CN214695767U - It passes through building foundation connection structure earlier to establish prestressed anchorage pole earlier - Google Patents

Abstract

The utility model discloses an establish prestressed anchorage pole earlier and pass through and build building foundation connection structure earlier contains the first basis of connecting on building lower part soil body earlier, connect in the first bed course of first basis below, connect in the inside ground reinforcing pile of first bed course below soil body, connect in the crown beam at a fender pile top, cross-under in advance in crown beam and the intraformational stock free segment of first bed course, connect in the stock free segment end and connect in the stock of current ground below and cup joint the slip casting body in the stock periphery. The anchor rod of the utility model extends obliquely downwards, and can reinforce the soil body in the largest range; by arranging the anchor rod free section in the first cushion layer, the early-stage anchoring effect can be ensured, and the installation construction can be carried out under the condition of not changing the supporting pile and the foundation treatment scheme; through the design of the anchor conversion part of the anchor rod free section and the anchor rod at the connecting end and the arrangement of the elastic pipe, the stress transmission, transition and protection of anchor rod anchoring are facilitated.

Description

It passes through building foundation connection structure earlier to establish prestressed anchorage pole earlier

Technical Field

The utility model belongs to the building construction field, in particular to establish prestressed anchorage pole earlier and pass through and build building foundation connection structure earlier.

Background

At present, with the rapid development of urban construction, urban land is more and more tense, and in order to fully improve the utilization rate of underground space, the underground part of a high-rise building is also increased continuously, and a foundation pit is larger and deeper. The anchor rod technology is an efficient and economic rock and soil mass reinforcement technology and is widely applied to deep foundation pit engineering of buildings. However, during actual building construction, when a foundation pit is excavated after a building is built, if the foundation pit adopts technologies such as support piles and geographical processing, anchor rods are not favorably arranged; the adoption of other cantilever piles, double-row piles or the adoption of schemes of support piles, island excavation and later-stage support increase can cause a large amount of cost and time expenditure. In addition, the requirements of meeting the safety of the structure of the basement, ensuring the safe and smooth construction of the basement and ensuring the safety of the surrounding environment, buildings and road pipelines are also met, and meanwhile, the aims of minimizing the influence of the construction on the surrounding environment, reducing underground pollution and reducing the manufacturing cost are also achieved.

SUMMERY OF THE UTILITY MODEL

The utility model provides an establish prestressed anchorage pole earlier and pass through and build building foundation connection structure earlier for the solution has and builds pre-buried, convenient installation of the required stock of one side foundation ditch reinforcement among the building engineering earlier and saves technical problem such as cost and time.

In order to achieve the above purpose, the utility model adopts the following technical scheme:

a pre-stressed anchor rod crossing pre-built building foundation connecting structure comprises the existing ground where one side of a pre-built building is located, a foundation pit arranged on the other side of the pre-built building, a first foundation connected to a soil body on the lower portion of the pre-built building, a first cushion connected below the first foundation, a foundation reinforcing pile connected inside the soil body below the first cushion, a supporting pile connected to one side, close to the pre-built building, of the foundation pit, a crown beam connected to the top of the supporting pile, an anchor rod free section pre-penetrated in the crown beam and the first cushion, an anchor rod fixing section connected to the tail end of the anchor rod free section and connected below the existing ground, and a grouting body sleeved on the periphery of the anchor rod fixing section; and a protective pipe penetrates through the free section of the anchor rod, and is embedded in the first cushion layer and/or the crown beam.

The anchor conversion piece comprises an anchor beam, a support column connected to the lower part of the anchor beam and a conversion pore channel arranged in the anchor beam;

the conversion pore passage is an arc pore passage, the upper end of the arc pore passage corresponds to the free section of the anchor rod, the lower end of the arc pore passage corresponds to the fixed section of the anchor rod, and the inside of the arc pore passage is a straight-in section of the free section of the anchor rod and the fixed section of the anchor rod; or two conversion pore channels are provided, and one conversion pore channel is a linear pore channel and is connected and fixed corresponding to the free section of the anchor rod in a penetrating way; the other conversion pore passage is a diagonal pore passage which is arranged corresponding to the anchor rod fixing section, and the straight line pore passage and the diagonal pore passage are not communicated.

Furthermore, the supporting piles are arranged in rows at the side edge of the foundation pit, and the distance between the supporting piles and the side edge of the second foundation is at least 900 mm; a drainage ditch is also arranged between the supporting pile and the second foundation; the second foundation and the second cushion layer are connected to the bottom of the foundation pit at the bottom of the support pile, and the height of the top of the drainage ditch is not higher than the height of the bottom surface of the second cushion layer.

Furthermore, the foundation reinforcing piles are arranged in a quincunx shape, and the height of the bottom of each foundation reinforcing pile is lower than that of each support pile; the foundation reinforcing pile comprises a CFG pile, a cast-in-situ bored pile or a precast tubular pile.

Furthermore, the crown beam is arranged on the top of the support pile in a through length mode, the thickness of the crown beam is larger than that of the first cushion layer, and the middle point of the crown beam and the middle point of the first cushion layer are at the same horizontal height.

Further, the free sections of the anchor rods are arranged in the cushion layer at intervals, and the length of the free sections of the anchor rods is larger than the horizontal distance between the crown beam and the outer edge of the building constructed in advance.

Further, the outer end of the free section of the anchor rod penetrates through the crown beam and is connected through a fastener, and the fastener comprises a tensioning plate and a fastening nut.

Furthermore, the anchor rod fixing section is obliquely arranged under the existing ground, and the high end of the anchor rod fixing section is connected with the anchor rod free section.

Furthermore, the joint of the anchor rod fixing section and the anchor rod free section is in an arc shape or is in staggered arrangement, and the joint is sleeved through an elastic pipe and has the length not less than 20 cm.

Furthermore, the included angle between the anchor rod fixing section and the ground where the first cushion layer is located is not less than 15 degrees.

The beneficial effects of the utility model are embodied in:

1) the utility model is beneficial to providing a foundation for the integral anchoring of the connecting structure by pre-embedding the anchor rod and the grouting body under the prior building; the anchor rod extends obliquely downwards, so that the soil body can be reinforced in the largest range; in addition, the grouting body is embedded in advance, so that the anchor rod is convenient to install and construct;

2) the utility model can ensure the early stage anchoring effect and can carry out installation and construction under the unchanged supporting pile and foundation treatment scheme by arranging the free section of the anchor rod in the first cushion layer; therefore, the construction cost and the construction time can be greatly saved under the condition of ensuring the design and construction requirements;

3) the utility model is beneficial to the stress transmission of the anchor rod anchoring and the effective transition and protection at the turning part through the design of the anchor rod free section and the anchor rod anchoring conversion piece at the connecting end and the arrangement of the elastic pipe;

4) through the utility model discloses a, can not influence the construction of building earlier after pre-buried pillar in first mattress layer, also can not cause the influence in the aspect of too much time limit for a project and the cost for the foundation ditch excavation project of later stage next-door neighbour.

In addition, the free section of the anchor rod is fastened on the crown beam, so that convenient construction is facilitated, and support, foundation treatment and anchoring are further connected integrally; the utility model can be adjusted according to the construction and the working surface of the subsequent foundation pit excavation, and can be greatly adapted to the site construction; additional features and advantages of the invention will be set forth in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention; the primary objects and other advantages of the invention may be realized and attained by the structure particularly pointed out in the written description.

Additional features and advantages of the invention will be set forth in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention; the primary objects and other advantages of the invention may be realized and attained by the structure particularly pointed out in the written description.

Drawings

FIG. 1 is a schematic construction view of a pre-stressed anchor rod passing through a foundation connection structure of a pre-built building;

FIG. 2 is a schematic view of the connection and fixation of the free sections of the anchor rods at the crown beam;

FIG. 3 is a schematic view of the anchor fixing and anchoring transition piece connection;

FIG. 4 is a first schematic view of the anchoring converter;

FIG. 5 is a structural view of the anchoring converter II;

fig. 6 is a schematic view of the connection of the anchoring beam and the supporting column.

Reference numerals: 1-existing ground, 2-first foundation, 3-first cushion, 4-second foundation, 5-second cushion, 6-foundation pit bottom, 7-drainage ditch, 8-support pile, 9-foundation reinforcement pile, 10-crown beam, 11-anchor rod free section, 12-anchor rod fixed section, 13-grouting body, 14-anchor conversion piece, 141-anchor beam, 142-support column, 143-conversion pore channel, 15-protective pipe and 16-fastening piece.

Detailed Description

Taking a certain proposed project as an example, the proposed project comprises 1# commercial buildings, 2# commercial buildings, 3# to 6# residential buildings and underground garages.

When the foundation pit supporting construction is carried out on the 3# to 6# residential buildings and the underground garages, the 1# and 2# commercial buildings are already capped; the main structure of the commercial building is 5 floors above the ground, no basement or strip foundation is provided, the absolute elevation of the foundation bottom is 34.600, and CFG pile composite foundation and quincunx pile arrangement are adopted. 3# 6# residential building, 6 ~ 8 layers on the ground, 2 layers underground, raft foundation adopts CFG stake composite foundation to handle, and mattress layer bottom is-8.750, and absolute elevation is 29.050. Underground 2 layers of the underground garage, raft foundations and a bedding bottom elevation of-8.550, wherein the absolute elevation is 29.250. The southeast and northwest corners are locally deeper.

According to the geotechnical engineering investigation report, the upper part of the 35m depth range of the investigation is filled with soil, the lower part of the investigation is a newly deposited layer and a general fourth series flood flushing layer, and the total number of the layers is 9. According to the geotechnical engineering investigation report, affected by the drilling process, three layers of underground water are exposed in the investigation period: the type of the first layer of underground water is upper layer stagnant water, the stable water level burial depth is 4.05-8.90 m, and the elevation is 28.42-33.79 m. The type of the second layer of underground water is diving, the stable water level burial depth is 7.50-14.25 m, and the elevation is 23.54-27.96 m. The type of the third layer of underground water is micro pressure-bearing water, the burial depth of the stable water level is 28.90m, and the elevation is 9.06 m.

According to engineering geology and hydrogeology conditions, and from the comprehensive consideration of economy and technology, the supporting scheme adopts a pile-anchor supporting scheme. The construction of the east-side embedded protective pipe and the anchor rod in the area is the key and difficult point of the foundation pit supporting design. The foundation of the 1# and 2# buildings is taken as a first foundation 2, the mattress layer below the first foundation is taken as a first mattress layer 3, and the foundation treatment is a CFG pile composite foundation. When the design work of foundation pit supporting on one side of the 1# and 2# buildings is carried out, the CFG piles of the 1# and 2# buildings are constructed, the mattress layer is laid, and a concrete mattress layer is arranged according to the working procedures and urgent needs. The CFG pile composite foundation of the 1# and 2# storied buildings and the quincunx pile arrangement are adopted, and the anchor rod fixing section 12 cannot penetrate through the CFG pile and cannot be constructed. According to the unified construction arrangement of project department, when the deep foundation pit of later stage was excavated, according to 1#, 2# building structure needs to consider according to having sealed the top, 5 layers on the ground, the foundation pit is closely excavated near 1#, 2# building, needs dig 5.35~6.95m deeply again. Through calculation and analysis, the horizontal displacement of the pile top of the cantilever pile is more than 329mm, and the cantilever pile and the double-row pile can not meet the requirements of design and field construction. For the anchor rod fixing section 12, construction cannot be performed, if a scheme of supporting piles 8+ inner supports is adopted under the condition that cantilever piles are not feasible, the south and the north of the foundation pit are about 175m, the east and the west are about 60m long, and the cost of foundation pit support, the measure cost of main body construction and the construction period are greatly increased no matter which supporting mode is adopted.

As shown in fig. 1 and 2, a pre-stressed anchor rod is installed to cross a pre-built building foundation connection structure, the foundation pit foundation structure comprises the prior ground 1 on one side of a building, a foundation pit arranged on the other side of the building, a first foundation 2 connected to a soil body below the building, a first cushion layer 3 connected below the first foundation 2, a foundation reinforcing pile 9 connected inside the soil body below the first cushion layer 3, a supporting pile 8 connected to one side of the foundation pit adjacent to the building, a second foundation 4 connected to the bottom 6 of the foundation pit at the bottom of the supporting pile 8, a second cushion layer 5, a crown beam 10 connected to the top of the supporting pile 8, an anchor rod free section 11 pre-penetrated into the crown beam 10 and the first cushion layer 3, an anchor conversion part 14 connected to the joint of the anchor rod free section 11 and the anchor rod fixed section 12, an anchor rod fixed section 12 connected to the tail end of the anchor rod free section 11 and connected below the prior ground 1, and an injection slurry 13 sleeved on the periphery of the anchor rod fixed section 12; the grouting body 13 is pre-buried in the soil body of the building constructed in advance; the anchor rod free section 11 is externally connected with a protective pipe 15 in a penetrating mode, and the protective pipe 15 is embedded in the first cushion layer 3 and the crown beam 10.

In this embodiment, the pre-buried protection pipe 15 is a steel protection pipe 15, has an elevation of 34.350m, and is pre-buried in a constructed CFG pile mattress layer of a # 1 commercial building or a #2 commercial building. The slurry injection body 13 adopts phi 48, the wall thickness is 3.25mm, and the butt joint adopts a welding mode; the free section 11 of the anchor rod is adopted as 3 bundles of the free section 11 with the diameter of 7 phi 5 phi s 15.2. The anchoring section outside the protective pipe 15 needs to be constructed on two layers of external outriggers, such as the east side of a No. 1 building and a No. 2 building, the earth in the region is excavated to the bottom elevation of the cushion layer for construction, and the working surface needs to be determined on site.

In the embodiment, the support piles 8 are formed by adopting a long spiral hole-forming concrete post-dowel steel pile forming process, the support piles 8 are arranged in rows at the side edge of the foundation pit, and the distance between the support piles 8 and the side edge of the second foundation 4 is at least 900 mm; a drainage ditch 7 is further arranged between the support piles 8 and the second foundation 4, and the top height of the drainage ditch 7 is not higher than the bottom height of the second cushion layer 5. The foundation reinforcing piles 9 are CFG piles which are arranged in a quincunx shape or are arranged in a partial quincunx shape, and the height of the bottom of each foundation reinforcing pile 9 is lower than that of each support pile 8; the foundation stabilization pile 9 further includes a cast-in-situ bored pile or a precast tubular pile.

In this embodiment, the cross section of the crown beam 10 is square, the crown beam is arranged at the top of the support pile 8 in a through length manner, the thickness of the crown beam 10 is larger than that of the first cushion layer 3, and the midpoint of the crown beam 10 and the midpoint of the first cushion layer 3 are at the same horizontal height.

In the embodiment, the anchor rod free sections 11 are arranged in the first cushion layer 3 at intervals, and the length of the anchor rod free sections 11 is larger than the horizontal distance between the crown beam 10 and the outer edge of the pre-built building. The outer end of the anchor rod free section 11 passes through the crown beam 10 and is connected by a fastener 16. The fastener 16 comprises a tensioning plate and a fastening nut.

In this embodiment, the anchor rod fixing section 12 is arranged obliquely under the existing ground 1, and the high end of the anchor rod fixing section 12 is connected with the anchor rod free section 11. The connecting part of the anchor rod fixing section 12 and the anchor rod free section 11 is in an arc shape or staggered arrangement, and the connecting part is sleeved through an elastic pipe and has the length not less than 20 cm; the angle between the anchor rod fixing section 12 and the ground surface on which the first cushion layer 3 is arranged is 15-25 degrees.

In this embodiment, 12 free sections of stock canned paragraph are pre-buried, the anchor section is by mechanical construction, should notice two problems in the construction: firstly, the construction positioning and the angle are accurate as much as possible, and the free section 11 of the anchor rod is prevented from being bent on the plane; secondly, the free section is longer and the anchor section has an angle of 20 degrees, and the locking value needs to be properly improved when the anchor rod fixing section 12 is stretched. When temporary drainage is required, a temporary sewage pipe 14 is arranged above the anchor rod.

As shown in fig. 3 to 6, the anchor free section 11 and the anchor fixed section 12 are adjoined at the anchor transition piece 14. The anchoring conversion part 14 includes an anchoring beam 141, supporting columns 142 connected to the lower portion of the anchoring beam 141 at intervals, and a conversion hole 143 disposed inside the anchoring beam 141; the anchoring beam 141 and the supporting column 142 are made of concrete, wherein the cross section of the anchoring beam 141 is a trapezoidal section. The conversion hole channels 143 are arranged one by one corresponding to the connection of the anchor rod free section 11 and the anchor rod fixed section 12, and the anchor beam 141 can be arranged in a segmented or full-length mode within the connection range of the anchor rod free section 11 and the anchor rod fixed section 12.

As shown in fig. 4, the conversion hole 143 is an arc hole, the upper end of the arc hole corresponds to the free section of the anchor rod, the lower end of the arc hole corresponds to the fixed section of the anchor rod, and the free section and the fixed section of the anchor rod are sequentially connected inside the arc hole. As shown in fig. 5, there are two conversion channels, and one conversion channel 143 is a straight channel and is connected and fixed to the free section of the anchor rod; the other conversion hole 143 is a diagonal hole which is arranged corresponding to the anchor rod fixing section, and the straight line hole and the diagonal hole are not communicated.

In this embodiment, the bent portion of the anchor rod fixing section 12 is respectively connected with the protective tube 15 and the grouting material 13 through short elastic tubes, and both ends of the short elastic tubes are plugged into the protective tube and the grouting material by 30 cm.

With reference to fig. 1 to 6, a further construction method for passing through a pre-built building foundation connection structure by pre-setting a prestressed anchor includes the following specific steps:

firstly, constructing foundation reinforcing piles 9 according to the design requirements of a building to be built firstly, and then pre-burying protective pipes 15 at equal intervals while constructing a mattress layer 3, wherein the intervals can be 1.2m to 2 m; at this point the building can be first constructed followed by the construction of the superstructure.

And step two, designing a construction drawing of foundation pit support according to the depth of the foundation pit on one side of the first-built building and the load condition of the first-built building, and constructing a support pile 8 according to the drawing. The anchor rod fixing section 12 and the cement grout body 13 can be constructed at the other side of the building at the same time or separately according to the design angle, and are buried in the soil body at the lower part of the existing ground 1.

In this embodiment, the length of the anchor rod fixing section 12 is 1.0-1.5 m longer than the design length during the manufacturing process, so as to satisfy the locking requirement. The spacing between the positioning frameworks is 1.5-2.0 m, and the free section 11 of the anchor rod is uniformly bundled around the positioning frameworks by iron wires. At the free section of the anchor rod fixing section 12, the free section 11 of the anchor rod is fully coated with butter and wrapped by a plastic sleeve to ensure that the free section 11 of the anchor rod is not bonded with cement paste. And slowly putting the manufactured rod body into the hole 12 of the anchor rod fixing section.

In the embodiment, the cement is P.S.A. 32.5, the water cement ratio is 0.5, after hole cleaning is finished, the grouting pipe is inserted to the bottom of the hole, and grouting is carried out by using a high-pressure pump. And (4) slowly and continuously grouting until water and impurities in the drill hole are completely replaced out of the hole and cement thick slurry flows out of the hole, and then pulling out the grouting pipe.

In the embodiment, after the anchor rod is constructed for 7 days, the anchor rod is tensioned and locked. 500 kN-grade penetrating jacks are used for tensioning the anchor rods, and the tensioning equipment needs to be calibrated by a metering department before tensioning the anchor rods. And tensioning for the first time to the designed bearing capacity value of the anchor rod, unloading, tensioning for the second time and locking to the load locking value.

The engineering supporting pile 8 adopts a long spiral hole-forming concrete post-inserted bar pile-forming process, wherein a stiffening hoop forming method is adopted for manufacturing a reinforcement cage, so that the position and the angle of a reinforcement are accurate; the stiffening hoops are welded with the main bars, and the spiral hoops are firmly bound with the main bars. If the main reinforcement of the reinforcement cage has joints, when lap welding is adopted, the welding length is not less than 10d in one-side welding mode, and not less than 5d in two-side welding mode. The number of joints of the main ribs on the same section is not more than 50% of the total number of the main ribs. At least 3 groups of protective layer cushion blocks are arranged in each cage, and at least 4 blocks of each group are arranged. The steel reinforcement cage is strictly forbidden to rise and fall in the transportation and hoisting process to prevent bending deformation. When the steel reinforcement cage enters the hole, the hole site should be aligned, slowly put lightly, avoid colliding the pore wall, if meet the resistance in the lower cage in-process, must not transfer by force, should find out and continue to put the cage behind the reason.

And when concrete is poured, controlling the slump of the concrete to be 180-220 mm. And the concrete pouring is continuously carried out, the pouring is finished within the initial setting time of the concrete, the concrete pouring amount of the last time is well controlled when the pouring is about to be finished, and the over-pouring thickness is 0.5 m. And (4) making a group of test blocks for each class, performing standard maintenance for 7 days and 28 days, and sending the test blocks to a first-class test room for a compression test.

And step three, constructing the crown beam 10 and the anchoring conversion part 14, embedding the protective pipe 15 in the crown beam 10, and embedding the conversion hole 143 in the anchoring conversion part 14. The anchor rod fixing section 12 is connected with the anchor rod free section 11, and the connection position is connected through the anchoring conversion piece 14. The steel strand crosses anchor rod free segment 11 in pillar 15, and the butt joint of steel strand can adopt the joint connector, must guarantee that the steel strand leads to long the setting. One end of the anchor rod free section 11 is connected with the anchor rod fixing section 12 through an anchoring conversion part 14, and the other end of the anchor rod free section penetrates through a protection pipe 15 and is anchored on the crown beam 10; when the anchor conversion piece 14 is internally provided with an arc-shaped pore channel, the anchor rod free section 11 and the anchor rod fixed section 12 are connected in advance and temporarily fixed on the crown beam 10, and then the anchor rod free section 11 is fastened according to the anchoring requirement; when two conversion hole channels 143 are arranged in the anchoring conversion piece 14, one conversion hole channel 143 is a linear hole channel and is pre-connected with the free section of the anchor rod in a penetrating way and then fixed according to requirements; the other conversion hole 143 is a diagonal hole which is fixedly arranged corresponding to the anchor rod fixing section, and the straight hole and the diagonal hole are not communicated.

In this embodiment, to the construction of the pile head of a fender pile 8 and crown beam 10, need chisel pile head and clear soil, concrete placement 3~7 days can chisel out pile bolstering and unnecessary pile body concrete to reject the remaining concrete on the stake owner muscle, guarantee that the length that the owner muscle stretches into crown beam 10 satisfies the designing requirement, if can not satisfy the requirement, can weld the reinforcing bar with specification, intensity level. When lap welding is adopted, the welding length is not less than 10d in one-side welding and not less than 5d in two-side welding. The surface of the underground surface and the pit wall of the beam is manually cleaned to be smooth and free of soil deficiency. And then, installing the side die of the crown beam 10, wherein the joint of the die plate should not leak slurry, and water should not be accumulated in the die plate. The contact surface of the template and the concrete is cleaned and coated with the release agent, and the release agent influencing the structural performance cannot be adopted.

Step four, the joint of the anchor rod fixing section 12 and the anchor rod free section 11 is a conversion section, the anchor rod free section 11 is horizontal on the ground where the building is built in advance, and the anchor rod fixing section 12 is obliquely arranged; the transition section is connected through an anchoring transition piece 14 in a penetrating way; the length of the cross-under is not less than 20 cm.

And fifthly, detecting that the tensioning acting force of the anchor rod free section 11 meets the design requirement, then constructing the first foundation 2, building the building firstly, a foundation pit on one side and an auxiliary structure of the foundation pit, monitoring the stress and deformation of the excavated foundation pit, the anchor rod free section 11 and each pile body in real time, and performing early warning control in time according to the monitoring result.

In the fifth step, the detected number of the anchor rod free section 11 and/or the anchor rod fixed section 12 comprises the following prestressed anchor rods in the composite soil nailing wall: the number of the anchor rods is not less than 5% of the total number of the anchor rods, and the detection number of the anchor rod free sections 11 and/or the anchor rod fixed sections 12 in the same soil layer is not less than 3; the monitoring and early warning indexes of the anchor rod free section 11 and/or the anchor rod fixed section 12 are at least anchor rod axial force and horizontal displacement.

In the fifth step, the support piles 8 are detected by a low-strain detection method, the detection number of the low-strain method is 20 percent of the total construction pile number, and the integrity of the pile body is detected by low-strain motion of not less than 5 single projects; in addition, for the monitoring and early warning indexes of the pile body, at least the horizontal movement monitoring of the pile top, the settlement of the pile top and the horizontal displacement of the deep layer of the pile body are carried out.

In this embodiment, the monitoring of the foundation pit and the surrounding environment includes monitoring of horizontal displacement of the top of the slope, monitoring of settlement of the top of the slope, monitoring of horizontal movement of the top of the pile, monitoring of settlement of the top of the pile, monitoring of horizontal displacement of the deep layer of the pile body, monitoring of internal force of the anchor rod, and monitoring of deformation between the sales buildings of the 1#2# commercial building of the pre-built building and the sample plates. The monitoring results were as follows: the maximum value of sedimentation is 17.3mm, and the early warning value is 20 mm; the bolt axial force is 208.59-223.34 kN, and the early warning value is not less than 200 or not more than 320 kN; the maximum horizontal displacement of the deep layer is 18.1 mm. The early warning value is 20mm, and no abnormity occurs.

In this embodiment, the detection should be performed according to relevant specifications during the construction of the open groove and the underground structure, and the detection work should include the low strain method detection of the support pile 8 and the acceptance test of the prestressed anchor rod. Detecting the number of the support piles 8 by a low-strain method according to 20 percent of the total construction pile number, and carrying out low-strain dynamic detection on the integrity of a pile body of each single project by not less than 5; the anchor rod detects the prestressed anchor rod that quantity includes in the compound soil nail wall: the number of the anchor rods in the same soil layer is not less than 5% of the total number of the anchor rods, and the number of the anchor rods in the same soil layer is not less than 3. The detection result shows that the detected slope protection piles are I-type piles. In the acceptance test of 14 pre-stressed anchor rods to be tested at the part, the maximum loading is 1.3 times of the standard axial tension value Nk of the pre-stressed anchor rods to be tested. Proved by facts, the scheme saves the manufacturing cost by about more than 2000 ten thousand and saves the construction period by about more than 120 days.

The above description is only for the preferred embodiment of the present invention, but the protection scope of the present invention is not limited thereto, and any changes or substitutions that can be considered by those skilled in the art within the technical scope of the present invention should be covered by the protection scope of the present invention.

Claims (10)

1. A connecting structure for pre-stressed anchor rod to pass through foundation of building features that the pre-stressed anchor rod is installed in the foundation of building, the foundation pit foundation structure comprises the prior ground (1) where one side of a building is located, a foundation pit arranged on the other side of the building, a first foundation (2) connected to a soil body on the lower portion of the building, a first cushion layer (3) connected below the first foundation (2), a foundation reinforcing pile (9) connected to the inside of the soil body below the first cushion layer (3), a supporting pile (8) connected to one side, close to the foundation pit and the building, of the foundation pit, a crown beam (10) connected to the top of the supporting pile (8), an anchor rod free section (11) pre-penetrated into the crown beam (10) and the first cushion layer (3), an anchor rod fixed section (12) connected to the tail end of the anchor rod free section (11) and connected below the prior ground (1), and a grouting body (13) sleeved on the periphery of the anchor rod fixed section (12); and a protective pipe (15) penetrates out of the anchor rod free section (11), and the protective pipe (15) is embedded in the first cushion layer (3) and/or the crown beam (10).

2. The connecting structure for the pre-stressed anchor rod crossing the foundation of the pre-built building according to claim 1, further comprising an anchor transfer member (14) connected to the junction of the anchor rod free section (11) and the anchor rod fixed section (12), wherein the anchor transfer member (14) comprises an anchor beam (141), a support pillar (142) connected to the lower portion of the anchor beam (141), and a transfer port (143) provided inside the anchor beam (141);

the conversion hole channel (143) is an arc-shaped hole channel, the upper end of the arc-shaped hole channel corresponds to the anchor rod free section, the lower end of the arc-shaped hole channel corresponds to the anchor rod fixing section (12), and the interior of the arc-shaped hole channel is provided with the anchor rod free section (11) and the anchor rod fixing section (12) which are sequentially connected; or two conversion pore channels (143) are provided, and one conversion pore channel (143) is a linear pore channel and is connected and fixed corresponding to the free section of the anchor rod in a penetrating way; the other conversion hole channel (143) is a diagonal hole channel, the diagonal hole channel is arranged corresponding to the anchor rod fixing section, and the straight line hole channel and the diagonal hole channel are not communicated.

3. A pre-stressed anchor penetrating through a foundation of a pre-built building as claimed in claim 1, wherein the support piles (8) are arranged in rows at the side of the foundation pit, the support piles (8) being at least 800mm from the side of the second foundation (4); a drainage ditch (7) is also arranged between the supporting pile (8) and the second foundation (4); connect second basis (4) and second bed course (5) on foundation ditch bottom (6) of a fender pile (8) bottom escape canal (7) top height is not higher than second bed course (5) bottom surface height.

4. The pre-stressed anchor penetrating pre-built building foundation connection structure as claimed in claim 1, wherein the foundation reinforcing piles (9) are arranged in a quincunx shape, and the bottom height of the foundation reinforcing piles (9) is lower than that of the support piles (8); the foundation reinforcing pile (9) comprises a CFG pile, a cast-in-situ bored pile or a precast tubular pile.

5. A pre-stressed anchor penetrating through a foundation of a pre-built building according to claim 1, wherein the crown beam (10) is provided through the top of the fender pile (8), the thickness of the crown beam (10) is greater than that of the first pad (3) and the midpoint of the crown beam (10) is at the same level as that of the first pad (3).

6. A pre-stressed anchor penetrating foundation connecting structure for a pre-built building according to claim 1, wherein the free sections (11) of the anchors are spaced apart in the bedding, and the length of the free sections (11) of the anchors is greater than the horizontal distance of the crown beam (10) from the outer edge of the pre-built building.

7. A pre-stressed anchor rod through pre-built building foundation connection structure according to claim 1, wherein the outer end of the anchor rod free section (11) passes through the crown beam (10) and is connected by a fastening member (16), and the fastening member (16) comprises a tension plate and a fastening nut.

8. A pre-stressed anchor penetrating pre-built foundation connection structure according to claim 1, wherein the anchor fixing section (12) is arranged obliquely below the existing ground (1), and the end of the anchor fixing section (12) higher is connected with the anchor free section (11).

9. The connecting structure for the pre-stressed anchor rod penetrating through the foundation of the pre-built building as claimed in claim 1, wherein the connecting part of the anchor rod fixing section (12) and the anchor rod free section (11) is arc-shaped or staggered, and the connecting part is sleeved by the elastic tube and has a length not less than 20 cm.

10. A pre-stressed anchor bar connecting structure across a foundation of a pre-built building according to claim 1, wherein the angle between the anchor bar fixing section (12) and the ground on which the first mat (3) is located is not less than 15 °.

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