CN113514339A - Indoor similar model test device for vertical bearing characteristic of single core-added pile - Google Patents
Indoor similar model test device for vertical bearing characteristic of single core-added pile Download PDFInfo
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- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
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Abstract
The invention relates to an indoor similar model test device for vertical bearing characteristics of a single pile of a cored pile, which comprises a model box and a loading device, wherein the upper end of the model box is open, a side plate of the model box adopts a transparent plate, foundation soil is filled in the model box and is formed by filling common sand and colored sand in a layered mode, and a semi-cylinder cored pile is pre-buried in the foundation soil close to the side plate; the section of the semi-cylinder core-adding pile faces outwards; the loading device is used for applying pressure to the single semi-cylinder cored pile. The beneficial effects are that: the foundation soil in the model box is alternately laid by colored sand and common sand, various types of semi-cylinder core-adding piles are arranged on the boundary, and when the transparent plate is used as the side plate of the model box, the conditions of vertical and lateral displacement of the semi-cylinder core-adding piles, the core piles and the soil body around the piles under the action of static load can be visually observed through the side plate, so that the mechanical essence of the single pile bearing characteristic of the core-adding stirring pile can be more visually searched.
Description
Technical Field
The invention relates to the field of mechanical tests, in particular to an indoor similar model test device for vertical bearing characteristics of a single cored pile.
Background
The mechanical bearing mechanism of the cored stirring pile under the embankment of the high-fill highway in the lake-phase deep saturated soft soil area is researched. The relation between vertical displacement and load of the cored stirring pile under the action of vertical load needs to be researched; the change rule of the tangential contact stress of the pile-soil contact surface and the stirring pile-core pile contact surface; the axial force change rule of the mixing pile and the reinforced concrete core pile; pile tip resistance change rules; the relationship between the vertical relative displacement of the soil body around the pile, the mixing pile and the reinforced concrete core pile and the failure mode of the core-added mixing pile.
The mode of failure of the cored stirring pile under the high fill embankment of the expressway has two modes of progressive failure and rapid failure, and the tangential contact stress distribution laws of the pile-soil contact surface and the stirring pile core pile contact surface under the two modes are different. The vertical stress distribution of the top surface of the soil body around the pile, the top surface of the mixing pile and the top surface of the reinforced concrete core pile under the two modes is different, so that the pile-soil stress ratio of the cored mixing pile composite foundation is different.
The core-added stirring pile under the high fill embankment of the expressway has three pile types of a long-core pile, an equal-core pile and a short-core pile. The damage characteristics of each pile type under two damage modes of progressive damage and rapid-advance damage are different, and the tangential contact stress distribution laws of the corresponding pile-soil contact surface and the corresponding stirring pile core pile contact surface are also different. The vertical stress distribution of the top surface of the soil body around the pile, the top surface of the mixing pile and the top surface of the reinforced concrete core pile under the three pile types is also different, so that the pile-soil stress ratio of the cored mixing pile composite foundation is also different.
The vertical displacement change rule of the cored stirring pile under the vertical load condition needs to be observed through an indoor model test, and particularly the vertical displacement evolution rule of a pile soil body, the stirring pile and the reinforced concrete core pile needs to be observed through the indoor model test. The results cannot be observed in the existing indoor similar model test of the cored stirring pile; nor is there any special reference to the relationship between pile-soil stress ratio and different pile types and failure modes.
The soil body is mainly sheared and damaged, the shear strength of the soil body is mainly provided by the friction force between particles, the cohesive force between the particles accounts for less than one tenth of the shear strength of the soil body, and the cohesive force between the saturated soft clay particles is smaller. When an indoor model test is carried out, geometric similarity must be satisfied; physical similarity in addition to cohesion is also required.
When the vertical bearing characteristic research of the core-added mixing pile is carried out, the physical and mechanical parameters such as pile soil side resistance, reinforced concrete core pile side resistance, pile soil stress ratio, pile end resistance distribution and the like are the key of the problem.
In a soft soil area, with the vigorous development of urban construction, buildings and structures sometimes have to be constructed on a soft soil site with poor geological conditions, so that the foundation is often required to be treated. The common foundation treatment method mostly adopts a composite foundation or a pile foundation. In recent years, cement-soil mixing piles, cast-in-situ bored piles and high-strength prestressed pipe piles are widely applied to engineering construction in China. According to statistics in recent years, in the bead triangle city and Tianjin city, more than 50% of the total area of the cement-soil mixing pile composite foundation in the multi-storey houses, the expressway and the high-speed railway is processed, so that a satisfactory effect is achieved, but because the pile body strength of the cement-soil mixing pile is low and limited by the effective pile length, the bearing capacity of the foundation is improved to a limited extent (generally 1.5-2.0 times of that of a natural foundation), and potential quality hazards such as uneven cement mixing, discontinuous pile body and the like are easily caused under the influence of soil layer conditions, construction equipment and construction team quality. Therefore, in a project with high requirements on bearing capacity and deformation, the cement-soil mixing pile is generally difficult to meet the requirements on bearing capacity and deformation. For example, it has been found in the study of the load transmission law of the cement-soil mixing pile by the segmenta weiwei and gowerun that the load cannot be effectively transmitted to the lower part of the pile body due to the low strength of the pile body, the cement-soil at the pile tops 3d to 4d is crushed when the load is applied to the destructive load, the pile side frictional resistance in the full length range of the pile is not much exerted, and it has been found that the low modulus of the cement-soil pile causes the so-called critical pile length to exist in the pile, and the axial force and deformation of the pile cannot be transmitted to a deeper depth when the load applied to the pile top is increased, but the deformation of the pile body in the critical pile length range is increased to resist the increase of the external load, and the development of the side frictional resistance is limited to the effective pile length range.
Rigid piles such as concrete cast-in-place piles, precast piles and the like have higher pile body strength, but in soft soil areas mainly using side frictional resistance, because the surface area of the pile body is smaller, the original foundation soil can only provide smaller pile side resistance and pile end resistance, the pile bottom needs to enter a more ideal bearing layer, the required pile length is longer, and the construction cost is higher; if the pile is not too long, the strength of the pile body of the cast-in-place pile and the precast pile is far greater than the strength of the soil body from the aspect of the stress characteristic of the pile, the pile body is mostly in a limit state due to excessive settlement or shearing damage of the soil body between the piles, and at the moment, the material strength of the pile body is not fully exerted, so that most of the strength of the pile body is wasted, and the pile is not economical. The data show that when the length of the concrete cast-in-place pile is less than 20m, the bearing capacity of the pile is only 50% or even lower of the bearing capacity provided by the concrete material of the pile body. From the perspective of construction technology, cast-in-situ bored piles have the disadvantages of complex construction technology, great difficulty in controlling pile quality, great environmental pollution and the like, and precast piles have a series of problems that the precast piles are easy to bend when the slenderness ratio is too large, the soil squeezing effect in the pile sinking process is obvious, the existing buildings (structures) around are easy to be adversely affected, and the pile sinking is difficult when hard interlayers are encountered.
Therefore, when a soft soil foundation is treated, the flexible piles such as cement mixing piles, the rigid piles such as concrete filling piles and precast piles show two different failure modes; the strength of the pile body is damaged, and the soil around the pile is damaged. The cement mixing pile can not effectively transfer load to the lower part of the pile body due to low strength of the pile body, when the cement on the pile top is crushed, the pile side frictional resistance in the whole length range of the pile is far from being exerted, the concrete filling pile has higher material strength, but the limit frictional resistance is smaller than the limit frictional resistance of the cement, the concrete filling pile usually penetrates into the pile to be damaged in the engineering, namely the concrete filling pile slides with the soil around the pile, and the material strength of the pile body is far from being exerted.
Through the analysis, the two piles are low in bearing capacity or waste in pile body strength due to the fact that the pile body strength and the pile side friction resistance are not matched. Therefore, the single rigid pile is difficult to meet the requirements of feasible technology, reliable quality, economy, reasonableness and the like. In engineering practice, a better pile form is expected to be found, the advantages of a flexible pile and a rigid pile can be combined, and the good matching of the pile body strength and the bearing capacity of the soil around (at the end of) the pile is realized. Pressing a high-strength precast pile (PHC tubular pile or reinforced concrete square pile) into the high-strength precast pile before initial setting of the cement powder sprayed pile to form a core-added cement soil mixing pile: the large-strength rigid pile is used for bearing load, and the large-diameter cement-soil pile is used for providing side friction resistance. Its bearing capacity is far higher than that of cement-soil mixing pile with equivalent pile diameter, and its cost is lower than that of correspondent reinforced concrete pile and tubular pile. Can provide enough high bearing capacity during small settlement, and can give full play to the strength of the prestressed pipe pile.
The geotechnical model experiment is widely used in geotechnical engineering. The soil body displacement, the structure surface contact stress, the structure internal force, the structure edge interface force and the soil body layered deformation evolution law are main test parameters of a geotechnical experiment, and the results can be used for analyzing the soil body-structure surface tangential stress distribution, the structure-structure contact surface tangential stress distribution, the structure surface edge interface force distribution and the relationship between the structure mechanical parameters and failure modes, which are the keys for researching the vertical bearing characteristics of the cored stirring pile, and then a corresponding device is lacked for carrying out simulation tests at present.
Disclosure of Invention
The invention aims to solve the technical problem of providing an indoor similar model test device for vertical bearing characteristics of a single cored pile so as to overcome the defects in the prior art.
The technical scheme for solving the technical problems is as follows: an indoor similar model test device for vertical bearing characteristics of a single pile of a cored pile comprises a model box and a loading device, wherein the upper end of the model box is open, a side plate of the model box adopts a transparent plate, foundation soil is filled in the model box and is formed by filling common sand and colored sand in a layered mode, and a semi-cylinder cored pile is pre-buried in the foundation soil close to the side plate; the section of the semi-cylinder core-adding pile faces outwards; the loading device is used for applying pressure to the single semi-cylinder cored pile.
On the basis of the technical scheme, the invention can be further improved as follows.
Furthermore, grease is evenly smeared on the contact surface between the tangent plane of the semi-cylinder core-adding pile and the side plate.
Further, the length of the core pile in the partial semi-cylinder core-adding pile is smaller than that of the semi-cylinder core-adding pile, and the length of the core pile is increased in sequence; the length of the core pile in the partial semi-cylinder core-adding pile is equal to that of the semi-cylinder core-adding pile; the length of the core pile in the partial semi-cylinder core adding pile is larger than that of the semi-cylinder core adding pile, and the length of the core pile is increased in sequence.
Further, resistance strain gauges are uniformly distributed on the surface of the semi-cylinder core-added pile and the core pile inside the semi-cylinder core-added pile at different heights; the resistance strain gauge is connected with the data acquisition terminal through a data line.
Further, the core pile is formed by splicing a plurality of sections of nylon rods through wood bolts; the bottom surface of the nylon rod above the two adjacent sections of nylon rods is provided with a first jack, the top surface of the nylon rod below the nylon rod is provided with a second jack, and two ends of the wood bolt are respectively inserted into the first jack and the second jack so as to connect the two adjacent sections of nylon rods.
Furthermore, resistance strain gauges are arranged at the joint of the two sections of nylon rods on the semi-cylinder core-added pile.
Further, the device also comprises an image acquisition module, wherein the image acquisition module is used for synchronously observing the vertical and lateral deformation displacement change conditions of the aligned semi-cylinder core-added pile, the core pile and the peripheral foundation soil.
Further, the loading device comprises a reaction frame, a lifting mechanism and a loading plate, wherein the lifting mechanism is arranged above the model box and is fixed with the reaction frame; the loading plate is fixed with the lifting mechanism and carries out lifting motion through the lifting mechanism.
Further, still include amesdial and mounting bracket, the mounting bracket strides and locates on the model box, and the amesdial sets up on the mounting bracket.
Furthermore, the bottom plate of the model box is a steel plate, and the side plate of the model box is transparent organic glass.
The invention has the beneficial effects that:
1) the foundation soil in the model box is alternately paved by colored sand and common sand, various types of semi-cylinder cored piles are arranged on the boundary, and when a transparent plate is used as a side plate of the model box, the vertical and lateral displacement conditions of the semi-cylinder cored piles, the core piles and soil around the piles under the action of static load can be visually observed through the side plate, so that the mechanical essence of the single pile bearing characteristic of the cored stirring pile can be more visually searched;
2) different types of equal-core piles, long-core piles and short-core piles are arranged in the same model box, so that the quick and efficient test of the bearing characteristic of the single semi-cylindrical core-added pile is realized; moreover, the standard sand is used for replacing saturated soft soil in the actual engineering, the effect of the shear strength index cohesive force C of the soft soil is ignored, the foundation soil can be reused, and the method is clean and sanitary and does not pollute the environment;
3) resistance strain gauges are uniformly distributed on the semi-cylindrical cored pile and the cored pile at different heights, so that the tangential stress distribution change rules of different types of the semi-cylindrical cored pile under different failure modes can be obtained;
4) the core pile is formed by splicing a plurality of sections of nylon rods through wood plugs, and a weak structural surface is formed between joints so as to simulate the connection of the prefabricated core pile;
5) the vertical and lateral deformation displacement change conditions of the aligned semi-cylindrical cored pile, the cored pile and the surrounding foundation soil can be synchronously observed through the image acquisition module;
6) and measuring the vertical displacement of the semi-cylinder core-added pile in the experiment through a dial indicator, thereby obtaining the vertical displacement parameter of the semi-cylinder core-added pile.
Drawings
FIG. 1 is a view showing the structure and dimensions of a mold box in the apparatus;
FIG. 2 is a schematic view of the internal dimensions and pattern of the mold box in the apparatus;
FIG. 3 is a front view of the mold box and internal structure of the apparatus;
FIG. 4 is a schematic view of the dimensions and pattern of the core pile of the present apparatus;
fig. 5 is a left side view of the device.
In the drawings, the components represented by the respective reference numerals are listed below:
1. the device comprises a model box, 110, side plates, 120, a bottom plate, 130, a first beam, 140, a second beam, 150, an L-shaped supporting steel plate, 151, a triangular support, 2, a loading device, 210, a reaction frame, 220, a lifting mechanism, 230, a loading plate, 3, foundation soil, 4, a semi-cylinder core-adding pile, 410, a core pile, 411, a nylon rod, 412, a wood bolt, 5, a resistance strain gauge, 6, a dial indicator, 7, a Freque wheel, 8 and a mounting frame.
Detailed Description
The principles and features of this invention are described below in conjunction with the following drawings, which are set forth by way of illustration only and are not intended to limit the scope of the invention.
Example 1
As shown in fig. 1 to 3 and 5, an indoor similar model test device for vertical bearing characteristics of a single cored pile comprises a model box 1 and a loading device 2, wherein the upper end of the model box 1 is open, in general, the model box 1 is a cuboid box, a side plate 110 of the model box 1 is a transparent plate, the model box 1 is filled with foundation soil 3, the foundation soil 3 is formed by filling common sand and colored sand layer by layer, and the foundation soil 3 in the model box 1 is formed by alternately laying the colored sand and the common sand layer by a gravity method from bottom to top; the semi-cylinder core-adding pile 4 is pre-embedded in the foundation soil 3 close to the side plate 110, and the section of the semi-cylinder core-adding pile 4 faces outwards; the loading device 2 is used for applying pressure to the single semi-cylinder cored pile 4; the foundation soil 3 is formed by filling common sand and colored sand in layers, and the vertical and lateral dynamic deformation displacement change conditions of the semi-cylinder core-added piles 4, the core piles 410 and the peripheral foundation soil 3 in the loading process of the semi-cylinder core-added piles 4 can be visually displayed.
Example 2
As shown in fig. 1 to fig. 3 and fig. 5, the present embodiment is further optimized based on embodiment 1, and the specific scheme is as follows:
the tangent plane of the semi-cylinder core-adding pile 4 is attached to the side plate 110, and the contact surface of the tangent plane of the semi-cylinder core-adding pile 4 and the side plate 110 is evenly coated with grease, so that the side friction resistance of the contact surface is reduced.
Example 3
As shown in fig. 1 to fig. 3 and fig. 5, the present embodiment is further optimized based on embodiment 1 or 2, and the specific scheme thereof is as follows:
the length of the core piles 410 in part of the semi-cylindrical cored piles 4 in all the semi-cylindrical cored piles 4 pre-buried in the foundation soil 3 is smaller than that of the semi-cylindrical cored piles 4, and the length of the core piles 410 is sequentially increased; the length of the core pile 410 in the partial semi-cylindrical cored pile 4 is equal to the length of the semi-cylindrical cored pile 4; the length of the core pile 410 in the partial semi-cylinder core-adding pile 4 is larger than that of the semi-cylinder core-adding pile 4, and the length of the core pile 410 is increased in sequence; namely, the three types of semi-cylindrical cored piles 4 are short-cored piles, equal-cored piles and long-cored piles, wherein the short-cored piles are close to the side plate 110 at the rear side of the model box 1, the long-cored piles are close to the side plate 110 at the front side of the model box 1, the equal-cored piles are close to the side plate 110 at the left side of the model box 1, the lengths of the core piles 410 in all the short-cored piles are sequentially increased, the lengths of the core piles 410 in all the long-cored piles are sequentially increased, the diameters of the semi-cylindrical cored piles 4 are 8cm, the diameters of the core piles 410 are 4cm, and the heights of the semi-cylindrical cored piles 4 are 0.5 m;
the test researches three types of short-core piles, long-core piles and equal-core piles, simultaneously, a coreless pile comparison test is carried out, and the lengths of the core piles 410 of the short-core piles in the test are respectively set to be 0.1m, 0.2m, 0.3m and 0.4 m; the length of the core pile of the equal core pile is 0.5 m; the lengths of the core piles 410 of the long core piles are respectively set to be 0.6m, 0.7m, 0.8m and 0.9 m; the length of the coreless pile is 0.5 m. The size of the corresponding semi-cylinder cored pile 4 placed on the boundary is consistent with that of a full pile.
The semi-cylinder cored pile 4 adopts original sludge soft soil extracted from the construction site, and is dried, smashed and ground, then is saturated indoors to reach the saturation of an original soil sample, so that the original soil sample is fully mixed with ordinary portland cement, the water-cement ratio is 0.65, the cement mixing ratio is 17%, the mixture is poured into a pre-prepared PVC pipe with the inner diameter of 8cm, the mixture is fully tamped, and then the prefabricated core pile 410 is inserted into a pile in the tamped and non-solidified PVC pipe to form the semi-cylinder cored pile 4.
Example 4
As shown in fig. 1 to fig. 3 and fig. 5, the present embodiment is further optimized based on embodiment 3, and the specific scheme is as follows:
resistance strain gauges 5 are uniformly distributed on the surface of the semi-cylindrical cored pile 4 and the cored pile 410 inside the semi-cylindrical cored pile at different heights; the resistance strain gauge 5 is connected with a data acquisition terminal through a data line, the data acquisition terminal is used for acquiring test data, the data is transmitted in a high-speed external communication mode of a computer, the strain change in the loading process is continuously monitored in real time when the measurement data is carried out, the precision is high, the model of the resistance strain gauge 5 is SZ120-60AA, the resistance value is 119 +/-0.2 percent omega, the sensitivity coefficient is 2.086 +/-0.2 percent, and the grid length multiplied by the grid width is 5mm multiplied by 60 mm.
Example 5
As shown in fig. 1 to fig. 5, this embodiment is further optimized based on embodiment 4, and the specific scheme is as follows:
the core pile 410 is formed by splicing a plurality of sections of nylon rods 411 through wood plugs 412; the bottom surface of the nylon rod 411 positioned above in the two adjacent nylon rods 411 is provided with a first insertion hole, the top surface of the nylon rod 411 positioned below is provided with a second insertion hole, two ends of a wood bolt 412 are respectively inserted into the first insertion hole and the second insertion hole so as to connect the two adjacent nylon rods 411, joints are connected by the wood bolt 412, and a weak structural surface is formed between the joints so as to simulate the sectional pile forming of the core pile 410. In this embodiment, the diameter of the nylon rod 411 is 4cm, the length of the nylon rod 411 is 0.25m, and two adjacent sections of nylon rods 41 are spliced by a 4cm long wooden bolt 412 with a diameter of 4 mm.
Example 6
As shown in fig. 1 to fig. 5, this embodiment is further optimized based on embodiment 4 or 5, and the specific scheme is as follows:
resistance strain gauges 5 are arranged at the joint of the two sections of nylon rods 411 on the semi-cylindrical core-adding pile 4, and under the normal condition, two resistance strain gauges 5 are oppositely arranged at the same height on the semi-cylindrical core-adding pile 4 and are arranged at intervals of 0.1m from bottom to top; paying attention to the protection of the resistance strain gauges, combing the data lines attached to each resistance strain gauge 5 smoothly, fixing the data lines on two sides of a nylon rod 411 by adopting transparent adhesive tape, inserting the prefabricated nylon rod 411 which is installed by the resistance strain gauges 5 into a pile in a PVC pipe which is tamped and not solidified, the circle center of the cross section of the nylon rod 411 is coincident with that of the cross section of the PVC pipe, the PVC pipe is placed in a concrete standard curing room for curing for 24 to 48 hours, and after demolding and demolding, the two sides of the semi-cylinder core-added pile 4 are pasted with resistance strain gauges 5 which are arranged at intervals of 0.1m from bottom to top, the resistance strain gauge 5 is independently arranged at the joint of the two sections of nylon rods 411, the data wires of the resistance strain gauge 5 are also arranged and fixed at two sides of the semi-cylinder core-added pile 4 by transparent adhesive tape, and the prefabricated semi-cylinder core-added pile 4 is replaced in a concrete standard curing room for curing 28d and used as a structural pile body for a loading test.
The core piles 410 of the semi-cylinder core-added piles 4 are all made 5mm outwards, so that the resistance strain gauges 5 can be placed, the test result caused by different sticking positions of the resistance strain gauges 5 is prevented from having large errors, a flat plate load loading mode is adopted in the test process, namely, the test is carried out in batches, and one semi-cylinder core-added pile 4 is loaded every time.
Example 7
As shown in fig. 1 to 5, this embodiment is further optimized based on any one of embodiments 1 to 6, and the specific scheme is as follows:
the indoor similar model test device for the vertical bearing characteristic of the single core pile also comprises an image acquisition module, wherein the image acquisition module is used for synchronously observing the vertical and lateral deformation displacement change conditions of the aligned semi-cylindrical core pile 4, the core pile 410 and the peripheral foundation soil 3, and the image acquisition module can be a camera.
Example 8
As shown in fig. 1 to 5, this embodiment is further optimized based on any one of embodiments 1 to 7, and the specific scheme thereof is as follows:
the loading device 2 comprises a reaction frame 210, a lifting mechanism 220 and a loading plate 230, wherein the reaction frame 210 is preferably in a door-shaped structure, the reaction frame 210 is arranged above the model box 1 in a spanning manner, the lifting mechanism 220 is arranged above the model box 1, and the lifting mechanism 220 is fixed with the reaction frame 210; the loading plate 230 is fixed with the lifting mechanism 220, the loading plate 230 is lifted by the lifting mechanism 220, the lifting mechanism 220 adopts a manual hydraulic jack, other structures such as an electric push rod, an electric cylinder and the like are not excluded, the lifting mechanism only needs to control the loading plate 230 to lift, the lifting range of the manual hydraulic jack is not more than 0.45m, the loading plate 230 preferably adopts a steel plate, the range of the counter force of the loading device 2 pack is not less than 8KN, the area of the loading plate 230 is 0.2m multiplied by 0.2m, and the thickness of the loading plate 230 is 1 cm.
Example 9
As shown in fig. 1 to fig. 5, this embodiment is further optimized based on embodiment 8, and the specific scheme is as follows:
add indoor similar model test device of vertical bearing characteristic of core pile single pile still includes amesdial 6 and mounting bracket 8, and on mold box 1 was located to mounting bracket 8 stride, amesdial 6 set up on mounting bracket 8.
Example 10
As shown in fig. 1 to 5, this embodiment is further optimized based on any one of embodiments 1 to 9, and the specific scheme is as follows:
the bottom plate 120 of the model box 1 is a steel plate, the side plate 110 of the model box 1 is transparent organic glass, and the thickness of the side plate 110 is obtained through finite element numerical simulation calculation so that the strength condition and the deformation condition meet the requirement of a loading test; the bottom of bottom plate 120 sets up first crossbeam 130, through the vertical displacement of first crossbeam 130 restriction bottom plate 120, weld second crossbeam 140 with the curb plate 110 of fixed mould type case 1 around the curb plate 110 of model case 1, in addition, still set up L type supporting steel plate 150 between bottom plate 120 and the curb plate 110, L type supporting steel plate 150 can further consolidate the curb plate 110 of model case 1, L type supporting steel plate 150 adopts bolted connection with curb plate 110, L type supporting steel plate 150's lower extreme welding triangular supports 151, curb plate 110 also adopts bolted connection with bottom plate 120.
Example 11
As shown in fig. 1 to fig. 5, this embodiment is further optimized based on embodiment 10, and its specific scheme is as follows:
the first cross beam 130 is provided with the Fuma wheel 7, the bearing capacity of the Fuma wheel 7 meets the requirement of test loading strength, the installation height difference of the Fuma wheel 7 is within 1mm, the test balance requirement is met, and the Fuma wheel has the functions of moving, fixing, heightening and the like.
As an application example:
the dimensions of the base plate 120 are: 3.2 m in length; 1.0 meter wide; thickness 0.015 meter, 1.5 cm;
the left and right side plates 110 are 0.8m long; 1.2 m wide; the thickness is 0.02 m;
the side plates 110 at the front and rear sides are 3.04 m long; 1.2 m wide; the thickness is 0.02 m;
each side of the bottom plate 120 is empty by 8cm, and the L-shaped supporting steel plate 150 is 1.2 meters long and 0.08 meter wide; thickness 0.01 meter;
the first beam 130 is made of 0.05m × 0.05m square steel;
the second beam 140 is made of 0.05m × 0.05m square steel;
the thickness of each layer of common sand in the foundation soil 3 is 10cm, and the thickness of each layer of color sand is 1 cm;
the color sand and the common sand are both standard sand, and the deformation modulus E of the standard sand016MPa, internal friction angle
Is 28 degrees, and the density rho is 1900Kg/m3The degree of compaction was 0.96.
A method for testing a vertical bearing characteristic indoor similar model of a single cored stirring pile comprises the following steps:
step 1: designing and manufacturing a model: according to the theory related to the similarity test, constructing a scaled model, controlling the similarity of physical and mechanical parameters such as compactness and the like of the foundation soil 3 filled in the model box 1, and increasing the load of the core piles 410 at different positions of different pile models in the model box 1 in a grading manner by taking the applied load as a control index;
step 2: design and preparation of prefabricated semi-cylinder adds core stake 4: the semi-cylinder cored pile 4 is formed by adopting original sludge soft soil extracted from the construction site, drying, smashing, grinding, then saturating indoors to reach the saturation of an original soil sample, fully mixing the original soil sample with common silicate cement, pouring the mixture into a prepared PVC pipe, fully tamping and prefabricating; the core pile 410 is simulated by adopting a prefabricated nylon rod 411, the prefabricated nylon rod 411 which is installed by the resistance strain gauge 5 is inserted into a pile in a PVC pipe which is tamped and is not solidified, the PVC pipe is placed in a concrete standard curing room for curing for 24-48 hours, then demoulding is carried out, after demoulding, the resistance strain gauges 5 are attached to two sides of a semi-cylindrical core-added pile 4, the semi-cylindrical core-added pile 4 is installed from bottom to top, and the prefabricated semi-cylindrical core-added pile 4 is placed in the concrete standard curing room again for curing for 28d and is used as a structural pile body of a loading test; all the semi-cylindrical core-added piles 4 and the core piles 410 need to be pasted with resistance strain gauges 5, 2 resistance strain gauges 5 are pasted at the opposite positions of each depth, and the semi-cylindrical core-added piles and the core piles are installed from bottom to top; the depth positions of the resistance strain gauges 5 attached to the semi-cylindrical core adding piles 4 and the core piles 410 are the same, and the resistance strain gauges 5 are additionally arranged at the joints of the core piles 410;
and step 3: after 28d of maintenance period, arranging the prefabricated semi-cylinder core-adding piles 4 in the model box 1, wherein the arrangement positions and the arrangement depths meet the test requirements, filling foundation soil 3 in the model box 1 by adopting a gravity method, the filling height is equal to the pile tops of the semi-cylinder core-adding piles 4, and prefabricated pile caps are added at the pile tops of the semi-cylinder core-adding piles 4;
and 4, step 4: debugging: the resistance strain gauge 5, the data acquisition equipment, the loading device 2 and the image acquisition module are debugged, and the debugging method mainly comprises the steps of reading initial data, debugging the module data reading frequency setting, real-time acquisition, real-time transmission and real-time storage functions, debugging the resolution of the image acquisition module, and synchronously observing the vertical and lateral deformation displacement change conditions of the aligned semi-cylinder core-added pile 4, the core pile 410 and the peripheral foundation soil 3 of the core pile 410.
And 5: and (3) loading test: carrying out a graded loading test on the single semi-cylinder cored pile 4 through the loading device 2, and acquiring the corresponding relation between acquired data and strain obtained by the resistance strain gauge 5 in real time through data acquisition equipment; when the data tend to be stable, starting a data acquisition device to read the data, acquiring the data in different time periods by setting data acquisition frequency and multiple groups of data in different time periods, and performing corresponding data processing; recording the vertical and lateral deformation displacement change conditions of the semi-cylinder cored pile 4, the core pile 410 and the peripheral foundation soil 3 thereof in the loading process of the semi-cylinder cored pile 4 on the boundary of the side plate 110 by using an image acquisition module;
step 6, processing test data: acquiring tangential stress distribution change rules of the semi-cylindrical cored piles 4 of different types under different failure modes according to data acquired by the resistance strain gauges 5 on the pile-soil contact surface, the semi-cylindrical cored piles 4 and the core pile 410 contact surface, and performing normalization processing to obtain a relation function of tangential stress of two contact surfaces along with depth change; according to the plane of the pile top, the positive stress test data of the top surface of the soil body, the top surface of the semi-cylinder cored pile 4 and the top surface of the core pile 410 in the loading range, the pile-soil stress ratio of different pile types at different loading stages is obtained; obtaining the vertical displacement distribution evolution condition of the plane of the pile bottom in the loading influence range according to the vertical displacement test data of the plane of the pile bottom, and obtaining a vertical stress-strain relation model of the pile bottom through normalization processing based on a Wicker foundation model; obtaining a relative displacement change relation among the soil around the pile, the semi-cylinder cored pile 4 and the core pile 410 according to a vertical displacement evolution rule and a soil around the pile in the loading process of the semi-cylinder cored pile 4 and the core pile 410 on the boundary of the side plate 110 under different failure modes; and obtaining a bearing capacity estimation formula of the single pile of the semi-cylinder cored pile 4 with different pile types under different failure modes based on the analysis.
Although embodiments of the present invention have been shown and described above, it is understood that the above embodiments are exemplary and should not be construed as limiting the present invention, and that variations, modifications, substitutions and alterations can be made to the above embodiments by those of ordinary skill in the art within the scope of the present invention.
Claims (10)
1. An indoor similar model test device for vertical bearing characteristics of a single cored pile is characterized by comprising a model box (1) and a loading device (2), wherein the upper end of the model box (1) is open, a side plate (110) of the model box (1) is a transparent plate, foundation soil (3) is filled in the model box (1), the foundation soil (3) is formed by filling common sand and colored sand in a layered mode, and a semi-cylindrical cored pile (4) is embedded in the foundation soil (3) close to the side plate (110); the section of the semi-cylinder core-adding pile (4) faces outwards; the loading device (2) is used for applying pressure to the single semi-cylinder cored pile (4).
2. The indoor similar model test device for vertical bearing characteristics of the cored pile single pile according to claim 1, wherein the contact surface of the tangent plane of the semi-cylindrical cored pile (4) and the side plate (110) is evenly coated with butter.
3. The indoor similar model test device for vertical bearing characteristics of the cored pile single pile according to claim 1, characterized in that the length of the core pile (410) in part of the semi-cylindrical cored piles (4) is smaller than that of the semi-cylindrical cored piles (4), and the lengths of the core piles (410) are increased in sequence; the length of a core pile (410) in part of the semi-cylinder core-adding piles (4) is equal to that of the semi-cylinder core-adding piles (4); and part of the length of the core pile (410) in the semi-cylinder core-adding pile (4) is greater than that of the semi-cylinder core-adding pile (4), and the length of the core pile (410) is increased in sequence.
4. The indoor similar model test device for vertical bearing characteristics of the cored pile single pile according to claim 3 is characterized in that resistance strain gauges (5) are uniformly arranged on the surface of the semi-cylindrical cored pile (4) and the core pile (410) inside the semi-cylindrical cored pile at different heights; the resistance strain gauge (5) is connected with a data acquisition terminal through a data line.
5. The indoor similar model test device for vertical bearing characteristics of the cored pile single pile according to claim 4, wherein the core pile (410) is formed by splicing a plurality of sections of nylon rods (411) through wood plugs (412); the bottom surface of the nylon rod (411) above the two adjacent sections of nylon rods (411) is provided with a first insertion hole, the top surface of the nylon rod (411) below the two adjacent sections of nylon rods is provided with a second insertion hole, and two ends of the wooden bolt (412) are respectively inserted into the first insertion hole and the second insertion hole so as to connect the two adjacent sections of nylon rods (411).
6. The indoor similar model test device for vertical bearing characteristics of the cored pile single pile according to claim 5, wherein a resistance strain gauge (5) is arranged at the joint of the two sections of nylon rods (411) on the semi-cylindrical cored pile (4).
7. The indoor similar model test device for vertical bearing characteristics of the cored pile single pile according to claim 1, further comprising an image acquisition module, wherein the image acquisition module is used for synchronously observing the vertical and lateral deformation displacement change conditions of the aligned semi-cylindrical cored pile (4), the cored pile (410) and the peripheral foundation soil (3) thereof.
8. An indoor similar model test device for vertical bearing characteristics of a cored pile and single pile according to any one of claims 1 to 7, characterized in that the loading device (2) comprises a reaction frame (210), a lifting mechanism (220) and a loading plate (230), wherein the lifting mechanism (220) is arranged above the model box (1) and is fixed with the reaction frame (210); the loading plate (230) is fixed with the lifting mechanism (220) and carries out lifting movement through the lifting mechanism (220).
9. The indoor similar model test device for vertical bearing characteristics of the single cored pile according to claim 8 is characterized by further comprising a dial indicator (6) and a mounting frame (8), wherein the mounting frame (8) is arranged on the model box (1) in a spanning mode, and the dial indicator (6) is arranged on the mounting frame (8).
10. The indoor similar model test device for vertical bearing characteristics of the cored pile and single pile according to claim 1 is characterized in that a bottom plate (120) of the model box (1) is a steel plate, and a side plate (110) of the model box (1) is transparent organic glass.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115032009A (en) * | 2022-06-13 | 2022-09-09 | 浙江大学 | Vertical cyclic loading simulation device and method for high-speed railway pile foundation of supergravity experiment cabin |
| CN115492172A (en) * | 2022-07-26 | 2022-12-20 | 长沙理工大学 | Device and method for testing influence of traffic load on pile net composite foundation power |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105155593A (en) * | 2015-07-05 | 2015-12-16 | 华东交通大学 | Deformation-visible pile foundation model test loading box |
| CN107100211A (en) * | 2017-05-11 | 2017-08-29 | 同济大学 | A kind of experimental rig of the pile-soil interaction in full size stake footpath |
| CN207730580U (en) * | 2018-01-19 | 2018-08-14 | 浙江大学 | A kind of simulation is caused the experimental rig of negative friction of pile neutral point variation by ground preloading |
| CN210140854U (en) * | 2019-05-29 | 2020-03-13 | 南昌航空大学 | Rear stiffening core extension concrete pile indoor test device |
| AU2020101020A4 (en) * | 2020-06-16 | 2020-07-23 | Jilin Jianzhu University | The Method for Conducting the Undisturbed Soil Test of Half Section Pile Model by Using a Detachable Soil Sampler |
| CN111733903A (en) * | 2020-07-09 | 2020-10-02 | 山东建筑大学 | Half-mode model test device and method for ramming pile group soil compaction effect |
| CN112160353A (en) * | 2020-09-01 | 2021-01-01 | 温州大学 | Pile-soil interaction indoor test device under combined cyclic loading effect and installation method |
-
2021
- 2021-04-08 CN CN202110375532.3A patent/CN113514339A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105155593A (en) * | 2015-07-05 | 2015-12-16 | 华东交通大学 | Deformation-visible pile foundation model test loading box |
| CN107100211A (en) * | 2017-05-11 | 2017-08-29 | 同济大学 | A kind of experimental rig of the pile-soil interaction in full size stake footpath |
| CN207730580U (en) * | 2018-01-19 | 2018-08-14 | 浙江大学 | A kind of simulation is caused the experimental rig of negative friction of pile neutral point variation by ground preloading |
| CN210140854U (en) * | 2019-05-29 | 2020-03-13 | 南昌航空大学 | Rear stiffening core extension concrete pile indoor test device |
| AU2020101020A4 (en) * | 2020-06-16 | 2020-07-23 | Jilin Jianzhu University | The Method for Conducting the Undisturbed Soil Test of Half Section Pile Model by Using a Detachable Soil Sampler |
| CN111733903A (en) * | 2020-07-09 | 2020-10-02 | 山东建筑大学 | Half-mode model test device and method for ramming pile group soil compaction effect |
| CN112160353A (en) * | 2020-09-01 | 2021-01-01 | 温州大学 | Pile-soil interaction indoor test device under combined cyclic loading effect and installation method |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115032009A (en) * | 2022-06-13 | 2022-09-09 | 浙江大学 | Vertical cyclic loading simulation device and method for high-speed railway pile foundation of supergravity experiment cabin |
| CN115492172A (en) * | 2022-07-26 | 2022-12-20 | 长沙理工大学 | Device and method for testing influence of traffic load on pile net composite foundation power |
| CN115492172B (en) * | 2022-07-26 | 2024-04-09 | 长沙理工大学 | Device and method for testing influence of traffic load on pile-net composite foundation power |
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