Research Article  Open Access
Lei Yan, Gang Wang, Min Chen, Kefeng Yue, Qingning Li, "Experimental and Application Study on Underpinning Engineering of Bridge Pile Foundation", Advances in Civil Engineering, vol. 2018, Article ID 5758325, 13 pages, 2018. https://doi.org/10.1155/2018/5758325
Experimental and Application Study on Underpinning Engineering of Bridge Pile Foundation
Abstract
In order to study the theory and application of the pile foundation underpinning technology, 3 local node models of underpinning structures with a similarity ratio of 1/1 were made and the progressive repeated static loading tests were conducted. The shear and antislip properties of the joint are studied, and the improved formula for calculating the shear capacity is proposed. The results show that a planting bar plays a major role in shear resistance, and the hoop rate can improve the shear capacity of the interface. The new formula for calculating the shearbearing capacity is proposed, and the calculation results of the formula of shearbearing capacity are in good agreement with the experiment results. It is completely feasible to use this formula to calculate the shearbearing capacity of the pile foundation underpinning structure. During the test, the bearing capacity of the model is good, which proves the reliability of the underpinning technology is good, and it can provide experimental and theoretical basis for the underpinning of similar projects.
1. Introduction
Pile underpinning technology can not only effectively protect existing buildings but also solve the problems of urban transportation and underground space construction [1–6]. In the process of strengthening the early Winchester Cathedral, the submersible workers used the underwater digging technology to reach the gravel layer after crossing peat and silt and then filled it with concrete to carry out the underpinning construction [7]. After World War II, the pile underpinning technology was applied in many German projects, and a series of theoretical research studies were carried out, and the underpinning technology was listed as its industrial standard [8]. Underpinning construction was adopted on line 9 of the Berlin subway so that the subway tunnel can be constructed normally [9]. In the Swedish Imperial Palace, built in the middle of the eighteenth century, the side hall inclines due to the wood pile foundation and uneven thickness foundation soil, and the effect was remarkable after the pile foundation underpinning method was selected [10]. An active underpinning technology was adopted in Kyoto Metro Station of Japan, and the underpinning structure could meet the design requirements by controlling the settlement of piles [11].
The underpinning technology in China started relatively late, but with the massive construction of the national infrastructure, the number and scale of underpinning projects continue to grow. The underpinning technology was used for the first time on line 1 of the Guangzhou subway; in addition, the underpinning technology was adopted in the construction process of Guangzhou subway lines 2–6 [12]. On the basis of a large number of theoretical and experimental research studies, the active underpinning technology is used to cross the department store, and the implementation of a realtime monitoring technology in the process of construction has been used to ensure the reliability of the project [13]. The ChengMianLe Passenger Dedicated Railway which cuts through the Expressway Elevated Bridge of Airport and underpins the two piers, respectively, in the form of “two piles to support a cap” [14]. The singlespan integral girder was used to underpin two piers in the bridge of the Shenzhen subway cut through GuangzhouShenzhen Railway, and the train continued operation during the underpinning construction [15].
In summary, the current pile underpinning technology mostly relies on construction experience, but the theoretical and experimental studies are relatively few. The specification for the underpinning technology of our country has not yet been formally promulgated. At present, the design of the underpinning structure is fully referred to the relevant design specifications of the concrete structure, but the study on the shear calculation model and the practical formula of the concrete structure is relatively few, only the semitheoretical and semiempirical formulas. Based on this, the trussarch model is used to analyze the shearbearing capacity of the underpinning structure, and the correctness and reliability of the proposed formula are verified by the comparison of the theoretical and experimental results. Through the research of this paper, we hope to provide experimental and theoretical support for similar projects.
2. Engineering Description
The practical project (Figure 1) is a concrete continuous beam bridge with a different shape located in the west of China. Its girder is made of concrete with the width of 15.25 m–35 m and the total length of 75 m and composed of four continuous units with a span arrangement of 22.569 m + 5.529 + 22.107 m + 22.936 m. The section of the pier which would be underpinned is 2.5 m × 1.3 m × 10 m. A pier cap under the pier is 6.5 m long, 6.5 m wide, and 2 m high. Four piles with a diameter of 1.5 m and height of 35 m were under the cap.
According to the specific parameters of the underpinned structure, the size of the prestressed concrete underpinning structure is 20.3 m long, 8.7 m wide, and 3.5 m high, respectively. C50 waterproof concrete is used in the underpinned structure. The regular reinforcement is HRB335, and the prestressed reinforcement adopts a highstrength and lowrelaxation steel strand, whose tensile strength standard (f_{py}) value is 1860 MPa and modulus of elasticity (E_{P}) is 195 GPa. The diameter of the underpinning pile is 2 m, and the pile length is 73 m and 64 m. In addition, the strength of the concrete is C30. The size of the concrete underpinning structure is shown in Figure 2.
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3. Experimental Design
3.1. Model Design
In this paper, a local 1 : 1 joint model of the underpinning beam and existing bearing platform connection was studied. Three specimens were designed, numbered J1, J2, and J3, respectively. The concrete strength of the existing cap in the local model is C35, and the diameter of the steel bar is 16 mm. In the local model, 8 HRB335 steel bars with a diameter of 25 mm were adopted by the connecting beam and the existing cap.
The strength of the dragging beam is C50, and HRB335 ribbed bars with a diameter of Φ32 mm were used for longitudinal reinforcement. The diameter of the stirrup of specimens J1 and J2 is 8 mm, and the diameter of the stirrup of J3 is 10 mm. The spacing between stirrups is 50 mm. The specific size and reinforcement of the underpinning beam are shown in Figure 3. The specimens are shown in Figure 4.
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The specific parameters of the three specimens after completion are shown in Table 1.

3.2. Material Tests
The bearing platform and underpinning beam are built two times. The strength of the bearing platform concrete is C35, the strength of the underpinning beam concrete is C50, and the steel bar HRB335 was used. The mechanical properties of the materials are shown in Tables 2 and 3.


In conclusion, the performance of concrete and steel bars can satisfy the experimental requirements.
3.3. Experimental Design
The 2000T microcomputercontrolled electrohydraulic servo compression shear test machine was adopted in this experiment. The loading accuracy is 50 kN, and the length of the test machine is 5 m, which can meet the loading requirement of this test. The test system is composed of displacement meters and resistance strain gauges. The data on sensors are measured by the static data acquisition system. The loading device and the acquisition system are shown in Figure 5.
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During the loading process, each specimen was tested by the progressive cycle mode. The specimens are loaded before and after yield, respectively, according to the load and displacement control style. When the load control style was used, the 150 kN repeated loading test was carried out two times: at first, 200 kN was taken as the load in the first stage and repeated loads to 3000 kN were applied next; after that, cyclic loading was applied at the 100 kN level until the specimen was yielded. After yielding, the maximum displacement value δ of the specimen is given; thereafter, the load was loaded at the 0.5δ level, and each stage was repeated 3 times until the specimen was destroyed.
The main contents are steel strain, concrete strain, and vertical deformation. Strain gauges were arranged on the steel bar and concrete surface (Figures 6 and 7). Displacement sensors were arranged in the vertical direction of the specimen (Figure 8).
4. Analysis and Study on Experimental Phenomena
4.1. J1 Specimen
At the initial stage of loading, the load control was adopted. When the load was increased to 700 kN, there were a number of transverse cracks at the interface between the new and old concrete at the bottom of the specimen, the length of the crack was up to 8 cm, and the width of the crack was up to 0.1 mm. When the load was increased to 800 kN, the crack at the bottom of the specimen continued to develop to the side, the crack length was up to 12 cm, and the maximum width of the crack was up to 0.2 mm. Since then, before the load reaches 1200 kN, with the increase of load, the number of vertical cracks increases, and the length and width of original cracks increase. Starting from 1200 kN, the diagonal cracks appeared between the support and the loading point, and with the increase of load, vertical cracks and diagonal cracks alternated. When the load was increased to 2000 kN, the partial stirrups began to yield and the maximum width of cracks was 0.5 mm. Thereafter, the displacement control was adopted, and there was a big cracking sound when the vertical displacement reached 4.6 mm. When the displacement was loaded to 5.04 mm, the loading force reached 3750 kN, the load had a short stoppage, and there was internal force redistribution of the structure. When the loading force reached 5343 kN, the loading force no longer increased and the specimen was severely cracked and destroyed. The specific form of destruction is shown in Figure 9.
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4.2. J2 Specimen
At the initial stage of loading, the load control was adopted. When the load was increased to 700 kN, there were multiple transverse cracks at the interface between the new and old concrete at the bottom of the specimen. When the load was increased to 800 kN, the bottom cracks developed to the side, forming multiple vertical fractures, the length of the crack was up to 6 cm, and the width was up to 0.1 mm. When the load was increased to 1200 kN, the number and length of vertical cracks increased significantly. There were more diagonal cracks between the loading point and the bearing, after the load started from 1200 kN.
When the load was increased to 2100 kN, the maximum width of the crack was up to 0.6 mm. Thereafter, the displacement control was adopted. When the displacement was loaded to 5.92 mm, the loading force reached 5706 kN, the load had a short stoppage, and there was internal force redistribution of the structure. When the loading force was increased to 5343 kN, the loading force no longer increased, a large number of horizontal and oblique cracks appeared in the bottom of the beam, and the specimen was severely cracked and eventually destroyed. The specific form of destruction is shown in Figure 10.
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4.3. J3 Specimen
The loading method of J3 is the same as that of J2. When loading force was increased to 800 kN, there were multiple transverse cracks at the interface between the new and old concrete at the bottom of the specimen, the maximum length of the crack was 10 cm, and the maximum width was 0.15 mm. When the load was increased to 1000 kN, the cracks at the bottom expanded to the side to form vertical cracks, and the longest crack reached 30 cm. From the beginning of 1600 kN, there was a slanting crack between the loading point and the bearing; the number, length, and width of the cracks increased in varying degrees with the increase of load. When the load was increased to 3700 kN, the maximum width of the crack was up to 0.6 mm.
After that, the displacement control was adopted. When the maximum load was increased up to 7098 kN, there were many transfixion cracks at the bottom of the beam, the oblique cracks were more and more wide, and there were interlaced cracks at each end of the specimen. With the increase of loading displacement, the load value no longer increased, but the maximum displacement of the beam bottom reached 9.0 mm. Finally, the specimen was damaged. The form of destruction is shown in Figure 11.
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5. Experimental Result
5.1. The Deformation Curve of Each Point of the Specimens
Figures 12–14 show the measuring points deformation of different specimens. The analysis results show that the relative deformation of the 3 specimens at the initial stage of loading was relatively small. With the increase of load, the displacement difference between new and old concrete gradually increased, which indicated the vertical slip between new and old concrete. By analyzing the data from the whole loading process, we can see that the maximum sliding volume of the three specimens is 2.72 mm, 3.03 mm, and 1.38 mm, respectively.
5.2. Analysis of Bearing Capacity and Failure Form
Figure 15 shows the relationship between deflection and load of specimens. It can be seen from Figure 15 that, at the initial stage of loading, the load displacement curve of each specimen was basically linear, the specimen was in the elastic stage, and the initial stiffness of the specimen was large and the deformation was small. Before the load was increased to 5343 kN, the slippage of the J1 specimen increased with the increase of load, but then the midspan deflection did not increase with load. The load was loaded after 5343 kN, and then the load did not continue to increase, but the deflection continues to increase, indicating that the specimen J1 was damaged when the load was increased to 5343 kN, and the load value is the ultimate load of the specimen. Similarly, J2 and J3 specimens are destroyed at 5706 kN and 7098 kN, respectively.
It can be seen from the relationship between midspan deflection and the load of the 3 specimens that the deflection load curve of J1 and J2 specimens is very close. When J3 is compared to J1 and J2, the load value added for the same deflection value is less than that of J1 and J2, and the main reason for the above phenomenon is that the stirrup diameter of the J3 specimen is 10 mm, while the stirrup diameter of the J1 and J2 specimens is 8 mm. Therefore, the stirrup ratio of the specimen has a greater influence on the bearing capacity of the structure, and the greater the stirrup ratio, the greater the stiffness of the specimen. The bearing capacity and cracks of the three specimens are compared and analyzed. The failure modes of the specimens of J1, J2, and J3 were all splitting failure through the development of the cracks in the test parts and the ultimate fracture direction and width. The bearing capacity and failure modes of the specimens are shown in Table 4.

5.3. Strain Analysis of Stirrups
Figure 16 shows the relationship between the stirrup strain and load of the J1 specimen, and the stirrups were numbered from left to right. It can be seen from Figure 16 that the stirrup does not produce excessive strain before 1000 kN, which is not obviously involved in resisting load. With the increase of the load, the strain increases on the stirrups, gradually exerting antishear action. Through the numerical analysis, it is found that the stirrup at the interface between the old and the new concrete is first involved in the work, and then the stirrups on both sides of the interface work in turn.
The relationship between the stirrup and the load in Figure 17 (J2 specimen) and Figure 18 (J3 specimen) is basically the same as that of the J1 specimen. When the load reaches 1000 kN, the stirrup is involved in the work, and the yield load of the stirrup is 3500 kN and 4500 kN, respectively. Figure 19 shows the strain curves of the first yielding stirrup of 3 specimens with load variation as well. It is also seen that the load increases from the beginning of the 1000 kN stirrup strain.
5.4. Strain Analysis of Longitudinal Bar
Figure 20 shows the longitudinal bar strain curve of the J1 specimen. From the diagram, the strain rate of longitudinal reinforcement and concrete is less than that of 1200 kN before loading. At 1200 kN, the stress of the specimen was redistributed and the change rate of the lower longitudinal reinforcement strain increased, which indicated that the concrete at the bottom of the specimen was cracked, the concrete near the longitudinal reinforcement was out of work, only the longitudinal reinforcement was pulled, and the stress of the longitudinal reinforcement increased, as well as the strain. When the load was increased to 4500 kN, the lower longitudinal bars yield, and the specimen was not damaged at this time.
Figure 21 shows the longitudinal bar strain curve of the J2 specimen. From the diagram, it can be seen that the strain rate of the longitudinal reinforcement and the concrete is less than that of the concrete before 1000 kN loading. At 1000 kN, the stress of the specimen is redistributed and the change rate of the lower longitudinal reinforcement strain increases, which indicates that the concrete at the bottom of the specimen is cracked, the concrete near the longitudinal reinforcement is out of work, only the longitudinal reinforcement is pulled, the stress of the longitudinal reinforcement increases, and the strain increases. When the load is 4000 kN, the longitudinal bars at the bottom of specimen appear yield and the specimen is not damaged at this time.
Figure 22 shows the longitudinal bar strain curve of the J3 specimen. It can be seen from the diagram that the strain rate of longitudinal reinforcement and concrete is smaller than that of concrete before 1200 kN loading. When the load is 1200 kN, the stress of the specimen is redistributed and the change rate of the strain of the lower longitudinal reinforcement increases, which indicates that the concrete at the bottom of the specimen is cracked, the concrete near the longitudinal reinforcement is out of work, the external load is only drawn from the longitudinal reinforcement, the stress of the longitudinal reinforcement increases, and the strain increases. When the load is 4500 kN, the lower longitudinal bars yield, and the specimen is not damaged at this time.
5.5. The Formulation of Practical Theoretical Formulas for Pile Foundation Underpinning
At present, the trussarch model is widely used in the shear calculation of concrete structures [16, 17]. It is considered that the shear capacity of reinforced concrete structures is composed of the shear force of the truss tie rod, the shear force of the truss strut, and the shear force assumed by the arch [18–21]. The shearbearing capacity of the underpinning structure can be expressed as follows:where is the shear force for the truss rod, is the shear force for the concrete oblique compression bar in the truss model, and is the shear force for the arch model.
According to the calculation formula of , , and , in addition to considering the yield of the planting bar, the longitudinal reinforcement, the diagonal pressure angle value, and the concrete softening coefficient are taken into consideration in the calculation of the shear model. The following formula can be obtained:where is the reinforcement ratio for the stirrup; z is the distance between the two longitudinal ribs in the height direction of the member’s section; , , , and are the tensile strength design value of stirrups, prestressing tendons, concrete, and rebar; is the effective width of the section; is the angle between the tensile surface and the horizontal plane; , , and are the ratio of reinforcement for the prestressed tendon, tensile steel bar, and planting bar; is the softening coefficient; is a constant related to the shear span ratio and ; and is the design value for compressive strength of concrete.
In the analysis of the truss model, the angle between the concrete baroclinic bar and the horizontal axis is changed, and it is generally believed that the baroclinic angle changes (26.6° ≤ α ≤ 45°). In China’s code, the shear force coefficient calculated by the shear capacity formula is 1, equivalent to the 45degree angle of the baroclinic angle. This value is partial to safety. In order to give full play to the shear effect of the stirrups and ensure that the structure has a certain margin of safety, the value of the baroclinic angle is calculated to be 38 degrees.
For the convenience of research, the concrete compressive bar is simplified as a straight compression bar in the trussarch model. Because there are many cracks in the concrete diagonal bar, if there is a lack of restraint on the diagonal bar, it will lead to the weakening of the concrete strength, that is, the softening of concrete. Under the trussarch model, many scholars have carried out a lot of research studies on the softening phenomenon of concrete. By using the softening coefficient to reduce the strength of concrete, scholars at home and abroad have taken the reference value of the softening coefficient as follows:
Referring to the formula and taking into account the full utilization and safety of concrete, the formula is corrected as follows:where represents the axial compressive strength of concrete. When the softening coefficient is less than 0.5, the softening coefficient is 0.5.
The shear capacity of the three specimens under the theoretical formula is obtained by substituting the experimental values into Equation (2). The theoretical values and the experimental values are compared and analyzed. The contrast results are shown in Table 5.

As shown in Table 5, the deviation of theoretical calculation and experimental results is 5.9%, 11.8%, and 12.6%, respectively. The reasons for the deviation are that the actual stirrup spacing is less than the design value and the vertical infill steel bar is located at the connecting parts of new and old concrete. In order to further verify the correctness of the theoretical formula proposed in this paper, the experimental parameters of the literature [22] are taken into formulas (3–15), and the theoretical and experimental comparison is shown in Table 6.

In conclusion, the calculation formula proposed in this paper has less calculation deviation and higher reliability for the new and old concrete structure. Therefore, the formula is completely feasible in calculating the shearbearing capacity of the underpinning structure.
6. Conclusions
In this paper, based on the actual project, the local 1 : 1 model experiment has been carried out on the joint connection which is in the form of “chiseling + planting bar + spray surface of building glue.” The following conclusions are obtained as follows:(1)The underpinning structure with the connection mode of “chiseling + planting bar + spray surface of building glue” has higher shearbearing capacity, and it can meet the loadbearing capacity requirements of the structure.(2)The hoop ratio of underpinning structures has a greater effect on the shear capacity of the structure. The higher the hoop ratio, the stronger the shear capacity.(3)At the initial stage of loading, the planting bars are not involved in the work. With the increase of the load, the transverse crack is produced by the model, the reinforcement of the planting bars begins to be pulled by the tensile stress, and the dowel action is produced on the new and old concrete interface. The shear resistance of the implanted bars is assumed by the bonding shear force at the initial loading stage, the shear friction force after the interface cracking, and the dowel action.(4)The experimental and theoretical analysis results show that the formula of shearbearing capacity of the pile foundation underpinning structure is simple and reliable and can be applied to the calculation of the shear capacity of the new and old concrete in the underpinning structure.
Data Availability
The data used to support the findings of this study are available from the corresponding author upon request.
Conflicts of Interest
The authors declare that they have no conflicts of interest.
Authors’ Contributions
Lei Yan and Gang Wang equally contributed to the work.
Acknowledgments
The research presented herein was supported by the National Natural Science Foundation of China (No. 51508453), Science and Technology Research Project of Chongqing Municipal Education Commission (No. KJQN201801223), 2011 Collaborative Innovation Center of Chongqing, Natural Science Foundation Project Chongqing CSTC (cstc2018jcyjAX0360, 2015jcyjA00022, and 2017jcyjAX0085), Technological Innovation and Demonstration Project of Chongqing Municipal Science and Technology Commission (cstc2018jscxmsyb0517), Innovation Team Construction Project of Chongqing (No. CXTDX201601034), Project of Disaster Prevention, Reduction and Safety Innovation Team of Engineering Structure in Three Gorges Reservoir Area of Chongqing Three Gorges University, and Project of Chongqing Three Gorges University (17ZP08, 17RC06, and 17ZZ03).
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Copyright
Copyright © 2018 Lei Yan et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.