CN217923769U

CN217923769U - Two-anchor one-pressure combined measuring platform for bearing capacity of large-tonnage foundation pile

Info

Publication number: CN217923769U
Application number: CN202221315569.3U
Authority: CN
Inventors: 李清; 吴勋; 钱尼贵; 熊磊
Original assignee: Guangdong Jiaoke Testing Co ltd
Current assignee: Guangdong Jiaoke Testing Co ltd
Priority date: 2022-05-27
Filing date: 2022-05-27
Publication date: 2022-11-29
Anticipated expiration: 2032-05-27

Abstract

The utility model relates to a technical field that pile foundation static load detected, more specifically relates to a two anchors of large-tonnage foundation pile bearing capacity one presses antithetical couplet survey platform. The method comprises the following steps: a support assembly; pile resistance; uplift piles; the anti-pulling steel bars are embedded in the anti-pulling piles; the pressure applying assembly is arranged between the compression resistant pile and the supporting assembly; the pulling force applying assembly is arranged at the upper end of the uplift pile and spans the supporting assembly; the load sensor is arranged between the support component and the pulling force application component; the testing device is connected with the load sensor; the system is connected with the testing device and the load sensor; wherein, the pulling force applying component comprises an upper steel base plate, a lower steel base plate, an upper force transmission disc, a lower force transmission disc and a force transmission lacing wire. The utility model provides a loaded condition of bias voltage when anchor pile method test foundation pile bearing capacity realizes the even transmission of load and the effect of more safe economy among the loading process.

Description

Two anchor one pressure of large-tonnage foundation pile bearing capacity are jointly surveyed platform

Technical Field

The utility model relates to a technical field that pile foundation static load detected, more specifically relates to a two anchor of large-tonnage foundation pile bearing capacity are pressed and are allied oneself with survey platform.

Background

Along with the continuous healthy development and the continuous acceleration of urbanization process of Chinese economy, chinese engineering construction enters the period of large-scale application of pile foundation engineering which has the attention, and along with the continuous emergence of super high-rise buildings in the first-line city, the load transmitted by the upper structure borne by the bottom of the foundation is larger and larger, so that higher and tighter requirements on deformation and bearing capacity of foundation piles are provided, and the foundation piles are continuously developed towards super-long piles, large diameters and large tonnages. For the detection of a large-tonnage static load test of the foundation pile, the test equipment is required to meet the requirements of strength, bending resistance, shearing resistance, deformation and the like under the action of a great load.

Among the existing methods for detecting the bearing capacity of the pile foundation, the pile loading method and the anchor pile method are the two most commonly used methods. Because the pile loading method needs foundation pretreatment and the counterforce pile loading platform is relatively high (the height is usually 5-7 m under the 2000T level), the danger of platform overturning may exist. Compared with the prior art, the anchor pile method only needs to lay the counter-force anchor piles according to a certain distance before the test, so that the counter-force platform is relatively small in height, the risk of overturning of the platform is avoided, the anchor pile method is under safety consideration, and the anchor pile method is more suitable.

The existing anchor pile method for testing the bearing capacity of the pile foundation mainly comprises the steps of adding two reaction anchor piles at two sides of the compression-resistant pile according to a certain distance, and then specifically connecting anchor pile reinforcing steel bars with a reaction frame. The concrete connection mode is determined according to the tonnage of a bearing capacity test, under the condition of general small tonnage, the anchor pile steel bar and the force transmission tie bar are directly welded, and then the tie bar penetrates through a steel base plate placed on the main beam and is fixed by screws; the method is not suitable for testing the bearing capacity of the pile foundation by an anchor pile method with larger tonnage. The large-tonnage force transmission device is directly welded on the anchor pile reinforcing steel bar in a connection mode, so that the force transmission device is not beneficial to uniform stress, and the situation of bias loading can be caused in loading.

SUMMERY OF THE UTILITY MODEL

The utility model discloses aim at overcoming above-mentioned prior art's at least one defect, provide a two anchors of large-tonnage foundation pile bearing capacity and press to ally oneself with survey platform, realize the even transmission of load and the effect of more safe economy in the loading process.

In order to achieve the above object, the utility model discloses the technical scheme who takes is, provides a two anchors of large-tonnage foundation pile bearing capacity one presses to ally oneself with survey platform, include: a support assembly; pile resistance; uplift piles; the anti-pulling steel bars are embedded in the anti-pulling piles; a pressure applying assembly disposed between the compression resistant pile and the support assembly; the pulling force applying assembly is arranged at the upper end of the uplift pile and spans the support assembly; the load sensor is arranged between the supporting component and the pulling force applying component; the testing device is connected with the load sensor; a system connected to the test device and the load sensor; the pulling force applying assembly comprises an upper steel base plate, a lower steel base plate, an upper force transmission disc, a lower force transmission disc and a force transmission lacing wire; the lower force transmission disc is arranged at the upper end of the uplift pile; the lower steel base plate is arranged on the lower force transmission disc; the upper steel base plate is arranged above the lower force transmission disc; the upper force transmission disc is arranged above the load sensor; the anti-pulling steel bar penetrates through the lower force transmission disc and is connected with the upper steel base plate; the force transmission tie bar penetrates through the lower steel base plate and the lower force transmission disc and is connected with the upper force transmission disc.

Among the above-mentioned technical scheme, the supporting component plays the supporting role, and to a great extent has stabilized whole counterforce device, also does benefit to the installation that the subassembly was applyed to pressure and the subassembly was applyed to the pulling force. The uplift pile is an auxiliary pile in the test process and is acted by the uplift force, and the uplift force is provided by the uplift force application assembly. The compression resistant pile bears vertical pressure mainly bearing pressure, and the pressure is provided by the pressure applying assembly. The load sensor is not only used for detecting the load condition of the uplift pile, but also can stop loading under the condition of larger eccentric loading, and can be used as the reference of the internal force conversion result as the load sensor is connected with the testing device and the system. The testing device and the system are used for synchronously testing the bearing capacity and the internal force of the foundation pile and acquiring testing data.

The lower force transmission disc is a force transmission connecting device for fixing the uplift steel bars and the force transmission tie bars, and can transmit the jacking force applied by the pressure applying assembly to the uplift pile, so that the effect of synchronously testing the bearing force of the uplift pile and the uplift pile is realized. The upper force transmission disc is mainly placed on the supporting component, the force transmission tie bar penetrates through the grid intervals on the two sides of the force transmission disc, and the force transmission tie bar is fixed by the high-strength nut, so that the load of the supporting component is applied to the force transmission tie bar and then is transmitted to the anchor pile through the lower force transmission disc. The upper steel base plate is used as a force transmission fixing base plate which is uniformly stressed, the anti-pulling steel bars are locked on the upper steel base plate through nuts, and the upper steel base plate is supported by the top surface of the lower force transmission plate, so that the load is uniformly transmitted to the anti-pulling pile. The lower steel backing plate is used as a force transmission lacing wire and is fixedly connected with the bottom surface of the lower force transmission plate in a hand device, so that the lower force transmission plate can be further stabilized.

Furthermore, the lower force transmission disc is provided with an anchoring area, and the force transmission lacing wire penetrates through the anchoring area; pass power dish down and still be equipped with horizontal billet, vertical billet and short reinforced billet, horizontal billet is on a parallel with the supporting component, vertical billet with horizontal billet forms the grid interval perpendicularly, short reinforced billet is located the anchor region.

The lower force transfer plate is of a grating steel box structure formed by welding Q355B steel bars with the thickness of 2 cm. The force transmission lacing wire can penetrate through the lower force transmission disc through the anchoring area and is fixed on the lower force transmission disc by a high-strength nut. In order to ensure that the rigidity of the lower force transfer disc can meet the requirement under the action of large-tonnage load, the transverse steel bar, the longitudinal steel bar and the short reinforced steel bar are arranged, so that the rigidity of the lower force transfer disc is enhanced, the stability of the lower force transfer disc is further improved, and the effect of uniformly transferring load is realized.

Furthermore, the upper steel base plate is an upper steel ring base plate, first round holes are formed in the circumferential direction of the upper steel base plate, and the anti-pulling steel bars penetrate through the first round holes and are distributed circumferentially. Go up the steel backing plate for thickness 2cm, inside and outside diameter is 1.15m and 1.25m respectively to the ring middle part cutting quantity is 32 first round holes that the diameter is 4cm, and its concrete quantity can be decided according to the reinforcing bar quantity of actual engineering uplift pile.

Furthermore, the support assembly comprises a main beam and a counterweight cushion block, and the main beam is arranged at the lower end of the load sensor and spanned by the force transmission steel bar; the counterweight cushion block is arranged below the main beam.

The main effect of the main beam is to transmit the vertical upward jacking force of the jack to the force transmission lacing wire and uniformly transmit load. The size of the main beam is 13m × 0.6m × 1.5m, the material is Q355B steel, and the main beam adopts a box girder structure. The effect of supporting the girder temporarily promotes the steadiness of whole platform.

Further, the pressure application assembly comprises a first steel base plate, a second steel base plate and a jack, the first steel base plate is arranged at the upper end of the uplift pile, the jack is arranged above the first steel base plate, and the second steel base plate is arranged between the main beam and the jack.

The first steel base plate is made of Q355B steel with the thickness of 3cm and the diameter of 1.8m and is mainly used for sharing the downward acting force of a jack above, so that the load is uniformly transmitted to the compression-resistant pile, and the pile top of the compression-resistant pile is prevented from being damaged by compression. The second steel backing plate has the plane size (length multiplied by width) of 1.8 x 1.8m, the thickness of 3cm and the material of Q355B steel, and is used for bearing the upward jacking force of the jack, so that the load is uniformly transmitted to the main beam and the main beam is prevented from being damaged by pressure.

Further, testing arrangement includes displacement meter, bar meter and interior force transducer, the displacement meter is located four angle departments of first steel backing plate, the bar meter is located on the resistance to plucking reinforcing bar, interior force transducer locates the compressive pile with on the resistance to plucking pile.

The displacement meter is placed four angular point departments of the first steel backing plate in resistance to compression stake top for the settlement size of resistance to compression stake under the vertical compressive load of monitoring, when the range of subsiding was inconsistent in resistance to compression stake both sides, can stop the load loading, realizes real time monitoring's effect. The reinforcing bar meter is welded on the uplift reinforcing bar in advance according to a certain depth and used for monitoring the change condition of the axial force of the uplift pile body under the action of uplift load. The internal force sensor can sense load signals and can convert the load signals into usable output electric signals according to a certain rule so as to enable a system to receive the load signals.

Further, the system includes a static load analysis testing system and an internal force acquisition system.

The static load analysis test system can realize the test work of the pressure and pulling resistance bearing capacity, can realize the functions of automatic loading and load stability maintenance, mainly records the pile top settlement value under the corresponding loading condition of each stage, and realizes the effect of visual analysis. The internal force acquisition system automatically acquires the internal force value of the steel bar under each level of loading or unloading load, and the effect of reflecting the internal force value in time can be realized.

Further, the number of the main beams is three. The girder effect makes the bearing and transmits the load, and the bearing capacity can be promoted in the setting of three girders, and then promotes building quality.

Furthermore, the force transmission tie bar is arranged on the periphery of the anti-pulling steel bar.

Compared with the prior art, the beneficial effects of the utility model are that:

(1) The test work of 2000T load level bearing capacity is completed by only adopting 2 uplift piles, and compared with the traditional method of carrying out counter-force anchoring by needing 4 uplift piles, the test cost is saved.

(2) The lower force transfer plate is provided with the transverse steel bars, the longitudinal steel bars and the short reinforced steel bars, so that the overall rigidity of the lower force transfer plate is improved, the load is uniformly transferred, and the uneven settlement of the foundation pile can be reduced.

(3) The combined arrangement of the upper force transmission disc, the lower force transmission disc, the upper steel base plate and the lower steel base plate enhances the stability of the whole platform, and enables loads to be more uniformly transmitted to the uplift pile.

Drawings

FIG. 1 is a schematic diagram of the present invention;

FIG. 2 is a block diagram of the lower force transfer plate;

FIG. 3 is a structural view of the upper steel shim plate;

FIG. 4 is a block diagram of the upper steel shim plate and the lower force transfer plate;

FIG. 5 is a structural view of the lower steel shim plate;

FIG. 6 is a block diagram of a nut;

fig. 7 is a structural view of the force transmitting tie bar;

reference numerals are as follows: the device comprises a nut 1, first threads 1-1, an upper force transfer disc 2, a force transfer lacing wire 3, second threads 3-1, an upper steel backing plate 4, first round holes 4-1, a lower force transfer disc 5, transverse steel bars 5-1, longitudinal steel bars 5-2, short reinforced steel bars 5-3, a lower steel backing plate 6, second round holes 6-1, uplift piles 7, balance weight cushion blocks 8, a displacement meter 9, a first steel backing plate 10, compression resistant piles 11, a second steel backing plate 12, a jack 13, a main beam 14, a static load analysis and test system 15, an internal force acquisition system 16 and a load sensor 17.

Detailed Description

The present invention will be described in further detail with reference to the accompanying drawings and examples. Wherein the showings are for the purpose of illustration only and not for the purpose of limiting the same; for a better understanding of the following embodiments, certain features of the drawings may be omitted, simplified or reduced and do not represent the size of the actual product; it will be understood by those skilled in the art that certain well-known structures and descriptions in the drawings may be omitted.

Example 1

The embodiment of the application discloses a two-anchor one-pressure joint measuring platform for the bearing capacity of a large-tonnage foundation pile, which is further described in detail by combining the attached drawings 1-7. Before a counter-force device of an anchor pile is formally built, four full-length main reinforcements are selected from compression-resistant reinforcements and anti-pulling reinforcements to serve as internal force testing main reinforcements, and an internal force sensor is welded to the testing main reinforcements; the internal force sensors on the four main ribs form a test section at the same depth; the position of the test section is determined according to the stratum distribution, and the test section is ensured to be arranged on the top surface of each stratum and the ground.

Firstly, a crane is adopted to horizontally lift a lower force transfer disc 5 to the upper part of an uplift pile 7, in order to ensure that the rigidity of a steel box can meet the requirement under the action of large-tonnage load, three transverse steel bars 5-1 are arranged in the direction parallel to a main beam 14 of the force transfer disc, 3 short reinforced steel bars 5-3 are particularly arranged in an anchoring area of the uplift steel bars at certain intervals, and longitudinal steel bars 5-2 and the transverse steel bars 5-1 are vertical to form grid intervals. The geometric center of the lower force transmission disc 5 coincides with the circle center of the pile body of the uplift pile 7, so that the uplift steel bars penetrate through the gap area of the steel grating of the lower force transmission disc 5. The anti-steel bars can smoothly pass through the lower force transmission disc 5, the relative positions of the anti-pulling steel bars are measured through the total station, and then the design of the steel box is carried out according to the circle center formed by the anti-pulling steel bars.

The upper part of the anti-pulling steel bar needs to be threaded in advance to be opened, so that the length of 3-1 second thread is more than 10cm. After the anti-pulling steel bars pass through the lower force transmission disc 5, the first round holes 4-1 of the upper steel backing plate 4 pass through the anti-pulling steel bars. After the anti-pulling steel bar penetrates through the upper steel base plate 4, the anti-pulling steel bar is locked by downwards screwing the high-strength M32 type high-strength nut 1 along the first thread 1-1, and two nuts 1 can be used for locking in order to ensure the locking effect. The internal diameter of the high-strength M32 nut 1 is 32mm, and the specific size of the high-strength M32 nut can be determined according to the diameter of an anchor pile reinforcement in actual engineering.

After the lower force transmission disc 5 and the anti-pulling steel bars are locked, the first steel base plate 10 is horizontally hung to the pile top of the anti-pressing pile 11 by a crane, and the center of the first steel base plate 10 is required to be coincident with the center of the anti-pressing pile 11. The diameter of the compression pile 11 is 1.8m, and is equal to the diameter of the first steel base plate 10; the diameter of the first steel shim plate 10 may depend on the diameter of the actual engineered compression pile 11. After the first steel backing plate 10 is lifted and placed, 4 jacks 13 are lifted and placed on the first steel backing plate 10, the jacks 13 are symmetrically placed, and the centers of the acting forces of the jacks 13 coincide with the center of the compression resistant pile 11. After the jack 13 is placed, the oil pipe connection work of the jack 13 is carried out, and the oil inlet pipe and the oil outlet pipe are connected to the high-pressure electric oil pump. And after the oil way of the jack 13 is connected, hoisting the second steel backing plate 12 onto the jack 13, and ensuring that the geometric center of the second steel backing plate 12 is superposed with the centroid of the acting force of the jack 13. After the second steel backing plate 12 is placed, the counterweight cushion block 8 is lifted to the middle position of the connecting line between the circle centers of the two uplift piles 7 and the circle center of the compression pile 11, and the height of the top surface of the counterweight cushion block 8 is required to be 5cm higher than that of the top surface of the second steel backing plate 12. After the counter weight cushion block 8 is placed, three main beams 14 are hung on the counter weight cushion block 8; the central axis of the main beam 14 at the middle position needs to be overlapped with a straight line formed by connecting the circle centers of the uplift pile 7 and the compression-resistant pile 11 in the horizontal direction; the main beams 14 on the other two sides are arranged in parallel with the main beam 14 in the middle, the distance is 10-15cm, and the gap distance ensures that the force transmission lacing wire 3 can smoothly penetrate from the upper force transmission disc 2 to the lower force transmission disc 5.

After the main beam 14 is hoisted, the load sensor 17 is hoisted and placed on the main beam 14, and the geometric center of the load sensor 17 is overlapped with the circle center of the pile body of the uplift pile 7 in the vertical direction.

After the load sensor 17 is hoisted and placed, the upper transmission plate 2 is hoisted; the specification of the upper force transfer disc 2 is consistent with that of the lower force transfer disc 5, and the difference is that the upper force transfer disc 2 is not provided with a middle short reinforced steel bar 5-3; the geometric center of the upper force transmission disc 2 is required to be vertically coincided with the circle center of the pile body of the uplift pile 7 by the upper force transmission disc 2.

After the upper force transfer disc 2 is hoisted and placed, the force transfer lacing wires 3 are hoisted and placed on two sides of the upper force transfer disc 2 in the direction perpendicular to the main beam 14; the force transmission lacing wire 3 adopts PSB1080 steel bar with the diameter of 36mm; the force transmission lacing wire 3 is already provided with a second thread 3-1; the force-transferring lacing wires 3 are symmetrically arranged, and the number can be specifically determined according to the size of a test load. After the force transmission tie bar 3 is hoisted and placed, the lower steel base plate 6 is placed on the top surface of the upper force transmission disc 2, the force transmission tie bar 3 penetrates through the lower steel base plate 6, the lower steel base plate 6 is enabled to be tightly attached to the upper force transmission disc 2, and then the lower steel base plate is locked through the PSB1080 matched nut 1. After the force transmission lacing wire 3 is locked, a lower steel backing plate 6 is placed on the bottom surface of the lower force transmission plate 5 in the same way and locking work is carried out. After all the force transmission tie bars 3 are locked, the construction of the whole pile foundation two-anchor one-pressure bearing capacity joint measurement platform is completed.

After the joint measuring platform is built, the displacement meters 9 are symmetrically arranged at four corner points of the first steel base plate 10, and then the static load analysis and test system 15 and the internal force acquisition system 16 can be connected through wires. And after the system is connected with the lead, time synchronization work is carried out, test contents are set, and bearing capacity and internal force test work is carried out according to the specification. The test content is mainly to adopt a slow load maintenance method to carry out test work according to the standard requirement.

Claims

1. A two-anchor one-pressure joint measurement platform for bearing capacity of a large-tonnage foundation pile comprises:

a support assembly;

pile resistance;

uplift piles;

the anti-pulling steel bars are embedded in the anti-pulling piles;

a pressure applying assembly disposed between the compression resistant pile and the support assembly;

the pulling force applying assembly is arranged at the upper end of the uplift pile and spans the support assembly;

the load sensor is arranged between the supporting component and the pulling force applying component;

the testing device is connected with the load sensor;

a system connected to the test device and the load sensor;

the device is characterized in that the pulling force applying assembly comprises an upper steel base plate, a lower steel base plate, an upper force transmission disc, a lower force transmission disc and a force transmission lacing wire; the lower force transmission disc is arranged at the upper end of the uplift pile; the lower steel base plate is arranged on the lower force transmission disc; the upper steel base plate is arranged above the lower force transmission disc; the upper force transmission disc is arranged above the load sensor; the anti-pulling steel bar penetrates through the lower force transmission disc and is connected with the upper steel base plate; the force transmission tie bar penetrates through the lower steel base plate and the lower force transmission disc and is connected with the upper force transmission disc.

2. The platform for measuring bearing capacity of a large-tonnage foundation pile by two anchors and one press in combination according to claim 1, wherein the lower force transmission disc is provided with an anchoring area, and the force transmission tie bar penetrates through the anchoring area; pass power dish down and still be equipped with horizontal billet, vertical billet and short reinforced billet, horizontal billet is on a parallel with the supporting component, vertical billet with horizontal billet forms the grid interval perpendicularly, short reinforced billet is located the anchor region.

3. The platform for measuring the bearing capacity of the large-tonnage foundation pile by two anchors and one pressure joint as claimed in claim 1, wherein the upper steel backing plate is an upper steel annular backing plate, first round holes are formed in the circumferential direction of the upper steel backing plate, and the uplift steel bars penetrate through the first round holes and are distributed circumferentially.

4. The large-tonnage foundation pile bearing capacity two-anchor one-pressure combined measurement platform according to claim 1, wherein the support assembly comprises a main beam and a counterweight cushion block, the main beam is arranged at the lower end of the load sensor and is spanned by the force transmission steel bar; the counterweight cushion block is arranged below the main beam.

5. The platform of claim 4, wherein the pressure applying assembly comprises a first steel base plate, a second steel base plate and a jack, the first steel base plate is arranged at the upper end of the uplift pile, the jack is arranged above the first steel base plate, and the second steel base plate is arranged between the main beam and the jack.

6. The platform of claim 5, wherein the testing device comprises displacement meters, a steel bar meter and internal force sensors, the displacement meters are arranged at four corners of the first steel base plate, the steel bar meter is arranged on the uplift steel bar, and the internal force sensors are arranged on the compression pile and the uplift pile.

7. The platform for measuring bearing capacity of the large-tonnage foundation pile by two anchors and one pressure in combination as claimed in claim 1, wherein the system comprises a static load analysis test system and an internal force acquisition system.

8. The platform for measuring bearing capacity of the large-tonnage foundation pile by two anchors and one pressure in a combined manner according to claim 4, wherein the number of the main beams is three.

9. The platform of claim 1, wherein the force-transmitting tie bar is disposed around the anti-pulling steel bar.