Vibroflotation matrix type group vibration equipment

Abstract

The utility model relates to vibroflotation matrix type group vibration equipment, and belongs to the field of vibroflotation. The vibroflotation matrix type group vibration equipment comprises a plurality of vibroflotation devices, a hanging bracket and a sling, the upper ends of all the vibroflotation devices are connected with the hanging bracket, and the sling is connected with the hanging bracket. A special hanging bracket is manufactured through a pile spacing layout diagram, special vibroflotation equipment is selected, the diameter of a vibroflotation device is small and is basically the same as that of a guide rod, and the lifting resistance is small. Excitation forces of a plurality of vibroflots are accumulated to vibrate together, and the treatment area is 2-3 times of the foundation collapse degree treated by a single group. The variable-frequency hydraulic / electric vibroflots are adopted, and the frequencies of the vibroflots can be different, so that pore forming is facilitated, and the lifting resistance is reduced. The construction efficiency is high. The number of auxiliary machines is reduced, personnel cost is reduced, and safety risks are reduced. Construction with filler and construction without filler can be carried out, and the application range is wide.

Description

Technical Field

[0001] This utility model relates to the field of vibration technology, specifically to a vibration matrix group vibration equipment. Background Technology

[0002] The expansion of land reclamation projects has promoted the application and development of vibratory compaction technology. Under the same boundary conditions, vibratory compaction can be performed multiple times in a single operation, significantly improving construction efficiency.

[0003] However, due to the limitation of using a large number of vibratory compactors at once, it is often used for construction in conventional geological conditions. For complex geological conditions, the construction difficulty increases exponentially. For example, if a large number of vibratory compactors collapse and get stuck in complex geological conditions, it is generally difficult to pull out all the vibratory compactors at once, and each vibratory compactor must be pulled out individually.

[0004] Based on this, the present utility model is proposed. Utility Model Content

[0005] This utility model addresses the shortcomings of existing technologies by providing a vibratory matrix-type group vibration equipment, the technical solution of which is as follows:

[0006] The vibratory matrix group vibration equipment includes multiple vibratory impactors, a hanger, and slings. The upper ends of all vibratory impactors are connected to the hanger, and the slings are connected to the hanger.

[0007] As a further embodiment of this utility model, the number of vibratory beaters is 2i units, where i is a positive integer; all vibratory beaters are arranged in an array.

[0008] As a further embodiment of this invention, all vibratory beaters are arranged in two rows, with i vibratory beaters in each row.

[0009] As a further embodiment of this utility model, the vibrator is a frequency converter with a vibration frequency of 10 to 60 Hz.

[0010] As a further embodiment of this utility model, the number of vibratory beaters is 3j, where j is a positive integer; all vibratory beaters are arranged in an equilateral triangle array.

[0011] As a further embodiment of this invention, when i ≥ 4, at the same moment, the vibration frequencies of each row of vibratory beaters are f1…f1 in sequence according to the arrangement direction. i-1 f i ,f1…f i-1 Forming the Fibonacci sequence, f i-1 =2f i .

[0012] As a further embodiment of this invention, at the same time, the difference in vibration frequency between two adjacent vibratory impactors is 10 to 15 Hz.

[0013] As a further scheme of the utility model, the interval between any two adjacent vibrators is equal.

[0014] As a further scheme of the utility model, the top of the vibrator is provided with an anti-twist rod.

[0015] On the other hand, the vibratory compaction matrix group vibratory construction process adopts the vibratory compaction matrix group vibration equipment and comprises the following steps.

[0016] Step 1: 2-3 hours before the vibratory construction, the construction area is watered;

[0017] Step 2: all the vibrators are aligned with the vibratory hole positions;

[0018] Step 3: all the vibrators simultaneously perform the vibratory construction to form piles;

[0019] 3.1, the vibrator is sunk to the pile bottom, and vibration is left for 60±10s;

[0020] 3.2, the vibrator is pulled up to the hole opening, and vibration is left for 120±10s;

[0021] 3.3, the vibrator is sunk to a position 0.5±0.1m above the pile bottom, and vibration is left for 30±5s;

[0022] 3.4, the vibrator is pulled up by 0.5±0.1m, and vibration is left for 20±5s;

[0023] 3.5, step 3.4 is repeated until the hole opening, and vibration is left for 60±10s;

[0024] 3.6, the vibrator is again sunk to a position 1.0±0.1m above the pile bottom, and vibration is left for 20±5s;

[0025] 3.7, the vibrator is pulled up by 0.5±0.1m, and vibration is left for 10±5s;

[0026] 3.8, step 3.7 is repeated until the hole opening;

[0027] 3.9, the pile forming is completed, and the next group of pile positions is moved to.

[0028] Compared with the prior art, the utility model has the beneficial effects that:

[0029] 1. A special hanger is made according to the pile spacing layout.

[0030] 2. Special vibratory compaction equipment is selected, the vibrator has a small diameter, is basically the same diameter as the guide rod, and has small lifting resistance.

[0031] 3. The exciting forces of multiple vibrators are cumulatively vibrated together, and the processing area is 2-3 times the basic collapse degree after processing of a single group.

[0032] 4. The frequency of each group of vibrators can be different, facilitating pore creation and reducing lifting resistance.

[0033] 5. High construction efficiency.

[0034] 6. Reduced number of auxiliary machinery (cranes), reduced personnel costs, and reduced safety risks.

[0035] 7. Both filled and unfilled construction can be performed, with a wide range of applications. BRIEF DESCRIPTION OF DRAWINGS

[0036] Figure 1 is a structural schematic diagram of the vibratory matrix group vibratory equipment;

[0037] Figure 2 is a schematic diagram of the pile distribution for vibratory construction in Example 2;

[0038] Figure 3 is a schematic diagram of the pile distribution for vibratory construction in Example 3. DETAILED DESCRIPTION

[0039] The present application will be described in detail below in conjunction with specific embodiments. The embodiments described below are only a part of the embodiments of the present application, rather than all of the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative labor fall within the scope of the present application.

[0040] Example 1

[0041] As shown in Figure 1 , the vibratory matrix group vibratory equipment includes multiple vibrators 10, a hanger 20, and a sling 30. The upper ends of all the vibrators 10 are connected to the hanger 20, and the sling 30 is connected to the hanger 20.

[0042] In this way, multiple vibrators 10 can be lifted at one time, and the multiple vibrators 10 can simultaneously perform vibratory construction, significantly improving the vibratory efficiency.

[0043] The vibrators 10 can be fixed-frequency vibrators or variable-frequency vibrators with a vibration frequency of 10-60 Hz. The vibrators 10 are variable-frequency hydraulic vibrators or variable-frequency electric vibrators.

[0044] A torsion-proof rod 11 is installed on the top of the vibrator 10.

[0045] The vibratory matrix group vibratory equipment and its construction process have the following advantages:

[0046] 1. A special hanger 20 is made according to the pile spacing distribution diagram.

[0047] 2. The special vibration and impact equipment (vibration and impact device 10) is selected, the diameter of the vibration and impact device is small, and the diameter is basically the same as that of the guide rod, and the lifting resistance is small.

[0048] 3. The excitation forces of multiple vibration and impact devices are accumulated and vibrated together, and the processing area is 2-3 times the processing basis subsidence of a single group.

[0049] 4. The variable frequency (hydraulic or electric) vibration and impact device is used, the frequencies of the groups of vibration and impact devices can be different, the pore forming is facilitated, and the lifting resistance is reduced. The rotating speed of the eccentric shaft in the variable frequency hydraulic vibration and impact device can reach 3000 r / min.

[0050] 5. The construction efficiency is high.

[0051] 6. The number of auxiliary machinery (crane) is reduced, the personnel cost is reduced, and the safety risk is reduced.

[0052] 7. The construction with or without filling material can be performed, and the application range is wide.

[0053] For example, the vibration and impact device 10 is provided with 6 groups, the vibration and impact matrix group vibration equipment is referred to as a six-group vibration and impact device, the processing area is 96 square meters once, the foundation treatment effect is remarkable, and the construction period is greatly shortened.

[0054] Embodiment 2

[0055] In the embodiment 1, the number of the vibration and impact devices 10 is 2i groups, i is a positive integer; all the vibration and impact devices 10 are arranged in an array, for example, a rectangular array, and the pile position distribution is shown in Figure 2 ; that is, all the vibration and impact devices 10 are arranged into 2 rows, and each row has i vibration and impact devices 10.

[0056] During the vibration and impact group vibration construction process, the construction without filling material can be performed, or the construction with filling material can be performed. However, for the construction with filling material (during the vibration and impact process, after the pore forming is completed, the gravel needs to be filled), if the vibration and impact devices are arranged in a rectangular array with more than 2 rows (for example, a rectangular array with 3 rows), the filling material amount of the pile holes in the middle row will be inconsistent, which can cause defects such as pile breakage and cavity. However, if the vibration and impact devices are arranged in a rectangular array with 2 rows, even if the construction is with filling material, the filling material amount of all the pile holes can be consistent, which can effectively avoid defects such as pile breakage and cavity.

[0057] After the vibration and impact compaction without filling material in the past construction, the constraint force of the ground surface layer with a thickness of about 1.0-1.5 m is small, the ground surface layer is loose, and the compaction effect is poor. However, the vibration and impact matrix group vibration equipment is used for construction, and the problem of upper loose and poor compaction is well solved.

[0058] Embodiment 3

[0059] In the embodiment 1, the number of the vibrators 10 is 3j, j is a positive integer; all the vibrators 10 are arranged in a regular triangle array.

[0060] For the construction with fillers, if the vibrators are arranged in 3 rows, they cannot be arranged in a rectangular array, but must be arranged in a regular triangle array, as shown in Figure 3 , according to this construction method, even for the construction with fillers, the amount of fillers at all pile holes can be consistent, thereby effectively avoiding defects such as broken piles and cavities.

[0061] For the group vibration vibrator compaction construction, the pile arrangement mode is preferably a regular triangle, so as to maximize the superimposed compaction resonance effect of the multi-point joint action on the foundation soil, the reinforcement effect of the multi-point vibration group vibration is more uniform, and the best foundation treatment effect is achieved. The bearing capacity of the foundation soil is greatly improved.

[0062] Embodiment 4

[0063] For the embodiment 2, when i≥4, at the same time (or at any time), the vibration frequencies of the vibrators in each row are f1…f i-1 , f i , f1…f i-1 , which constitute a Fibonacci sequence, f i-1 =2f i .

[0064] For example, i=5, at a certain time, f1=10Hz, f2=20Hz, f3=30Hz, f4=50Hz, and f5=25Hz.

[0065] The specific control method of the frequency: the frequency converters of all the vibrators are connected to a synchronous controller, and by adjusting the output frequency and phase of the frequency converter, the rotation speed of the motors corresponding to the two frequency converters is kept in a specific ratio, so that at any time, the vibration frequencies of different vibrators are in accordance with the specific ratio.

[0066] In addition, it is also necessary to ensure that the distance between two adjacent pile positions is equal. For example, the distance between two adjacent pile positions in each row of vibrators is x, x=2m; the distance between two adjacent pile positions in each column of vibrators is y, y=2m.

[0067] Vibratory construction cannot be used for hard strata because it is difficult to form a hole. For example, when the N value (penetration) of the hard soil layer at a depth of 7-12m underground is 40-45kg / cm 2 , it is estimated that it will take 2-3 hours for a single vibrator to pass through, and the long time of hole forming is very easy to cause hole collapse, necking and other conditions.

[0068] The construction method of the embodiment can pass through the hard soil layer (3-3.5m) in 12 minutes. In the array of the vibrators, the vibrators and the surrounding soil form different degrees of vibration, even resonance, by controlling the vibration frequency, so that the hole forming speed can be significantly improved in the hole forming stage. In the subsequent compaction stage, the bearing capacity and shear strength of the vibratory pile (more than 20kPa) can be significantly improved.

[0069] In the embodiment, if f1=10Hz, f2=20Hz, f3=30Hz, f4=50Hz, f5=60Hz, the penetration time is 14 minutes, and the shear strength of the vibratory pile is 13-15kPa. However, if the stratum with a penetration of less than 40kg / cm 2 , the shear strength of all vibratory piles is greater than 17kPa.

[0070] In the embodiment, if f1=10Hz, f2=20Hz, f3=30Hz, f4=50Hz, f5=10Hz, the penetration time is 33 minutes, and the shear strength of the vibratory pile is greater than 20kPa. However, if the stratum with a penetration of less than 40kg / cm 2 , the shear strength of all vibratory piles is greater than 15kPa.

[0071] In the embodiment, if f1=10Hz, f2=20Hz, f3=30Hz, f4=40Hz, f5=50Hz, the penetration time is more than 60 minutes, and the shear strength of the vibratory pile is 10-11kPa. However, if the stratum with a penetration of less than 40kg / cm 2 , the shear strength of all vibratory piles is greater than 20kPa.

[0072] In the embodiment, if f1=35Hz, f2=35Hz, f3=35Hz, f4=35Hz, f5=35Hz, the penetration time is more than 60 minutes, and the shear strength of the vibratory pile is 10-11kPa. However, if the stratum with a penetration of less than 40kg / cm 2 , the shear strength of all vibratory piles is greater than 20kPa.

[0073] Embodiment 5

[0074] In the embodiment 3, the difference between the vibration frequencies of the adjacent two vibrators is 10-15Hz at the same time (or any time).

[0075] The distance between the adjacent two pile positions is equal, and the value is z. For example, z is 2m.

[0076] The existing vibrator is not effective for the silt clay mixed with silty clay layer. For example, the construction method of Example 4 cannot be used for the silt clay mixed with silty clay layer.

[0077] As a comparison, in the same moment, the vibration frequency of the adjacent two vibrators is equal, and the surface soil is loose or is washed for a long time, so that the pile hole is prone to collapse during the construction.

[0078] As a comparison, in the same moment, the difference between the vibration frequencies of the adjacent two vibrators is less than 8 Hz, and when the construction stratum is soft, the current encryption cannot reach the ideal current, so that the vibrator cannot be used for construction.

[0079] As a comparison, in the same moment, the difference between the vibration frequencies of the adjacent two vibrators is greater than 20 Hz, and the pile is prone to be staggered during the construction, which can cause the loose collapse between the piles.

[0080] The vibrator construction method of the example can be used for the silt clay mixed with silty clay layer, and the pile hole is not prone to collapse, the current encryption can reach the ideal current, and the pile is not prone to be staggered.

[0081] Example 6

[0082] The relative density of the loose sand outside the pile position 0.9 m away is not more than 30% after the single-hole vibrator construction with the 30-kW conventional vibrator, but the compaction effect can be superimposed within 2.5 m when the group vibrator is used, and the test results also prove this point. In the group vibrator compaction test, the relative density of the loose sand is generally more than 70% after the treatment, and most of them are more than 80%. Similarly, with the increase of the vibrator power, the pile spacing arrangement is more flexible, and under the same treatment boundary conditions, the efficiency and cost are considered, and the relative density of the loose sand after the treatment can reach 85%-90%.

[0083] Table 1 Standard penetration blow count of the fine sand layer treated by the 30-kW vibrator

[0084]

[0085] As can be seen from Table 1, in the single-hole (single-table) vibrator construction, the standard penetration blow count is reduced with the increase of the pile spacing before and after the vibrator construction. When the single-hole vibrator is used, the standard penetration blow count after the vibrator construction is 1.5 times that before the vibrator construction when the pile spacing is 2 m. Under the same conditions, when the three vibrators are used, the standard penetration blow count after the vibrator construction is 4.5 times that before the vibrator construction when the pile spacing is 2 m.

[0086] The vibration-matrix group vibration equipment has great advantages in improving the bearing capacity of the foundation soil compared with single-hole vibration.

[0087] Table 2 standard penetration blow count of fine sand layer after being treated by 75KW vibrator

[0088]

[0089] As shown in Table 2, the standard penetration blow count is reduced with the increase of the pile spacing before and after the single-hole (table) vibration of 75kw, and the standard penetration blow count after the vibration is 1.76 times of that before the vibration when the pile spacing is 2.5m; under the same condition, the standard penetration blow count after the vibration is 3.4 times of that before the vibration when the pile spacing is 2.5m and three vibrators are used.

[0090] The vibration-matrix group vibration equipment has great advantages in improving the bearing capacity of the foundation soil compared with single-hole vibration.

[0091] The vibrator is a moving point vibration source in the soil, so the shear dilation zone, the flow state zone, the compaction zone and the transition zone are not fixed, and the shear dilation zone and the flow state zone can become the compaction zone and the elastic zone with the movement of the vibrator. The vibration-matrix group vibration equipment can expand the compaction zone, the transition zone and the flow state zone through the compaction resonance effect of the superposition of vibration forces, increase the treatment area, and further improve the construction efficiency while the compaction effect is more remarkable.

[0092] Example 7

[0093] Foundation treatment scheme:

[0094] Reinforcement target: region one (the foundation treatment depth is 6.5m, and the pile spacing is 2m);

[0095] Region two (the foundation treatment depth is 5.5m, and the pile spacing is 2m);

[0096] Resist earthquake liquefaction. Meet the requirement of seismic fortification intensity 8 (0.185g);

[0097] The characteristic value fak of the foundation bearing capacity is greater than 150kpa;

[0098] The post-construction settlement requirement is not greater than 40cm.

[0099] ①, irrigation. Irrigate the construction area 2-3h before the vibration construction to make the surface layer contain water and improve the vibration effect of the upper sand soil.

[0100] ②, align the vibration hole position, and the error is not more than 100mm.

[0101] ③, vibration construction into pile.

[0102] 3.1, sink to the pile bottom at slow vibration, leave vibration for 60s;

[0103] 3.2, pull up to the hole at slow vibration, leave vibration for 120s;

[0104] 3.3, sink to the position 0.5m above the pile bottom at slow vibration, leave vibration for 30s;

[0105] 3.4, pull up 0.5m at slow vibration, leave vibration for 20s;

[0106] 3.5, repeat step 3.4, pull up 0.5m each time, leave vibration for 20s each time; until the hole, leave vibration for 60s;

[0107] 3.6, sink to the position 1.0m above the pile bottom at slow vibration again, leave vibration for 20s;

[0108] 3.7, pull up 0.5m at slow vibration, leave vibration for 10s;

[0109] 3.8, repeat step 3.7, pull up 0.5m each time, leave vibration for 10s each time (in the case of conditions, fill sand in the hole during the third pull-up process);

[0110] 3.9, the group of piles is finished, move to the next group of pile positions.

[0111] In this example, slow vibration refers to the vibration speed of the vibrator is 0.5-1m / min.

[0112] In the above embodiment, it has been proved through many engineering practices that the multi-head group vibration compaction (i.e. using the multiple vibrators distributed in an array in the utility model for construction) can significantly improve the settlement of the original pile sand, compared with single-head (or double-vibrator, three-vibrators), and the effect is particularly obvious for eliminating liquefaction and improving the bearing capacity of the foundation soil.

[0113] In addition, it should be understood that the skilled person in the art should consider the specification as a whole, and the technical solutions in each embodiment can also be appropriately combined to form other embodiments that can be understood by the skilled person.

Claims

1. A vibratory matrix-type group vibration equipment, characterized in that: It includes multiple vibratory compactors, hangers, and slings. The upper ends of all vibratory compactors are connected to the hangers, and the slings are connected to the hangers. The number of vibratory beaters is 2i, where i is a positive integer; all vibratory beaters are arranged in an array. or, The number of vibratory impactors is 3j, where j is a positive integer; all vibratory impactors are arranged in an equilateral triangle array.

2. The vibration matrix type group vibration equipment according to claim 1, characterized in that: All vibratory impactors are arranged in two rows, with i vibratory impactors in each row.

3. The vibration matrix type group vibration equipment according to claim 2, characterized in that: The vibratory vibrator is a frequency converter with a vibration frequency of 10~60Hz.

4. The vibration matrix type group vibration equipment according to claim 3, characterized in that: When i ≥ 4, at the same moment, the vibration frequencies of each row of vibratory impactors are f1…f1 in sequence according to the arrangement direction. i-1 f i ,f1…f i-1 Forming the Fibonacci sequence, f i-1 =2f i .

5. The vibration matrix type group vibration equipment according to claim 1, characterized in that: At the same moment, the difference in vibration frequency between two adjacent vibratory impactors is 10~15Hz.

6. The vibration matrix type group vibration equipment according to claim 1, characterized in that: The spacing between any two adjacent vibratory beaters is equal.

7. The vibration matrix type group vibration equipment according to claim 1, characterized in that: An anti-torsion bar is installed on the top of the vibratory impactor.

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