Long-Term Bearing Capacity of Concrete Pile Composite Foundation under Composite Salt Erosion
<p>Testing process.</p> "> Figure 2
<p>Division of erosion conditions for concrete piles.</p> "> Figure 3
<p>Strength time curve of pile concrete specimens in the full-immersion drying test: (<b>a</b>) C20 concrete specimens, (<b>b</b>) C40 concrete specimens, and (<b>c</b>) C50 concrete specimens.</p> "> Figure 4
<p>Change curve of the mass loss rate of concrete specimens in the full-immersion drying test: (<b>a</b>) C20 concrete specimens, (<b>b</b>) C40 concrete specimens, and (<b>c</b>) C50 concrete specimens.</p> "> Figure 5
<p>Strength comparison between the full-immersion drying test and semi-immersion drying test: (<b>a</b>) C20 concrete specimens, (<b>b</b>) C40 concrete specimens, and (<b>c</b>) C50 concrete specimens.</p> "> Figure 6
<p>Variation of mass loss rate of specimens with erosion age in the full immersion drying test and semi-immersion drying test: (<b>a</b>) C20 concrete specimens, (<b>b</b>) C40 concrete specimens, and (<b>c</b>) C50 concrete specimens.</p> "> Figure 7
<p>Appearance of concrete specimens in the semi-immersion drying test and full-immersion drying test: (<b>a</b>) salt crystals precipitated from semi-immersion drying test pieces, and (<b>b</b>) no salt crystals precipitated from the test piece after full-immersion drying.</p> "> Figure 8
<p>Fast freeze-thaw test results: (<b>a</b>) strength development law, and (<b>b</b>) mass loss rate development law.</p> "> Figure 9
<p>SEM photos of C20 concrete specimen before and after erosion: (<b>a</b>) reference concrete sample, and (<b>b</b>) concrete specimen after semi-immersion drying test.</p> "> Figure 10
<p>SEM photos of C40 concrete specimen before and after erosion: (<b>a</b>) reference concrete sample, and (<b>b</b>) concrete specimen after semi-immersion drying test.</p> "> Figure 11
<p>SEM photos of C50 concrete specimen before and after erosion: (<b>a</b>) reference concrete sample, and (<b>b</b>) concrete specimen after semi-immersion drying test.</p> "> Figure 12
<p>Numerical calculation model.</p> "> Figure 13
<p>The additional settlement caused by pile deterioration of different strengths within 20 years after construction.</p> "> Figure 14
<p>Changes in pile stress caused by deterioration of piles with different strengths within 20 years: (<b>a</b>) C20, (<b>b</b>) C40, and (<b>c</b>) C50.</p> "> Figure 15
<p>Changes in pile-soil stress ratio caused by deterioration of piles with different strengths within 20 years after construction.</p> "> Figure 16
<p>Contour slice of post-construction 20-shear strain increments under different conditions: (<b>a</b>) C20, (<b>b</b>) C40, and (<b>c</b>) C50. (i to iv are the calculation results of 0, 5, 10, and 20 years after construction).</p> "> Figure 17
<p>Maximum settlement of composite foundation caused by pile spacing 20 years after construction.</p> "> Figure 18
<p>The influence of pile spacing on pile stress after 20 years of construction: (<b>a</b>) C20, (<b>b</b>) C40, and (<b>c</b>) C50.</p> "> Figure 19
<p>Changes in pile-soil stress ratio caused by pile spacing after 20 years of construction.</p> "> Figure 20
<p>Shear strain increment contour slice with different pile spacing after 20 years of construction: (<b>a</b>) C20, (<b>b</b>) C40, and (<b>c</b>) C50. ( i to iv are the calculation results of pile spacing of 1.8 m, 2.5 m, 3.5 m, and 4.5 m, in turn).</p> "> Figure 21
<p>The influence of pile length on composite foundation settlement after 20 years of construction.</p> "> Figure 22
<p>The influence of pile length on pile stress after 20 years of construction: (<b>a</b>) 8 m, (<b>b</b>) 10 m, (<b>c</b>) 12 m, and (<b>d</b>) 14 m.</p> "> Figure 23
<p>Changes in pile-soil stress ratio caused by pile length after 20 years of construction.</p> "> Figure 24
<p>Contour slice of shear strain increment for different pile lengths after 20 years of construction: (<b>a</b>) C20, (<b>b</b>) C40, and (<b>c</b>) C50. (i to iv correspond to the calculation results of pile lengths of 8 m, 10 m, 12 m, and 14 m in turn).</p> "> Figure 25
<p>The influence of pile diameter on composite foundation settlement after 20 years of construction.</p> "> Figure 26
<p>The influence of pile diameter on pile stress after 20 years of construction: (<b>a</b>) C20, (<b>b</b>) C40, and (<b>c</b>) C50.</p> "> Figure 27
<p>Changes in pile-soil stress ratio caused by pile diameter after 20 years of construction.</p> ">
Abstract
:1. Introduction
2. Project Overview
3. Soaking Drying Accelerated Deterioration Test of Pile Concrete
3.1. Preparation of Test Materials
3.1.1. Erosion Solution Configuration
3.1.2. Concrete Specimen Fabrication
3.2. Pile Concrete Immersion Drying Test Plan
3.2.1. Test Conditions
3.2.2. Test Plan
3.2.3. Selection of Experimental Degradation Indicators
3.3. Analysis of Test Results
3.3.1. Analysis of Performance Deterioration of Pile Concrete in Immersion Zone
3.3.2. Analysis of Performance Deterioration of Pile Concrete in Adsorption Zone
3.3.3. Analysis of Performance Deterioration of Pile Concrete in Freeze-Thaw Zone
3.3.4. SEM Microanalysis
4. Numerical Simulation of Service Performance of Plain Concrete Pile Composite Foundation
4.1. Model Establishment
4.2. Analysis of Bearing Capacity of Composite Foundation
4.2.1. Change of Bearing Capacity of Composite Foundation after Deterioration of Piles with Different Strength
4.2.2. Influence of Pile Spacing on Long-Term Bearing Capacity of Composite Foundation
4.2.3. Influence of Pile Length on Long-Term Bearing Capacity of Composite Foundation
4.2.4. Influence of Pile Diameter on Long-Term Bearing Capacity of Composite Foundation
5. Discussion
6. Conclusions
- (1)
- The strength development of concrete specimens in the soaking zone and the adsorption zone showed the continuous hydration stage, the strengthening stage, and the deterioration stage, but the specimens in the adsorption zone entered the deterioration stage earlier than those in the soaking zone. The strength loss of the C40 and C50 specimens was small at the initial stage of a rapid freeze-thaw, and the strength began to decline significantly after 40 cycles. The strength of the C20 specimens began to decline at the initial stage of the freeze-thaw tests.
- (2)
- Within 20 years after construction, the maximum additional settlement of the C20 concrete pile was 12.21 mm. The pile-soil stress ratio decreased by 0.63 in 20 years. If C40 and C50 concrete piles were used, the additional settlement increased by 9.13 mm and 8.42 mm, respectively, within 20 years after construction, and the pile-soil stress ratio decreased by 0.22 and 0.07, respectively.
- (3)
- Twenty years after construction, with the increase of pile spacing from 1.8 m to 4.5 m, the additional settlement of the C20 concrete pile composite foundation increased from 12.21 mm to 31.47 mm, close to 20 mm. The additional settlement of C40 and C50 concrete composite foundations increased from 9.13 mm and 8.42 mm to 20.82 mm and 17.20 mm, respectively. The pile spacing had a significant impact on the stress distribution of the piles. The change in the pile-soil stress ratio was approximately linear with the pile spacing. With the increase of pile spacing, the pile-soil stress ratio under the C20 condition increased by 2.42, and that under the C40 and C50 conditions increased by 6.59 and 8.63, respectively.
- (4)
- With the increase in pile length and pile diameter, the peak value of pile stress moved to the pile end, and the pile-soil stress ratio was proportional to the pile length and pile diameter. As the pile length and diameter increased, the peak stress of the pile body moved towards the pile end, and the changes in the pile soil-stress ratio under the three conditions were similar.
Author Contributions
Funding
Data Availability Statement
Conflicts of Interest
References
- Wu, L.; Jiang, C.; Wang, W.; Gao, X.; Xia, Y. Chloride Transport Characteristics of Concrete Exposed to Coastal Dredger Fill Silty Soil Environment. Buildings 2023, 13, 2398. [Google Scholar]
- Muthulingam, S.; Rao, B.N. Non-uniform time-to-corrosion initiation in steel reinforced concrete under chloride environment. Corros. Sci. 2014, 82, 304–315. [Google Scholar] [CrossRef]
- Naidu Gopu, G.; Joseph, S.A. Corrosion Behavior of Fiber-Reinforced Concrete—A Review. Fibers 2022, 10, 38. [Google Scholar] [CrossRef]
- Bulu, P. Corrosion behavior of steel reinforcement in concrete exposed to composite chloride–sulfate environment. Constr. Build. Mater. 2014, 72, 398–410. [Google Scholar]
- Yu, B.; Zhou, H.; Xia, J.; Liu, X.; Xie, C.; Zhang, K. Study on the Sulfate Erosion Behavior of Cement-based Materials with Different Water-to-binder Ratios Containing Stone Powder in a Low-Temperature Saline Soil Area. KSCE J. Civ. Eng. 2023, 27, 4020–4031. [Google Scholar] [CrossRef]
- Guo, J.-J.; Wang, K.; Guo, T.; Yang, Z.-Y.; Zhang, P. Effect of Dry–Wet Ratio on Properties of Concrete Under Sulfate Attack. Materials 2019, 12, 2755. [Google Scholar]
- Tixier, R.; Mobasher, B. Modeling of Damage in Cement-Based Materials Subjected to External Sulfate Attack. I: Formulation. J. Mater. Civ. Eng. 2003, 15, 305–313. [Google Scholar]
- Robert, J.F. Salt damage in porous materials: How high supersaturations are generated. J. Cryst. Growth 2002, 242, 435–454. [Google Scholar]
- Jin, Z.; Sun, W.; Zhang, Y.; Lai, J. Effect of Chloride on Damage of Concrete Attacked by Sulfate. J. Wuhan Univ. Technol. 2006, 3, 43–46. [Google Scholar]
- Liang, Y.N.; Huang, J.Y.; Lin, X.J.; Ji, T. The effect of chloride on concrete under sulfate attack. J. Fuzhou Univ. Nat. Sci. Ed. 2011, 39, 947–951. [Google Scholar]
- Chen, X.; Tang, M.; Ma, K. Underground concrete structure exposure to sulfate and chloride invading environment. J. Cent. South Univ. Sci. Technol. 2012, 43, 2803–2812. [Google Scholar]
- Zhang, F.; Wei, F.; Wu, X.; Hu, Z.; Li, X.; Gao, L. Study on Concrete Deterioration and Chloride Ion Diffusion Mechanism by Different Aqueous NaCl-MgSO4 Concentrations. Buildings 2022, 12, 1843. [Google Scholar]
- Ma, K.; Long, G.; Xie, Y. Corrosion products of cementious materials under sulfate partial soaking attack. Concrete 2013, 287, 33–35+39. [Google Scholar]
- Suleiman, A.R.; Soliman, A.M.; Nehdi, M.L. Effect of surface treatment on durability of concrete exposed to physical sulfate attack. Constr. Build. Mater. 2014, 73, 674–681. [Google Scholar] [CrossRef]
- Bassuoni, M.T.; Rahman, M.M. Response of concrete to accelerated physical salt attack exposure. Cem. Concr. Res. 2015, 79, 395–408. [Google Scholar]
- Li, B.; Fang, Q.; Fang, P. Durability of high-volume mineral admixture concrete half immersed in sodium sulfate solution. J. Harbin Eng. Univ. 2020, 41, 892–898. [Google Scholar]
- Liu, D.; Chen, H.; Tang, Y.T.; Gong, C.; Jian, Y.; Cao, K. Analysis and Prediction of Sulfate Erosion Damage of Concrete in Service Tunnel Based on ARIMA Model. Materials 2021, 14, 5904. [Google Scholar] [CrossRef] [PubMed]
- Wells, T.; Melchers, R.E. An observation-based model for corrosion of concrete sewers under aggressive conditions. Cem. Concr. Res. 2014, 61–62, 1–10. [Google Scholar]
- Tittarelli, F.; Carsana, M.; Bellezze, T. Corrosion behavior of reinforced no-fines concrete. Corros. Sci. 2013, 70, 119–126. [Google Scholar]
- Jiang, G.; Keller, J.; Bond, P.L.; Yuan, Z. Predicting concrete corrosion of sewers using artificial neural network. Water Res. 2016, 92, 52–60. [Google Scholar]
- Poursaee, A. Application of agent-based paradigm to model corrosion of steel in concrete environment. Corros. Eng. Sci. Technol. 2018, 53, 259–364. [Google Scholar] [CrossRef]
- Lu, C.; Qiao, H.; Wei, Z.; Li, K.; Fu, Y. Accelerated Damage and Deterioration Mechanism of Concrete in Saline Soil Area and Reliability Analysis Based on Wiener Progress. J. China Univ. Min. Technol. 2021, 50, 265–272+288. [Google Scholar]
- Wen, X.; Weng, X.; Zhang, J.; Zhang, J. Characteristics of Sulfate Corrosion Resistance of Pavement Base and Precaution Measures. J. Highw. Transp. Res. Dev. 2015, 32, 36–40. [Google Scholar]
- Kou, J.; Li, L.; Shi, J. Experimental Study on Durability and Mechanical Properties of High Ductile Concrete under Long-Term Sulfate Attack. KSCE J. Civ. Eng. 2022, 26, 1793–1802. [Google Scholar] [CrossRef]
- Li, P.; Zhao, G.; Li, L.; Shao, W.; Yao, M. Bored piles’ vertical bearing strength evolution in sulfate saline soil. J. Harbin Inst. Technol. 2017, 49, 84–89. [Google Scholar]
- Zhao, G.; Li, P.; Fan, H.; Li, L.; Cui, J. Influence of Chloride-sulfate Attack on Degradation and Sulfate Diffusion of Cast-in-Situ Concrete Structures Subjected to Wet-dry Cycles. J. Tongji Univ. Nat. Sci. 2018, 46, 1637–1645+1744. [Google Scholar]
- Ouyang, W.Y.; Chen, J.K.; Jiang, M.Q. Evolution of surface hardness of concrete under sulfate attack. Constr. Build. Mater. 2014, 53, 419–424. [Google Scholar] [CrossRef]
- Chen, Z.F.; Liu, G.F.; Peng, G.J.; Li, S.C. Mechanical Properties and Microstructure Characteristics of Manufactured-Sand Concrete Under Coupled Effect of Salt Erosion and Freeze-Thaw Cycles. Sci. Adv. Mater. 2018, 11, 555–562. [Google Scholar]
- Chen, S.; Ren, J.; Li, Y.; Ren, X.; Song, Y.; Sun, J. Macroscopic and Mesoscopic Deterioration Behaviors of Concretes under the Coupling Effect of Chlorine Salt Erosion and Freezing–Thawing Cycle. Materials 2021, 14, 6471. [Google Scholar]
- Chen, S.; Ren, J.; Ren, X.; Li, Y. Deterioration laws of concrete durability under the coupling action of salt erosion and drying-wetting cycles. Front. Mater. 2022, 9, 1003945. [Google Scholar] [CrossRef]
- Yang, D.; Yan, C.; Liu, S.; Jia, Z.; Wang, C. Prediction of Concrete Compressive Strength in Saline Soil Environments. Materials 2022, 15, 4663. [Google Scholar] [CrossRef] [PubMed]
- Zheng, S.; Qi, L.; He, R.; Wu, J.; Wang, Z. Erosion damage and expansion evolution of interfacial transition zone in concrete under dry-wet cycles and sulfate erosion. Constr. Build. Mater. 2021, 307, 124954. [Google Scholar] [CrossRef]
- Bastidas-Arteaga, E.; Sánchez-Silva, M.; Chateauneuf, A.; Silva, M.R. A Chateauneuf, MR Silva. Coupled reliability model of biodeterioration, chloride ingress and cracking for reinforced concrete structures. Struct. Saf. 2008, 30, 110–129. [Google Scholar]
- Kozubal, J.; Wyjadłowski, M.; Steshenko, D. Probabilistic analysis of a concrete column in an aggressive soil environment. PLoS ONE 2019, 14, e0212902. [Google Scholar] [CrossRef] [PubMed]
- Momeni, E.; Nazir, R.; Armaghani, D.J.; Maizir, H. Prediction of pile bearing capacity using a hybrid genetic algorithm-based ANN. Measurement 2014, 57, 122–131. [Google Scholar] [CrossRef]
- Baydjanov, D.O.; Abdrakhmanova, K.A.; Kropachev, P.A.; Rakhimova, G.M. Modified concrete for producing pile foundations. Mag. Civ. Eng. 2019, 86, 3–10. [Google Scholar]
- Kolovos, K.G.; Asteris, P.G.; Cotsovos, D.M.; Badogiannis, E.; Tsivilis, S. Mechanical properties of soilcrete mixtures modified with metakaolin. Constr. Build. Mater. 2013, 47, 1026–1036. [Google Scholar] [CrossRef]
- Sarir, P.; Shen, S.L.; Arulrajah, A.; Horpibulsuk, S. Concrete wedge and coarse sand coating shear connection system in GFRP concrete composite deck. Constr. Build. Mater. 2016, 114, 650–655. [Google Scholar] [CrossRef]
- Yan, F.; Lin, Z.; Yang, M. Bond mechanism and bond strength of GFRP bars to concrete: A review. Compos. Part B Eng. 2016, 98, 56–69. [Google Scholar]
- Siamphukdee, K.; Zou, R.; Collins, F.; Shayan, A. Modeling Steel-Concrete Bond Strength Depletion during Corrosion. ACI Mater. J. 2018, 115, 267–277. [Google Scholar]
- Yu, B.; Tao, B.; Liu, Y.; Liu, S. Probabilistic prediction model of elastic modulus based on compressive strength of concrete. Concrete 2017, 10, 7–11. [Google Scholar]
Name | Producer | Notes |
---|---|---|
Cement | Iran Delijan | 42.5 strength grade |
Mineral powder | Iran Sepahan | 40% dosage |
Silica fume | Iran Azna | 40% dosage |
Sand | Iran Razani | / |
Crushed/pebble | Iran Zanbourak | Apparent density 2680 g/cm3 |
Water reducer | Persian White | 0.6% dosage |
Air-entraining agents | Persian White | 0.01% dosage |
Mixing water | / | drinking water |
Condition | Cement | Mineral Powder | Silica Fume | Sand | Crushed/Pebble | Water Reducer | Air-Entraining Agents | Mixing Water | Total Rubber Material |
---|---|---|---|---|---|---|---|---|---|
C20 | 170 | 128 | 22 | 859 | 924 | 1.58 | 0.0262 | 165 | 320 |
C40 | 223 | 168 | 29 | 812 | 968 | 2.52 | 0.0420 | 160 | 420 |
C50 | 251 | 189 | 33 | 746 | 989 | 2.84 | 0.0473 | 142 | 473 |
Strength Grade | Mixing Water | Corrosion Mode | Simulation Partition |
---|---|---|---|
C20 | Erosion solution | Full immersion drying cycle | Soaking zone |
C20 | Erosion solution | Semi-soaking drying cycle | Adsorption zone |
C20 | Erosion water | Rapid freeze-thaw test | Freeze-thaw zone |
C40 | Erosion solution | Full immersion drying cycle | Soaking zone |
C40 | Erosion solution | Semi-soaking drying cycle | Adsorption zone |
C40 | Purified water | Rapid freeze-thaw test | Freeze-thaw zone |
C50 | Erosion solution | Full immersion drying cycle | Soaking zone |
C50 | Erosion solution | Semi-soaking drying cycle | Adsorption zone |
C50 | Purified water | Rapid freeze-thaw test | Freeze-thaw zone |
Soil Layer Type | Thickness (m) | Severe γ (kn/m3) | Cohesion c (kPa) | Internal Friction Angle φ (°) | Compression Modulus Es (MPA) | Poisson Ratio μ |
---|---|---|---|---|---|---|
Salinized poorly graded sand | 7.74 | 19 | 8 | 26 | 19 | 0.3 |
Salinized soft soil | 1 | 16 | 14 | 15.5 | 3 | 0.36 |
Salinized clay | - | 17 | 32 | 17 | 12 | 0.31 |
Concrete Grade | Erosion Condition | 5 Years After Construction | 10 Years After Construction | 20 Years After Construction |
---|---|---|---|---|
C20 | Soaking zone | 25.748 | 23.965 | 20.761 |
Adsorption zone | 24.565 | 22.155 | 18.022 | |
Freeze-thaw zone | 25.866 | 24.075 | 20.856 | |
Other | 25.866 | 24.075 | 20.856 | |
C40 | Soaking zone | 36.197 | 34.175 | 30.462 |
Adsorption zone | 35.246 | 32.838 | 28.505 | |
Freeze-thaw zone | 35.565 | 33.890 | 30.772 | |
Other | 35.565 | 33.890 | 30.772 | |
C50 | Soaking zone | 39.314 | 37.538 | 34.221 |
Adsorption zone | 39.216 | 36.766 | 32.317 | |
Freeze-thaw zone | 38.261 | 37.068 | 34.785 | |
Other | 38.261 | 37.068 | 34.785 |
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Wang, D.; Yang, X.; Zhang, S.; Chen, C.; Zhao, Y. Long-Term Bearing Capacity of Concrete Pile Composite Foundation under Composite Salt Erosion. Buildings 2024, 14, 289. https://doi.org/10.3390/buildings14010289
Wang D, Yang X, Zhang S, Chen C, Zhao Y. Long-Term Bearing Capacity of Concrete Pile Composite Foundation under Composite Salt Erosion. Buildings. 2024; 14(1):289. https://doi.org/10.3390/buildings14010289
Chicago/Turabian StyleWang, Dongqing, Xiaohua Yang, Shasha Zhang, Chi Chen, and Yanhu Zhao. 2024. "Long-Term Bearing Capacity of Concrete Pile Composite Foundation under Composite Salt Erosion" Buildings 14, no. 1: 289. https://doi.org/10.3390/buildings14010289
APA StyleWang, D., Yang, X., Zhang, S., Chen, C., & Zhao, Y. (2024). Long-Term Bearing Capacity of Concrete Pile Composite Foundation under Composite Salt Erosion. Buildings, 14(1), 289. https://doi.org/10.3390/buildings14010289