this time, the dry-wet cycles and freeze-thaw cycles caused by climate change also damage the concrete. On the one hand, the dry-wet cycles’ power promotes the continuous migration of corrosive ions deeper inside the concrete. Meanwhile, the corrosive salt is more likely to crystallize out, producing an intense salt crystallization stress on the surface concrete, and crisscross microcracks gradually appear on the surface concrete. On the other hand, the freeze-thaw damage caused by the seasons’ alternation also gradually takes effect, causing the concrete to produce temperature stress and expansion stress. This type of damage continues to accumulate and causes the concrete hole wall to crack. The combined effect of the various factors mentioned above together produces corrosion damage to the concrete. The longer the outdoor exposure time, the more the solidification of corrosive ions, and the more the gel consumed. The number and width of cracks produced by the penetration of the inner wall of the concrete hole are also increased and deepened.When the exposure period exceeds 1080 d, the specimen’s mass loss due to peeling, desquamation, and corner breakage gradually exceeds the expanded crystal formed by the solidification of corrosive ions. There are microcracks on the surface and inside of the specimen, the gel is consumed, and the density decreases. The macroscopic performance indicates that the relative quality and the relative dynamic elastic modulus evaluation parameter values continue to decline. The lower the concrete strength grade, the smaller the evaluation parameter value in the later period of exposure, and the more serious the deterioration. Also, the lower the strength grade, the greater the fluctuation range of the evaluation parameter value during the entire exposure period, resulting in unstable durability performance. Comparing the different evaluation parameters of each strength grade’s concrete, it can be observed that the relative quality evaluation parameters fluctuate relatively smoothly. At the end of the exposure, theξb value is higher than the ξa value, indicating that the dynamic elastic modulus of concrete under saline soil’s outdoor exposure conditions is more sensitive to environmental changes. And from the dynamic elastic modulus’ evaluation parameters measured in different directions, the value of ξa at the embedded end (end N) in the later stage of exposure is smaller than that of the exposed end (end M). When the ξa value in the longitudinal direction (L end) is between the buried end and the exposed end, the deterioration of the buried end concrete in the saline soil exposed environment is more serious. The main reason is that the concrete at the embedded end is in direct contact with the saline soil with large amount of corrosion ions, resulting in a high crystallization stress and expanded crystals. On the contrary, when the exposed end is not in direct contact with the saline soil, the power of corrosion ions in the exposed end concrete mainly comes from the “wick effect” [25], the number of corrosion ions is not as large as that of the buried end, and the corrosion effect of corrosion salt is weaker than that of the buried end. However, the longitudinal ultrasonic inspection passes through the exposed end and the embedded end simultaneously, so the value of ξa is between the two, and the overall corrosion damage of the concrete is also between the two types of erosion. Therefore, it can be considered that the evaluation parameters of longitudinal dynamic elastic modulus are more comprehensive and reasonable in evaluating the durability of semiburied saline soil concrete.After the on-site exposure, the specimens were transported back to the laboratory for flexural and compressive strength testing. The strength values of concrete specimens with different grade and different parts are shown in Figure4. It can be observed from Figure 4(a) that, under the combined effects of climate and environment in the saline soil area, the flexural strength of concrete after 1980 d on-site exposure has changed significantly, all of which are lower than the initial value. The rate of flexural strength loss of C30, C40, and C50 concrete reached 30.2%, 20.4%, and 19.3%, respectively, indicating that the concrete has suffered greater damage. The lower the strength level, the greater the loss and deterioration. It can be observed that the compressive strengths of the exposed end and the embedded end of the three types of strength concrete specimens are lower than the initial value, but the reduction of the embedded end is greater. Among them, the C30 concrete embedded end and the exposed end are reduced by about 21.9% and 15.9%, respectively, from the initial compressive strength. In comparison, the C50 concrete is 11.1% and 7.4%, and the C40 concrete is between the two, 14.6% and 9.8%. This shows that the deterioration of the buried end in saline soil’s exposed environment is more severe, which is consistent with the conclusion obtained through the nondestructive evaluation parameters.Figure 4
Change of mechanical properties of concrete. (a) Flexural strength value. (b) Compressive strength value.
(a)(b)


### 3.2. Microresult Analysis

To better explore the damage and deterioration of concrete in the service environment of saline soil, the most severely damaged C30 was used for conducting microscopic tests after the mechanical performance test of the exposed concrete on-site. The SEM images and XRD phase analysis of different positions are shown in Figures5 and 6, where the magnification of Figure 5 is 10000 times. It can be observed from the SEM image that there are rod-shaped and needle-shaped crystals growing from the surface of the gel and holes in the concrete at the exposed end and the embedded end. Among them, the amount of exposed end crystals is small but stronger, while the amount of embedded end crystals is large, small, and dense, and they are distributed in a crisscross pattern.Figure 5
SEM diagram of different positions of concrete. (a) The exposed end. (b) The embedded end.
(a)(b)Figure 6
XRD of different positions of concrete. (a) The exposed end. (b) The embedded end.
(a)(b)These crystals are formed by complex physical and chemical reactions between corrosive ions, and cement hydration products, which consume the gel and maintain the alkaline Ca(OH)2 inside the concrete, and generate strong expansion stress. Under the combined action of the dry-wet and freeze-thaw cycles, the concrete’s internal pore walls are pulled and cracked, and then microcracks are formed. The concrete’s density continues to decrease, the amount of cement decreases, and the deterioration gradually increases. Combined with the XRD phase analysis, it can be seen that the buried end that is in direct contact with the saline soil has not only ettringite (3CaO·Al2O3·CaSO4·32H2O), gypsum (CaSO4·2H2O), calcium carbonate, Friedel’s salt (3CaO·Al2O3·CaCl2·10H2O), sodium sulfate hydrate, and other swelling crystals are formed, but also thaumasite (Ca3SiSO4CO3(OH)6·12H2O), as well as wollastonite gypsum. At the same time, there is also the formation of nongelling magnesium hydroxide, indicating that more corrosive ions in the saline soil enter the concrete, and complex reactions occur, which cause greater damage to the durability of the concrete. However, from the XRD phase analysis of the exposed end, it was found that no mothonite, Friedel’s salt, and magnesium hydroxide were generated in the exposed end concrete, indicating that the corrosion degradation of the exposed end concrete is weaker than that of the buried end. This is related to the number and types of corrosion ions that enter the concrete at the exposed end through capillary adsorption and the “wick effect.” However, ettringite, gypsum, calcium carbonate, sodium sulfate hydrate, and other swelling crystals are still formed, which will cause greater damage to the concrete’s internal pores and gels. The longer the exposure period, the more serious the damage and deterioration of the concrete.


## 3.1. Analysis of Macroevaluation Results

The ultrasonic sound velocity and mass value of concrete collected under different exposure periods were brought into equations (1) and (2). The durability evaluation parameters of concrete with different strengths are shown in Figure 3, where ξa-M represents the evaluation parameter of dynamic elastic modulus at the exposed end, ξa-N represents the evaluation parameter of dynamic elastic modulus at the embedded end, and ξa-L represents the evaluation parameter of longitudinal dynamic elastic modulus. It can be seen that, under the combined effect of climate and corrosive environment, the three types of concrete specimens all fluctuated with the increase of exposure time. The initial evaluation parameter value fluctuated compared to the time when the erosion has not started. This means that the corrosive ions such as Cl−, SO42-, CO32-, HCO3- in the saline soil were continuously migrated into the concrete through the concrete surface pores under the action of capillary adsorption. With gel hydration products, it generates ettringite, gypsum, calcium carbonate, Friedel’s salt, and other expanded crystals to fill the pores, cavities, and defects in the concrete. The internal pore structure is improved to a certain extent, the density of concrete has increased, the propagation speed of ultrasonic waves in concrete has increased, and the macroscopic performance increases the value of ξa. Simultaneously, the freeze-thaw damage and dry-wet cycle caused by the initial climate change have not yet destroyed the concrete, so the surface of the specimen was relatively complete, and there is no quality loss behavior such as peeling and slagging. At this time, the corrosive ions in the saline soil enter the concrete to solidify, and the formation of corrosive expansion crystals is the main cause of the increase in quality. With the increase of outdoor exposure time, more corrosive ions were cured in concrete, and more hydration products of cementing materials were consumed, particularly calcium silicate hydrate (C–S–H) and calcium aluminate hydrate (C-A-H), which mainly have the cementing property, and calcium hydroxide (CH), which keeps the alkalinity inside the concrete.Figure 3
Durability evaluation parameters of concrete with different strength grades. (a) C30 Concrete. (b) C40 Concrete. (c) C50 Concrete.
(a)(b)(c)When the number of internal gels in concrete, cementation between aggregates, and pH value decrease, decalcification occurs. In addition, the more corroded crystals are formed, the more expansion stress is generated, causing tensile stress on the surrounding pore wall. When the expansion stress is large enough, the inner pore wall is cracked. At this time, the dry-wet cycles and freeze-thaw cycles caused by climate change also damage the concrete. On the one hand, the dry-wet cycles’ power promotes the continuous migration of corrosive ions deeper inside the concrete. Meanwhile, the corrosive salt is more likely to crystallize out, producing an intense salt crystallization stress on the surface concrete, and crisscross microcracks gradually appear on the surface concrete. On the other hand, the freeze-thaw damage caused by the seasons’ alternation also gradually takes effect, causing the concrete to produce temperature stress and expansion stress. This type of damage continues to accumulate and causes the concrete hole wall to crack. The combined effect of the various factors mentioned above together produces corrosion damage to the concrete. The longer the outdoor exposure time, the more the solidification of corrosive ions, and the more the gel consumed. The number and width of cracks produced by the penetration of the inner wall of the concrete hole are also increased and deepened.When the exposure period exceeds 1080 d, the specimen’s mass loss due to peeling, desquamation, and corner breakage gradually exceeds the expanded crystal formed by the solidification of corrosive ions. There are microcracks on the surface and inside of the specimen, the gel is consumed, and the density decreases. The macroscopic performance indicates that the relative quality and the relative dynamic elastic modulus evaluation parameter values continue to decline. The lower the concrete strength grade, the smaller the evaluation parameter value in the later period of exposure, and the more serious the deterioration. Also, the lower the strength grade, the greater the fluctuation range of the evaluation parameter value during the entire exposure period, resulting in unstable durability performance. Comparing the different evaluation parameters of each strength grade’s concrete, it can be observed that the relative quality evaluation parameters fluctuate relatively smoothly. At the end of the exposure, theξb value is higher than the ξa value, indicating that the dynamic elastic modulus of concrete under saline soil’s outdoor exposure conditions is more sensitive to environmental changes. And from the dynamic elastic modulus’ evaluation parameters measured in different directions, the value of ξa at the embedded end (end N) in the later stage of exposure is smaller than that of the exposed end (end M). When the ξa value in the longitudinal direction (L end) is between the buried end and the exposed end, the deterioration of the buried end concrete in the saline soil exposed environment is more serious. The main reason is that the concrete at the embedded end is in direct contact with the saline soil with large amount of corrosion ions, resulting in a high crystallization stress and expanded crystals. On the contrary, when the exposed end is not in direct contact with the saline soil, the power of corrosion ions in the exposed end concrete mainly comes from the “wick effect” [25], the number of corrosion ions is not as large as that of the buried end, and the corrosion effect of corrosion salt is weaker than that of the buried end. However, the longitudinal ultrasonic inspection passes through the exposed end and the embedded end simultaneously, so the value of ξa is between the two, and the overall corrosion damage of the concrete is also between the two types of erosion. Therefore, it can be considered that the evaluation parameters of longitudinal dynamic elastic modulus are more comprehensive and reasonable in evaluating the durability of semiburied saline soil concrete.After the on-site exposure, the specimens were transported back to the laboratory for flexural and compressive strength testing. The strength values of concrete specimens with different grade and different parts are shown in Figure4. It can be observed from Figure 4(a) that, under the combined effects of climate and environment in the saline soil area, the flexural strength of concrete after 1980 d on-site exposure has changed significantly, all of which are lower than the initial value. The rate of flexural strength loss of C30, C40, and C50 concrete reached 30.2%, 20.4%, and 19.3%, respectively, indicating that the concrete has suffered greater damage. The lower the strength level, the greater the loss and deterioration. It can be observed that the compressive strengths of the exposed end and the embedded end of the three types of strength concrete specimens are lower than the initial value, but the reduction of the embedded end is greater. Among them, the C30 concrete embedded end and the exposed end are reduced by about 21.9% and 15.9%, respectively, from the initial compressive strength. In comparison, the C50 concrete is 11.1% and 7.4%, and the C40 concrete is between the two, 14.6% and 9.8%. This shows that the deterioration of the buried end in saline soil’s exposed environment is more severe, which is consistent with the conclusion obtained through the nondestructive evaluation parameters.Figure 4
Change of mechanical properties of concrete. (a) Flexural strength value. (b) Compressive strength value.
(a)(b)


## 3.2. Microresult Analysis

To better explore the damage and deterioration of concrete in the service environment of saline soil, the most severely damaged C30 was used for conducting microscopic tests after the mechanical performance test of the exposed concrete on-site. The SEM images and XRD phase analysis of different positions are shown in Figures5 and 6, where the magnification of Figure 5 is 10000 times. It can be observed from the SEM image that there are rod-shaped and needle-shaped crystals growing from the surface of the gel and holes in the concrete at the exposed end and the embedded end. Among them, the amount of exposed end crystals is small but stronger, while the amount of embedded end crystals is large, small, and dense, and they are distributed in a crisscross pattern.Figure 5
SEM diagram of different positions of concrete. (a) The exposed end. (b) The embedded end.
(a)(b)Figure 6
XRD of different positions of concrete. (a) The exposed end. (b) The embedded end.
(a)(b)These crystals are formed by complex physical and chemical reactions between corrosive ions, and cement hydration products, which consume the gel and maintain the alkaline Ca(OH)2 inside the concrete, and generate strong expansion stress. Under the combined action of the dry-wet and freeze-thaw cycles, the concrete’s internal pore walls are pulled and cracked, and then microcracks are formed. The concrete’s density continues to decrease, the amount of cement decreases, and the deterioration gradually increases. Combined with the XRD phase analysis, it can be seen that the buried end that is in direct contact with the saline soil has not only ettringite (3CaO·Al2O3·CaSO4·32H2O), gypsum (CaSO4·2H2O), calcium carbonate, Friedel’s salt (3CaO·Al2O3·CaCl2·10H2O), sodium sulfate hydrate, and other swelling crystals are formed, but also thaumasite (Ca3SiSO4CO3(OH)6·12H2O), as well as wollastonite gypsum. At the same time, there is also the formation of nongelling magnesium hydroxide, indicating that more corrosive ions in the saline soil enter the concrete, and complex reactions occur, which cause greater damage to the durability of the concrete. However, from the XRD phase analysis of the exposed end, it was found that no mothonite, Friedel’s salt, and magnesium hydroxide were generated in the exposed end concrete, indicating that the corrosion degradation of the exposed end concrete is weaker than that of the buried end. This is related to the number and types of corrosion ions that enter the concrete at the exposed end through capillary adsorption and the “wick effect.” However, ettringite, gypsum, calcium carbonate, sodium sulfate hydrate, and other swelling crystals are still formed, which will cause greater damage to the concrete’s internal pores and gels. The longer the exposure period, the more serious the damage and deterioration of the concrete.


## 4. The B-S Life Prediction Model

### 4.1. The B-S Model Theory and Parameter Estimation

In the on-site exposure environment of saline soil, the deterioration of concrete results from the comprehensive effects of many damage factors, such as corrosive ions, dry and wet, freeze-thaw, solar radiation. With the increase of exposure time, this deterioration has periodicity and reciprocation. When the cumulative damage reaches the concrete failure threshold, the concrete is damaged. The B-S life distribution model is a type of life model derived based on material fatigue, which reflects the physical failure process of materials and has the characteristics of probability and statistics. Hence, it is suitable for product life analysis under periodical damage. Based on this, this paper also uses the B=S model to analyze and predict the durability of concrete in the environment of saline soil exposure. Assuming that, under the exposure environment, the loss of thek-th durability degradation index at the end of the j-th exposure period of concrete is ΔXjk, where k = 1 is the quality degradation index, and k = 2 is the dynamic elastic modulus degradation index, after the end of the n exposure period, the durability degradation amount is [26](3)Wnk=∑j=1nΔXjk.Simultaneously, assuming thatΔXjk is an independent and identically distributed random parameter, the mean value is μ, and the variance is σ2. When the durability degradation Wnk exceeds the critical threshold ϖk for the first time, the concrete is considered invalid. The failure probability can be expressed as [26](4)PWnk≥ϖk=1−P∑j=1nΔXjk≥ϖk.Whenn is large enough, combined with the central limit law and the symmetry of the normal distribution, there is [27](5)PWnk≥ϖk=1−Φϖk−nμnσ=Φnμσn−ϖkσn.In the formula,Φ(·) is the standard normal distribution function. Because concrete is a long-life, high-reliability product, it can experience more cycles of damage and degradation before failure and destruction, so a continuous time t can be used to replace n discrete times. At the same time, it combines the distribution function with the reliability function and density, and the relationship between the function and failure rate function is [28](6)Rt=1−Φ1αtβ−βt,(7)ft=12αβ1t+βttΦ1αtβ−βt,(8)ht=ftRt.In the formula, the shape parameterα = σ/(μϖ)0.5, the scale parameter β = ϖ/μ, μ, and σ can be estimated by the estimation method [29]:(9)μ=∑j=1nΔXjkn,(10)σ=∑j=1nΔXjk−μ2n.The failure threshold is the boundary value for judging whether the product is in a “normal” state. According to the relevant regulations in the “Test Methods for Long-term Performance and Durability of Ordinary Concrete,” the relative mass loss rate of 5% and the relative dynamic elastic modulus loss rate of 40% are the failure thresholds of each durability degradation index of concrete, that is,ϖ1 = 0.05 and ϖ2 = 0.4. Replacing the durability degradation data and failure thresholds into formulas (9)∼(10), and the shape parameter and position parameter formulas, the estimated values of the parameters of different strength concrete can be obtained, as shown in Table 4.Table 4
Estimated parameters of B–S life model.
ParameterMass indexDynamic elastic modulus indexM PositionN positionL PositionαβαβαβαβC300.068013679.280.093833198.190.081042216.900.075192799.33C400.057965405.220.064723505.170.069732408.630.090553183.06C500.046816711.780.079853994.150.061652740.350.060253775.84


### 4.2. Analysis of Life Prediction Results

Substituting the parameter estimation obtained in Table4 into equations (6)–(8), the degree of reliability curves, density curves, and failure rate curves under different degradation indexes and different parts of concrete are shown in Figures 7–9, where Q denotes the mass index, and M refers to the relative dynamic elastic modulus index of the exposed end, N refers to the relative dynamic elastic modulus index of the embedded end, and L denotes the longitudinal relative dynamic elastic modulus index. It can be observed from the reliability life curve that the reliability life curve of each strength concrete shows a three-stage change; that is, the reliability of the first stage is maintained at 1.0, the reliability of the second stage is accelerated, and the reliability of the third stage is reduced to zero. The first stage is a period where the durability of concrete is maintained. Although various damage factors continue to erode the concrete, the performance of the concrete remains good. Therefore, this stage is mainly a process of accumulation of various damages and degradations caused by climate and environment in the saline soil area. The higher the concrete strength is, the more the time it takes for the quantitative change accumulation process.Figure 7
Life curve of different concrete. (a) C30 concrete. (b) C40 concrete. (c) C50 concrete.
(a)(b)(c)Figure 8
Density curve of different concrete. (a) C30 concrete. (b) C40 concrete. (c) C50 concrete.
(a)(b)(c)Figure 9
Failure curve of different concrete reliability. (a) C30 concrete. (b) C40 concrete. (c) C50 concrete.
(a)(b)(c)From the quality degradation index, the duration of the first stage of C30, C40, and C50 concrete is about 3000 d, 4520 d, and 5800 d, respectively. The duration of the first stage obtained by the relative dynamic elastic modulus degradation index is shorter, and there are also differences in the duration of the exposed end, the embedded end, and the longitudinal direction. Among them, the embedded end has the shortest quantitative change duration, the exposed end has the longest duration, and the longitudinal duration is somewhere between 2220 d, 2480 d, and 3130 d. This indicates that, in the field exposure environment of saline soil, the dynamic elastic modulus degradation index is more sensitive to durability, while the quality degradation index is relatively lagging. It also reflects that the embedded end’s concrete damage degradation is more severe than that of the exposed end, and the quantitative change accumulation lasts shorter. This is related to the direct contact between the concrete at the embedded end and the saline soil, and corrosion ions are more likely to enter the interior of the concrete.As the exposure time increases, the damage and degradation gradually accumulate, and when the amount of damage and deterioration accumulates to a certain extent, qualitative changes occur, and the durability of concrete is significantly damaged, and then the reliability begins to decrease with the increase of exposure time gradually. The higher the concrete strength level, the stronger the resistance to corrosion and deterioration, and the longer the second stage’s duration. When the reliability drops to zero, the concrete fails and breaks during the third stage. Therefore, the end time of the second stage can be used as the durability life of concrete in saline soil’s exposed environment. It can be seen from the figure that the durability life obtained by the quality degradation index is the longest; C30, C40, and C50 are 4610 d, 6190 d, and 7490 d, respectively, while the durability life obtained by the dynamic elastic modulus is shorter. The durability of the concrete’s exposed end was 3970d, 4080d, and 4810d, while the durability of the buried end was 1680 d, 2830 d, and 3170 d. In the longitudinal degradation index test, the ultrasonic can penetrate the embedded end and the exposed end, and the evaluation of the exposed concrete’s durability on-site is more reasonable. Simultaneously, considering that the quality degradation index’s sensitivity is less than the dynamic elastic modulus, the life of longitudinal degradation index is selected as the durability life value of exposed concrete in saline soil area, which is 3340 d, 3930 d, and 4360 d, respectively.Furthermore, density is the probability of concrete failure under the action of various damage factors per unit time. It can be seen from the density curve that the density curve is different from the single-peak symmetrical shape of the standard distribution density curve in the field exposure environment of saline soil, and it presents an “Inverted bathtub” form. At the initial stage of exposure, the density is zero, indicating that the probability of failure is extremely low. As the exposure time increases, damage and degradation gradually accumulate, the probability of failure increases, and the density curve rises until it reaches a peak. At this time, the probability of failure of concrete under the action of various damage factors is the greatest. Among the density curves of various strength concretes, the density curve of the quality degradation index has the longest duration to reach the peak point, followed by the duration of the exposed end and the shortest duration of the embedded end, which is consistent with the conclusion obtained from the reliability curve. In order to reflect the occurrence rate of concrete failure in the exposed environment of saline soil, the reliability and density are used to obtain the concrete failure rate at any timet. The failure rate curve in Figure 9 shows that the failure rate of concrete changes in two stages; that is, the failure rate is zero, and the acceleration rises in two stages. It can be seen from the changing trend of the failure rate curve that the deterioration of concrete in the on-site exposure environment of saline soil is a typical cumulative loss type failure. The initial failure rate is zero, resulting from the concrete material resisting external corrosion. As the damage degradation cycle increases, the damage gradually accumulates, and the concrete’s ability to resist various damage factors begins to decline the failure rate increases. The longer the exposure period, the faster the failure rate until the concrete is destroyed. Among the three types of concrete, the lower the strength grade, the shorter the failure rate in the first stage. The first stage of the quality degradation index is the longest, and the failure rate is the smallest in the same exposure period. The first stage of the dynamic elastic modulus degradation index has a short duration. The embedding end has the shortest time, the longitudinal is slightly longer, and the exposed end is the longest, indicating that the damage of the exposed end is less degraded than the embedded end.In short, under the site-exposed environment of saline soil, the concrete has experienced a variety of corrosive ions erosion and deterioration caused by dry-wet cycle and freeze-thaw cycle. The concrete with lower strength grade and the concrete buried in saline soil have a greater degree of deterioration, which is mainly because there are more corrosion ions in the concrete at embedded end. Moreover, the compactness of low strength concrete is small, and the corrosion ions are easier to enter the concrete through the pores. Therefore, for the concrete structure serving in the saline soil, improving the strength level of the concrete and adding protective materials on the surface of the concrete to prevent the erosion of corrosive product ions are important ways and methods to improve its durability.


## 4.1. The B-S Model Theory and Parameter Estimation

In the on-site exposure environment of saline soil, the deterioration of concrete results from the comprehensive effects of many damage factors, such as corrosive ions, dry and wet, freeze-thaw, solar radiation. With the increase of exposure time, this deterioration has periodicity and reciprocation. When the cumulative damage reaches the concrete failure threshold, the concrete is damaged. The B-S life distribution model is a type of life model derived based on material fatigue, which reflects the physical failure process of materials and has the characteristics of probability and statistics. Hence, it is suitable for product life analysis under periodical damage. Based on this, this paper also uses the B=S model to analyze and predict the durability of concrete in the environment of saline soil exposure. Assuming that, under the exposure environment, the loss of thek-th durability degradation index at the end of the j-th exposure period of concrete is ΔXjk, where k = 1 is the quality degradation index, and k = 2 is the dynamic elastic modulus degradation index, after the end of the n exposure period, the durability degradation amount is [26](3)Wnk=∑j=1nΔXjk.Simultaneously, assuming thatΔXjk is an independent and identically distributed random parameter, the mean value is μ, and the variance is σ2. When the durability degradation Wnk exceeds the critical threshold ϖk for the first time, the concrete is considered invalid. The failure probability can be expressed as [26](4)PWnk≥ϖk=1−P∑j=1nΔXjk≥ϖk.Whenn is large enough, combined with the central limit law and the symmetry of the normal distribution, there is [27](5)PWnk≥ϖk=1−Φϖk−nμnσ=Φnμσn−ϖkσn.In the formula,Φ(·) is the standard normal distribution function. Because concrete is a long-life, high-reliability product, it can experience more cycles of damage and degradation before failure and destruction, so a continuous time t can be used to replace n discrete times. At the same time, it combines the distribution function with the reliability function and density, and the relationship between the function and failure rate function is [28](6)Rt=1−Φ1αtβ−βt,(7)ft=12αβ1t+βttΦ1αtβ−βt,(8)ht=ftRt.In the formula, the shape parameterα = σ/(μϖ)0.5, the scale parameter β = ϖ/μ, μ, and σ can be estimated by the estimation method [29]:(9)μ=∑j=1nΔXjkn,(10)σ=∑j=1nΔXjk−μ2n.The failure threshold is the boundary value for judging whether the product is in a “normal” state. According to the relevant regulations in the “Test Methods for Long-term Performance and Durability of Ordinary Concrete,” the relative mass loss rate of 5% and the relative dynamic elastic modulus loss rate of 40% are the failure thresholds of each durability degradation index of concrete, that is,ϖ1 = 0.05 and ϖ2 = 0.4. Replacing the durability degradation data and failure thresholds into formulas (9)∼(10), and the shape parameter and position parameter formulas, the estimated values of the parameters of different strength concrete can be obtained, as shown in Table 4.Table 4
Estimated parameters of B–S life model.
ParameterMass indexDynamic elastic modulus indexM PositionN positionL PositionαβαβαβαβC300.068013679.280.093833198.190.081042216.900.075192799.33C400.057965405.220.064723505.170.069732408.630.090553183.06C500.046816711.780.079853994.150.061652740.350.060253775.84


## 4.2. Analysis of Life Prediction Results

Substituting the parameter estimation obtained in Table4 into equations (6)–(8), the degree of reliability curves, density curves, and failure rate curves under different degradation indexes and different parts of concrete are shown in Figures 7–9, where Q denotes the mass index, and M refers to the relative dynamic elastic modulus index of the exposed end, N refers to the relative dynamic elastic modulus index of the embedded end, and L denotes the longitudinal relative dynamic elastic modulus index. It can be observed from the reliability life curve that the reliability life curve of each strength concrete shows a three-stage change; that is, the reliability of the first stage is maintained at 1.0, the reliability of the second stage is accelerated, and the reliability of the third stage is reduced to zero. The first stage is a period where the durability of concrete is maintained. Although various damage factors continue to erode the concrete, the performance of the concrete remains good. Therefore, this stage is mainly a process of accumulation of various damages and degradations caused by climate and environment in the saline soil area. The higher the concrete strength is, the more the time it takes for the quantitative change accumulation process.Figure 7
Life curve of different concrete. (a) C30 concrete. (b) C40 concrete. (c) C50 concrete.
(a)(b)(c)Figure 8
Density curve of different concrete. (a) C30 concrete. (b) C40 concrete. (c) C50 concrete.
(a)(b)(c)Figure 9
Failure curve of different concrete reliability. (a) C30 concrete. (b) C40 concrete. (c) C50 concrete.
(a)(b)(c)From the quality degradation index, the duration of the first stage of C30, C40, and C50 concrete is about 3000 d, 4520 d, and 5800 d, respectively. The duration of the first stage obtained by the relative dynamic elastic modulus degradation index is shorter, and there are also differences in the duration of the exposed end, the embedded end, and the longitudinal direction. Among them, the embedded end has the shortest quantitative change duration, the exposed end has the longest duration, and the longitudinal duration is somewhere between 2220 d, 2480 d, and 3130 d. This indicates that, in the field exposure environment of saline soil, the dynamic elastic modulus degradation index is more sensitive to durability, while the quality degradation index is relatively lagging. It also reflects that the embedded end’s concrete damage degradation is more severe than that of the exposed end, and the quantitative change accumulation lasts shorter. This is related to the direct contact between the concrete at the embedded end and the saline soil, and corrosion ions are more likely to enter the interior of the concrete.As the exposure time increases, the damage and degradation gradually accumulate, and when the amount of damage and deterioration accumulates to a certain extent, qualitative changes occur, and the durability of concrete is significantly damaged, and then the reliability begins to decrease with the increase of exposure time gradually. The higher the concrete strength level, the stronger the resistance to corrosion and deterioration, and the longer the second stage’s duration. When the reliability drops to zero, the concrete fails and breaks during the third stage. Therefore, the end time of the second stage can be used as the durability life of concrete in saline soil’s exposed environment. It can be seen from the figure that the durability life obtained by the quality degradation index is the longest; C30, C40, and C50 are 4610 d, 6190 d, and 7490 d, respectively, while the durability life obtained by the dynamic elastic modulus is shorter. The durability of the concrete’s exposed end was 3970d, 4080d, and 4810d, while the durability of the buried end was 1680 d, 2830 d, and 3170 d. In the longitudinal degradation index test, the ultrasonic can penetrate the embedded end and the exposed end, and the evaluation of the exposed concrete’s durability on-site is more reasonable. Simultaneously, considering that the quality degradation index’s sensitivity is less than the dynamic elastic modulus, the life of longitudinal degradation index is selected as the durability life value of exposed concrete in saline soil area, which is 3340 d, 3930 d, and 4360 d, respectively.Furthermore, density is the probability of concrete failure under the action of various damage factors per unit time. It can be seen from the density curve that the density curve is different from the single-peak symmetrical shape of the standard distribution density curve in the field exposure environment of saline soil, and it presents an “Inverted bathtub” form. At the initial stage of exposure, the density is zero, indicating that the probability of failure is extremely low. As the exposure time increases, damage and degradation gradually accumulate, the probability of failure increases, and the density curve rises until it reaches a peak. At this time, the probability of failure of concrete under the action of various damage factors is the greatest. Among the density curves of various strength concretes, the density curve of the quality degradation index has the longest duration to reach the peak point, followed by the duration of the exposed end and the shortest duration of the embedded end, which is consistent with the conclusion obtained from the reliability curve. In order to reflect the occurrence rate of concrete failure in the exposed environment of saline soil, the reliability and density are used to obtain the concrete failure rate at any timet. The failure rate curve in Figure 9 shows that the failure rate of concrete changes in two stages; that is, the failure rate is zero, and the acceleration rises in two stages. It can be seen from the changing trend of the failure rate curve that the deterioration of concrete in the on-site exposure environment of saline soil is a typical cumulative loss type failure. The initial failure rate is zero, resulting from the concrete material resisting external corrosion. As the damage degradation cycle increases, the damage gradually accumulates, and the concrete’s ability to resist various damage factors begins to decline the failure rate increases. The longer the exposure period, the faster the failure rate until the concrete is destroyed. Among the three types of concrete, the lower the strength grade, the shorter the failure rate in the first stage. The first stage of the quality degradation index is the longest, and the failure rate is the smallest in the same exposure period. The first stage of the dynamic elastic modulus degradation index has a short duration. The embedding end has the shortest time, the longitudinal is slightly longer, and the exposed end is the longest, indicating that the damage of the exposed end is less degraded than the embedded end.In short, under the site-exposed environment of saline soil, the concrete has experienced a variety of corrosive ions erosion and deterioration caused by dry-wet cycle and freeze-thaw cycle. The concrete with lower strength grade and the concrete buried in saline soil have a greater degree of deterioration, which is mainly because there are more corrosion ions in the concrete at embedded end. Moreover, the compactness of low strength concrete is small, and the corrosion ions are easier to enter the concrete through the pores. Therefore, for the concrete structure serving in the saline soil, improving the strength level of the concrete and adding protective materials on the surface of the concrete to prevent the erosion of corrosive product ions are important ways and methods to improve its durability.


## 5. Conclusion

The macro durability degradation law and micro erosion mechanism of three types of concrete semiburied in the Western saline soil area were studied and analyzed. Based on the B-S model, the service life was predicted by using the mass and dynamic elastic modulus degradation data obtained from the durability test. The following conclusions were drawn:In the field exposure environment of saline soil, the degradation index of dynamic elastic modulus is more sensitive to the change of concrete durability damage, and the longitudinal dynamic elastic modulus also considers the damage of the embedded end and the exposed end. Taking the life of the longitudinal dynamic elastic modulus degradation index as the life of the exposed concrete in the saline soil, the C30, C40, and C50 concrete are approximately 3340 d, 3930 d, and 4360 d, respectively.In the exposed end and the embedded end, rod-shaped and needle-shaped crystals grow from the surface of the gel and internal pores, and the number of crystals at the exposed end is small and thick. The corrosion products mainly include ettringite, Gypsum, calcium carbonate, and sodium sulfate hydrate. The embedded end crystals are dense and distributed in a crisscross pattern; corrosion products also include moissanite, Friedel’s salt, and magnesium hydroxide. Based on the B-S life model of physical failure and probability statistics, the reliability life curve changes in three stages: the first stage is the process of quantitative change of each damage factor, the second stage is the quality change caused by the quantitative change, and during the third stage, the concrete failed and was destroyed, and the reliability dropped to zero.Through the B-S life prediction model, it is obtained that the durability life of the exposed concrete is different under different degradation indicators. The life expectancy obtained from the quality degradation index is longer than the dynamic elastic modulus degradation index. The life span is the shortest, and the exposed end concrete has the longest life span. The life span of the concrete obtained in the longitudinal test is between the buried end and the exposed end life.



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*Source: 7644375-2021-10-25.xml*