Advances in Civil Engineering
Volume 2021 (2021), Article ID 5511959, 14 pages
https://doi.org/10.1155/2021/5511959

Research Article

Research on Crushing Concrete Members by High-Voltage Pulse Discharge Technology

Xiaodong Wang, Jiaxu Du, and Ningjing Li

School of Architectural and Civil Engineering, Harbin University of Science and Technology, Harbin 150080, China

Correspondence should be addressed to Xiaodong Wang; wangxiaodong-hit@126.com

Received 22 February 2021; Revised 30 April 2021; Accepted 7 May 2021; Published 24 May 2021

Academic Editor: Piotr Smarzewski

Copyright © 2021 Xiaodong Wang 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.

Abstract.

High-voltage pulse discharge (HVPD) is an energy-saving, efficient, and green technique, which has broad prospects in concrete crushing. The finite element models of the concrete beam, slab, and column segments were established with ANSYS/LS-DYNA finite element software. Based on the principle of equal impact pressure, the shock wave generated by the fuse explosion caused by HVPD of 50 kJ is equivalent to the impact load of explosive blasting, and the stress of concrete beam segment was analyzed. The finite element models of the concrete beam sections were established to investigate the influence of diameter and spacing of the holes on the crushing effect of concrete beam segments. The width × height of each beam segment is 400  mm × 800  mm, and there are six types of beam segment length: 600 mm, 700 mm, 800 mm, 900 mm, 1000 mm, and 1100 mm. Two holes are drilled vertically on the surface of the width × length of each beam segment. The spacing of holes corresponding to beam segments of each length type is 200 mm, 300 mm, 400 mm, 500 mm, 600 mm, and 700 mm, respectively. The hole depth of each beam segment is 650 mm, and there are three types of aperture: 30 mm, 50 mm, and 70 mm. The analysis results show that the crushing effect of concrete beam segments increases with the increase of aperture and the decrease of hole spacing. According to the crushing effect of the beam segments, the aperture of 50 mm, the spacing of 400 mm, and the hole end (edge) spacing of 250 mm were determined as the optimal hole layout scheme. The finite element models of concrete slabs and columns were established. The square concrete slab thickness is 140 mm and side length is 700 mm, 800 mm, and 900 mm, respectively. Double-row holes were arranged in the slabs and the aperture is 50 mm and the hole spacing is 200 mm, 300 mm, and 400 mm, respectively. The section sizes of concrete columns are 500  mm × 500  mm, 600  mm × 600  mm, and 700  mm × 700  mm, respectively, and the aperture is 50 mm and the hole distance is 400 mm. According to the results of analysis, the optimal hole distribution scheme of concrete slab and column is chosen as the aperture of 50 mm and hole distance of 400 mm. The principle of the layout of multirow holes is that the spacing of row is not more than 400 mm, and the margin is not more than 250 mm.

1. Introduction

HPVD refers to the accumulation of low power energy for a period of time and then release high power energy for a short time [1]. In the mid-20th century, the Soviet Union has used the principle of hydroelectric effect to dismantle concrete foundation, but it was not popularized [2]. Then, the Ukrainian Academy of Sciences developed the electrohydraulic crushing device, which dismantled the whole concrete block with an efficiency of 3 m³/h. The Moscow Power Professional Installation Company adopted a new type of chemical mixture electrolyte in the application of the device. The electrolyte can release extra energy after chemical reaction after HPVD, thus increasing the impact pressure action time on the concrete structure and improving the concrete demolition capacity to 6∼8 m³/h [3]. Bluhm et al. from the Karlsruhe Research Center in Germany developed a semi-industrial prototype for concrete crushing and recycling. The equipment can be used to recycle large volumes of concrete after crushing, and the working efficiency can reach 1000 kg/h [4]. After 2000, the Russian Academy of Sciences has developed a HPVD device which can be used for the crushing of electrohydraulic effect. The device can form a strong shock wave in the concrete predrilling and make it broken, which has important value for engineering application [5]. Hitachi Shipbuilding Co., Ltd., in Japan has manufactured ESG-7K2 discharge shock generating device [6], which has been applied to the demolition of concrete and masonry buildings, the maintenance of road and bridge structures, rock breaking, underwater cleanup and other practical projects, and achieved good results. The energy consumption of the equipment is 0.1–0.2 kW·h/m³. NASA has also mined the moon’s rocks using a HPVD crushing technique. With the continuous improvement of the research level of pulse power, the HPVD crushing technology is gradually extended to the fields of mining engineering, environmental engineering, geotechnical engineering, construction engineering, and so on, showing a good application prospect.

As urbanization picks up, the demolition demand is continuously on the rise, for the reasons as follows:

(1)The requirements for living environment have been increased. Taking China as an example, there are over 60 billion m² of existing buildings [7], and the previous small rooms, column nets, and apartments can no longer satisfy the high requirements of production and living.(2)The reliability level of building structure design was low in the past, and the reliability level of structure decreased with the change of material quality over time. So, the building would not be safe. According to the preliminary investigation, 30%–50% of the buildings in China already have some problems such as functional degradation or safety failure [8], which need to be demolished.(3)Some buildings must be demolished because of the development of urban planning and road network planning.

The HPVD technology has the advantages of high efficiency, low pollution, noise control, and no harmful gas [9–11]. It can make up for the traditional mechanical, blasting concrete crushing technology such as high cost, long period, and the shortcomings of low efficiency [12], especially suitable for the environment, security restrictions to demand higher population intensive areas.

Although there are some experimental studies on HVPD technology, the experimental data are inadequate and mostly for the purpose of rock crushing [13–15]. There is a big difference between rock and concrete in mechanical properties and material composition, so the research results obtained from rock crushing cannot be directly applied to concrete, and from the material composition of rock which can be considered to be composed of a single material; concrete material composition is more complex [16]. So, the finite element analysis models of concrete beam, slab, and column sections were established by ANSYS/LS-DYNA software. The impact load formed by HPVD is applied to the concrete members to analyze the whole process. The influence of different parameters on the crushing effect was inspected, such as hole diameter, spacing, row spacing, and end (edge) spacing. Then, the concrete structure crushing optimal scheme by HVPD technology was proposed.

2. Principle of HVPD Crushing

There are three types of HVPD crushing technology as follows:

2.1. Fuse Explosion Method

By fuse explosion breaking method, the drill bit is inserted into the crack of the broken object, and the metal fuse is wound between two electrodes of the drill bit. The wire rises sharply in temperature by the high-voltage impact current, and a plasma forms from the fuse and expands rapidly. Then, the surrounding objects are subjected to strong impact loads, which will be broken [17].

2.2. Electrohydraulic Effect Method

This method was put forward by the Soviet scholar Yutkin and applied in stamping, crushing, and sand cleaning of castings. The main process of the work is to drill holes in the object and place the discharge electrode into the holes filled with electrolyte (usually copper sulfate). When the high-voltage impulse current is introduced, the electrons and molecules in the electrolyte collide and cause electron avalanche, which is converted into plasma. The plasma expands instantaneously and exerts an impact pressure on the surrounding objects, and then breaking is caused [18].

2.3. Direct Discharging Method

By this method, the object is immersed in the electrolyte, and the two electrodes are placed on the surface at a certain spacing. When the impulse voltage is applied, the interior of the object between the electrodes is broken down to form a plasma channel. Then, the object will be broke down with the expansion of plasma [19].

Compared with the three crushing methods mentioned above, the direct discharge method requires the highest output voltage, so the volume, dead weight, and cost of the equipment are also the highest. That is often used in mass engineering such as rock excavation. The electrohydraulic effect method has higher requirement on the quality of electrolyte. So, the electrolyte cannot be broken down during the operation. That not only affects the construction efficiency but also may lead to the high-voltage current breakdown equipment, leading to safety accidents. The fuse explosion technology has the advantages of good discharge reliability, low voltage, small volume, and cost and is more suitable for construction engineering. In this paper, the theory of concrete crushing is studied based on the technology of fuse explosion.

3. The Model of HVPD Concrete Crushing

Based on the characteristic of the impact load caused by HVPD, the whole process of the concrete beams, slabs and, columns was simulated and analyzed by the ANSYS/LS-DYNA software.

3.1. Material Model

It is assumed that the concrete material is average and isotropy, and the sealing material covered on the borehole to prevent punching has the same physical characteristics as concrete to facilitate the observation of the development of cracks. MAT_72R3 (Concrete_Damage_Rel3) is adopted to simulate concrete, which can reflect the dynamic response of concrete members under impact load [20], and the unit length is 10 mm. The yield surface and constitutive relation of the MAT_72R3 model is shown in Figure 1. It can be seen from Figure 1 that the model consists of three parts: initial yield surface, failure surface, and residual strength surface [21].

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Figure 1: MAT_72R3 material model. (a) Yield surface of concrete model. (b) Constitutive relation of concrete model.

The model can simulate the change of the subsequent yield surface between the initial yield surface and the ultimate yield surface and also simulate the change of the softening surface between the ultimate strength surface and the residual strength surface [22]. Similar to the Concrete_Damage model, the damage parameter is introduced into the subsequent formulas of yield surface and softening surface, and the difference between tension and compression, strain rate effect, and volume damage effect in triaxial tension is considered [23]. The damage and strain rate effect of concrete under impact load can be effectively considered. EOS8 model is introduced to consider the effect of strain rate on the yield strength and damage of concrete. The model reflects the function relationship between the hydrostatic pressure and the volume strain of concrete under tension and compression [24].

The development of cracks is described by adding the failure criterion of MAT_ADD_EROSION. Defining the maximum failure tensile stress may delete the element prematurely, so the compressive and shear effects of these elements that reach the maximum principal stress cannot be considered. The element may be removed prematurely by defining the maximum failure tensile stress. The cracking caused by tension of concrete may be exaggerated, as it is impossible to consider the compressive and shear effects of the deleted elements that reach the maximum principal stress. By defining the maximum principal strain as failure strain and controlling the deletion of concrete element, the cracking of concrete can be effectively simulated.

3.2. Application of Impact Load

The impact pressure caused by electrohydraulic effect is affected by many factors, such as peak pressure, circuit capacitance, and discharge voltage. The release energy of discharge equipment directly affects the impact pressure. Based on the experimental results of shock wave characteristics of discharge in liquid conducted by Touya [25], the empirical formula of shock pressure P in the annular direction of the hole is shown in the following equation:

In this formula, E₁ equals to energy released in liquid and d equals to distance between discharging point and test point.

Based on the principle of equal impact pressure, the impact load of HVPD is equivalent to the shock wave generated by TNT explosive explosion, which acts on the side wall of the borehole in a circular direction. The model of MAT_HIGH_EXPLOSIVE_BURN material built in LS-DYNA program is used for simulation, and the shock wave generated can be propagated as a cylinder from the borehole. The state equation of the model is shown in the following equation:

In this formula, A, B, R₁, R₂, and ω are the constants determined by the test, for example, TNT explosive with density of 1.2 g/cm³ can be taken as A = 741 GPa, B = 689 GPa, ω = 0.35, R₁ = 5.56, and R₂ = 1.65 [26]; V is the relative volume, which is the ratio of the expansion volume of explosive products to the initial volume; and E₀ is the initial internal energy density.

4. Test of Crushing Concrete Members by HVPD

4.1. Test Equipment

A HPVD equipment was designed and manufactured to verify the effect of HVPD crushing concrete structure, as shown in Figure 2. The equipment is composed of ball gap discharge switch, transformer, capacitor, console, distribution box, and so on. The maximum charging voltage is 100 kV, and the peak energy of a single release is 100 kJ. The discharge electrode is shown in Figure 3.

Figure 2: The high-voltage pulse generator.

Figure 3: The discharge electrode.

4.2. The Parameters of Specimens

The compressive strength of the concrete is 40 MPa, the tensile strength is 3.8 MPa, the density is 2300 kg/m³, the elastic modulus is 33.0 GPa, and the Poisson’s ratio is 0.25.

4.2.1. A Concrete Block

The section size of the concrete cube test block is 300  mm × 300  mm × 300 mm, drilling a hole vertically down the center of the upper surface of the concrete block with diameter of 40 mm and depth of 270 mm.

4.2.2. A Reinforced Concrete Slab

The side length of square concrete slab is 1600 mm and the thickness is 140 mm. The longitudinal steel bars with a diameter of 8 mm and a spacing of 200 mm are arranged in both directions in the slab. The tensile yield strength of reinforcement is 380 MPa. The hole row distance is 400 mm, the hole diameter is 40 mm, and the hole depth is 120 mm. The distance from the outermost hole to the edge of the slab is 200 mm.

4.2.3. A Reinforced Concrete Column

The section size of the concrete test column is b × h = 600  mm × 600  mm, and the length is 2.4 m. 8 longitudinal steel bars with a diameter of 14 mm are uniformly arranged in the column. Two rows of holes are drilled vertically down along the upper surface of one side of the column. The spacing of the two rows is 200 mm, the spacing of each row of holes is 300 mm, the diameter of the holes is 400 mm, the depth of the holes is 570 mm, and the distance from the outermost hole to the edge of the column is 200 mm.

4.3. Test Plan

The steps of the HVPC crushing test are first to drill holes in concrete members and then fill the hole with water and insert the electrode. Then, the high-voltage and low-voltage ends of the electrode are connected with aluminum wires. The hole with a covering is sealed, and then the power supply is connected to form a high-voltage pulse to break the concrete member. The working principle of impulse pressure caused by HVPD is shown in Figure 4.

Figure 4: The shock pressure caused by HVPD.

4.4. Analysis of Test Results

The cracking effect of the test concrete block, slab, and column by HVPD method, which was analyzed by the ANSYS/LS-DYNA finite element software, is compared with the test results, as shown in Figures 5–7. It can be seen from Figures 5–7 that the development of concrete cracks formed by simulation analysis agrees well with the experimental results. It shows that the finite element model established in this paper has a certain precision for fracture development.

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Figure 5: Comparison of experimental results and simulation results for a concrete block. (a) The test result. (b) The simulation result.

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Figure 6: Comparison of experimental results and simulation results for a concrete slab. (a) The test result. (b) The simulation result.

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Figure 7: Comparison of experimental results and simulation results for a concrete column. (a) The test result. (b) The simulation result.

5. Simulation of HVPD Crushing Concrete Members

5.1. The Parameters

According to the symmetry of the concrete members, a segment of the concrete member is taken to simulate for simplifying the calculation. A liquid analog, the electrolyte, is provided in the hole and in which the explosive is placed. The effective discharge energy of HVPD is taken as 50 kJ. The top of the hole was blocked to avoid liquid ejecting.

5.2. Analysis of Calculation Results

5.2.1. Analysis of the Whole Process of a Concrete Beam with Single-Row Holes

Take a beam segment with a single row of holes as an example. The section size is width × height = 500  mm × 800  mm, the length is 900 mm, the aperture is 50 mm, the hole spacing is 400 mm, and the end (edge) spacing is 250 mm. The whole process analysis results of the beam segment under impact load are shown in Figure 8.

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Figure 8: The whole process of a loading concrete beam segment with single-row holes. (a) t = 55 μs. (b) t = 75 μs. (c) t = 85 μs. (d) t = 95 μs. (e) t = 120 μs. (f) t = 160 μs.

It can be seen from Figure 8(a) that at the initial stage of concrete beam bearing impact load (0–55 μs), the toroidal compressive stress waves with a small range appeared around the hole. At this time, no cracks formed around the hole. As the stress waves spread out of the hole, tiny cracks began to appear around it. But the stress waves did not intersect between the adjacent holes (t = 75 μs), as shown in Figure 8(b). The stress waves expanded, and the stress waves intersect between the adjacent two holes. At the intersection of the stress waves, a tensile stress perpendicular to the line between the two holes was formed, and the crack centered on the hole extended around (t = 85 μs), as shown in Figure 8(c). When t = 95 μs, as shown in Figure 8(d), the tensile stress formed at the intersection of stress waves reaches the tensile strength of the concrete beam segment, and the concrete beam segment is about to crack. But the cracks between the two holes were not connected. Then, longitudinal cracks appeared between the two holes, and the cracks centered on the holes basically extended to the outer edge of the concrete beam section (t = 120 μs), as shown in Figure 8(e). Then, the cracks of the two adjacent holes extended and formed a connection, and the lateral cracks with the holes as the center extend outward to the outer edge of the beam. The whole beam segment is divided into several pieces, so as to achieve the crushing effect.

5.2.2. Analysis of the Whole Process of a Concrete Beam with Multirow Holes

If the section size of the concrete member is large, multiple rows of holes should be arranged to achieve the crushing effect. Take a beam segment with two rows of holes as an example. The section size is width × height = 900  mm × 1200  mm, the length is 900 mm, the aperture is 50 mm, the hole spacing is 400 mm, and the end (edge) spacing is 250 mm. The whole process analysis results of the beam segment under impact load are shown in Figure 9.

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Figure 9: The whole process of a loading concrete beam segment with double-row holes. (a) t = 55 μs. (b) t = 75 μs. (c) t = 85 μs. (d) t = 95 μs. (e) t = 120 μs. (f) t = 160 μs.

As can be seen from Figure 9(a), at the initial stage (0–60 μs) when the concrete beam bores the impact load, the toroidal compressive stress wave was generated around the hole. At this time, no cracks formed around the hole. As shown in Figure 9(b) (t = 95 μs), as the stress wave extended out of the hole, the stress waves between adjacent holes began to intersect. As shown in Figure 9(c) (t = 115 μs), tensile stress was formed at the junction perpendicular to the pressure wave interface between two adjacent holes, accompanied by microcracks. The fracture expanded, and this is the critical time for fracture connectivity between holes, as shown in Figure 9(d) (t = 125 μs). As shown in Figure 9(e) (t = 140 μs), the crack extended outward from the center of the hole to the outer edge of the concrete beam segment, and the cracks between the holes are connected. Then, the concrete beam segment is broken into 9 main parts under the action of load, so as to achieve the crushing effect.

5.2.3. Analysis of Simulation Results of Concrete Beams

The section size of the concrete beams is width × height = 400  mm × 800  mm, and the length of the beam segments is 600 mm, 700 mm, 800 mm, 900 mm, 1000 mm, and 1100 mm, respectively. Two holes were drilled vertically on the width × length surface of the beam segment, and the depth of the holes is 650 mm ad the aperture is 30 mm, 50 mm, and 70 mm, respectively. The hole spacing along the beam length direction is 200 mm, 300 mm, 400 mm, 500 mm, 600 mm, and 700 mm, respectively. The hole spacing is the distance between the two hole centers, the hole edge spacing is the distance from the hole center to the side of the member, and the hole end spacing is the distance between the hole center and the left or right ends of the specimen.

(1) Analysis of Simulation Results When the Aperture Is 30 mm. The crack development of concrete beam segments with hole spacing S = 200 mm, 300 mm, 400 mm, and 500 mm was calculated, respectively. The influence of hole spacing on the fracture effect of concrete beam sections was investigated. The aperture is 30 mm, and the end (edge) spacing is 250 mm. The calculation results are shown in Figure 10.

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Figure 10: Simulation results of beams with different hole spacing when the aperture is 30 mm. (a) S = 200 mm. (b) S = 300 mm. (c) S = 400 mm. (d) S = 500 mm.

It can be seen from Figure 10 that with the decrease of hole spacing, the crushing effect of concrete beam segment becomes more and more obvious. When the hole spacing was 200 mm and 300 mm, as shown in Figures 10(a) and 10(b), there were many and connected cracks between adjacent holes, and the transverse cracks starting from the holes also extended to the outer edge of the concrete beam sections. When the hole spacing was 400 mm, as shown in Figure 10(c), a connected main crack was formed between the two holes, and the transverse cracks starting from the holes also extended to the outer edge of the concrete beam segments. When the hole spacing was 500 mm, as shown in Figure 10(d), two main longitudinal cracks were formed between two adjacent holes but not connected, while two transverse cracks were formed along the concrete beam segment starting from the holes and extending to the outer edge of the concrete beam. According to the analysis mentioned above, when the hole spacing was 400 mm or less and the aperture was 30 mm, the fractures between adjacent holes were connected. When the hole end (edge) spacing was 250 mm, the transverse cracks starting from the holes were connected with the outer edge of the concrete beam segment to achieve crushing effect. Considering the construction efficiency and economic factors, the hole spacing of 400 mm is the optimal scheme.

(2) Analysis of Simulation Results When the Aperture Is 50 mm. The crack development of concrete beam segments with hole spacing S = 200 mm, 300 mm, 400 mm, 500 mm, 600 mm, and 700 mm was calculated, respectively. The influence of hole spacing on the fracture effect of concrete beams was investigated. The aperture is 50 mm, and the end (edge) spacing is 250 mm. The calculation results are shown in Figure 11.

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Figure 11: Simulation results of beams with different hole spacing when the aperture is 50 mm. (a) S = 200 mm. (b) S = 300 mm. (c) S = 400 mm. (d) S = 500 mm. (e) S = 600 mm. (f) S = 700 mm.

It can be seen from Figure 11 that with the decrease of hole spacing, the crushing effect of concrete beam segment becomes more and more obvious. When the hole spacing was 200 mm, there were many fractures and connections between adjacent holes, as shown in Figure 11(a). When the hole spacing was 300 mm, as shown in Figure 11(b), the cracks between adjacent holes were connected and extended to the outer edge of the concrete beam segment. When the hole spacing was 400 mm, as shown in Figure 11(c), two main transverse and longitudinal cracks were formed centered on the holes, which extended to the edge of the concrete beam and were connected. When the hole spacing was 500 mm, as shown in Figure 11(d), the transverse fractures starting from the holes were not fully connected. When the hole spacing was greater than 500 mm, the transverse cracks between adjacent holes were not connected, as shown in Figures 11(e) and 11(f). So, the hole spacing of 400 mm is the optimal scheme.

(3) Analysis of Simulation Results When the Aperture Is 70 mm. The crack development of concrete beam segments with hole spacing S = 200 mm, 300 mm, 400 mm, 500 mm, 600 mm, and 700 mm was calculated, respectively. The influence of hole spacing on the fracture effect of concrete beam sections was investigated. The aperture is 70 mm, and the end (edge) spacing is 250 mm. The calculation results are shown in Figure 12.

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Figure 12: Simulation results of beams with different hole spacing when the aperture is 70 mm. (a) S = 200 mm. (b) S = 300 mm. (c) S = 400 mm. (d) S = 500 mm. (e) S = 600 mm. (f) S = 700 mm.

It can be seen from Figure 12 that with the decrease of hole spacing, the crushing effect of concrete beam segment becomes more and more obvious. When the hole spacing was 200 mm, as shown in Figure 12(a), numerous subtle fractures were generated around the holes, but no fractures were generated in the compression zone formed between the holes. When the hole spacing was 300 mm, as shown in Figure 12(b), the transverse cracks starting from the holes extended to the outer edge of the concrete beam segment and were connected. When the hole spacing was 400 mm, as shown in Figure 12(c), the transverse cracks starting from the holes connected and extended to the edge of the concrete beam. When the hole spacing was 500 mm, as shown in Figure 12(d), the transverse cracks starting from the bore extended to the edge of the concrete beam segment, but the cracks on the connection between the two bore holes were not fully connected. When the hole spacing was greater than 500 mm, the transverse cracks between the two adjacent holes were not connected, as shown in Figures 12(e) and 12(f). So, the hole spacing of 400 mm is the preferred scheme.

Based on the analysis mentioned above, it can be seen that with the increase of hole diameter and the decrease of hole spacing, the crushing effect of concrete beam segment is enhanced. When the hole spacing is less than 400 mm, the concrete beams under each aperture can be effectively broken. Considering the common aperture in construction, reasonable crushing size of concrete, and working efficiency, it is suggested to take the aperture of 50 mm and hole distance of 400 mm as the optimal crushing scheme.

5.2.4. Analysis of Simulation Results of Concrete Slabs

For concrete slab segments, the end (edge) spacing is 250 mm, the thickness is 140 mm, and the aperture depth is 120 mm. Under the hole spacing of 300 mm, 400 mm, and 500 mm, the crushing effects of slabs with 50 mm aperture are shown in Figure 13.

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Figure 13: Simulation results of concrete slabs with different hole spacing. (a) S = 200 mm. (b) S = 300 mm. (c) S = 400 mm.

As can be seen from Figure 13(a), when the hole spacing S = 300 mm, the cracks between adjacent holes were connected and generated oblique cracks, and the cracks extended to the outer edge of the concrete slab segment, and the crushing effect is good. As shown in Figure 13(b), when hole spacing S = 400 mm, cracks between adjacent holes were connected and extended to the outer edge of concrete slab segment. As shown in Figure 13(c), when the hole spacing S = 500 mm, the cracks between adjacent holes were not connected, and the cracks starting from the holes extended to the outer edge of the slab. In conclusion, the crushing effect and economic benefit are the best when the hole spacing S = 400 mm.

5.2.5. Analysis of Simulation Results of Concrete Columns

The concrete columns can be drilled longitudinally on one side, which are similar to that of concrete beams. However, the column width is generally large, and a single row of holes may lead to cracks that cannot reach the edge of the column. The concrete columns were established with three types of section size: b × h = 400  mm × 400  mm, 500  mm × 500  mm, and 600  mm × 600  mm. The edge spacing of the holes in the column with section size of 400  mm × 400  mm is 200 mm, in the column with section size of 500  mm × 500  mm is 250 mm, and in the column with section size of 600  mm × 600  mm is 300 mm. The hole spacing of each type of column is 400 mm and the aperture is 50 mm. The calculated results are shown in Figure 14.

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Figure 14: Simulation results of the concrete columns with different edge spacing. (a) b = 400 mm. (b) b = 500 mm. (c) b = 600 mm.

As can be seen from Figure 14, when the hole spacing was 400 mm, fractures between the two holes connected. It can be seen from Figures 14(a) and 14(b) that when the edge spacing of the hole was less than 250 mm, the cracks starting from the hole centers extended to the side surface of the column for effective segmentation. Figure 14(c) shows that when the edge spacing of the hole was 300 mm, the cracks starting from the hole centers did not extend to the side surface of the column, so the concrete column could not be effectively divided. It is suggested that when the section size of the concrete column is 500 mm or less, a single row of holes can be selected; otherwise, multiple rows of holes should be chosen. The layout principle of the holes is that the row distance is not more than 400 mm, and the edge spacing is not more than 250 mm.

6. Conclusions

(1)According to the results of the finite element analysis, with the increase of the hole diameter and the decrease of the hole spacing, the crushing effect of concrete members is improved.(2)Under the different conditions of the diameter of 30 mm, 50 mm, and 70 mm, when the hole spacing is not more than 400 mm, the cracks between the holes of the concrete beam are connected, and when the distance between the drilling end (side) of the concrete beam is 250 mm, the cracks from the drilling can extend to the end (side) of the beam to achieve a crushing effect. Considering the common aperture and construction efficiency in actual construction, it is suggested to take the aperture of 50 mm, hole distance of 400 mm, and hole end (side) distance of 250 mm as the crushing scheme of concrete beam.(3)The hole spacing of concrete slab and column should not be more than 400 mm, and the layout scheme of multiple rows of holes can be used for the column with large section size and slab. The principle of hole spacing is not more than 400 mm, and the hole margin spacing is not more than 250 mm.

Data Availability

The data used to support the study are available at the website, https://pan.baidu.com/s/1NpdTBZB-UGrSilFCGtFjvg (extract the code: 2ccy).

Conflicts of Interest

The authors declare that they have no conflicts of interest.

Acknowledgments

This work was supported by the National Key R&D Program of China (Grant no. 2017YFC0806100).

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