CN211172116U - Experimental device for simulating influence of foundation pit excavation on bearing capacity of adjacent building foundation pile - Google Patents
Experimental device for simulating influence of foundation pit excavation on bearing capacity of adjacent building foundation pile Download PDFInfo
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- CN211172116U CN211172116U CN201921599446.5U CN201921599446U CN211172116U CN 211172116 U CN211172116 U CN 211172116U CN 201921599446 U CN201921599446 U CN 201921599446U CN 211172116 U CN211172116 U CN 211172116U
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- 238000009412 basement excavation Methods 0.000 title claims abstract description 38
- 238000012360 testing method Methods 0.000 claims abstract description 41
- 210000001015 abdomen Anatomy 0.000 claims abstract description 37
- 238000006073 displacement reaction Methods 0.000 claims abstract description 6
- 238000004088 simulation Methods 0.000 claims abstract description 3
- 229910000831 Steel Inorganic materials 0.000 claims description 12
- 239000010959 steel Substances 0.000 claims description 12
- 230000003014 reinforcing effect Effects 0.000 claims description 4
- 230000002411 adverse Effects 0.000 abstract description 3
- 230000000694 effects Effects 0.000 abstract description 2
- 230000002787 reinforcement Effects 0.000 abstract 1
- 238000007569 slipcasting Methods 0.000 abstract 1
- 239000002689 soil Substances 0.000 description 12
- 238000006243 chemical reaction Methods 0.000 description 5
- 238000011161 development Methods 0.000 description 3
- 238000011156 evaluation Methods 0.000 description 3
- 238000000034 method Methods 0.000 description 3
- 230000008901 benefit Effects 0.000 description 2
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- 238000010276 construction Methods 0.000 description 2
- 238000002474 experimental method Methods 0.000 description 2
- 101000793686 Homo sapiens Azurocidin Proteins 0.000 description 1
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- 238000013461 design Methods 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 238000011158 quantitative evaluation Methods 0.000 description 1
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- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The utility model relates to an experimental apparatus of simulation foundation ditch excavation to neighbouring building foundation pile bearing capacity influence, including the loading frame, model test piece and jack, the loading frame includes the loading roof beam, the loading post, a plurality of landing leg and a plurality of lower landing leg of going up, it extends along the horizontal direction with lower landing leg to go up the landing leg, the model test piece includes the upper wing board, lower pterygoid lamina and abdomen body, be equipped with the stake hole in the model test piece, the slip casting body has been filled in the stake hole, the jack includes vertical jack and horizontal jack, the both sides of upper wing board are supported on the loading post through the upper leg that the symmetry set up respectively, the both sides of lower pterygoid lamina are supported on the loading post through the lower landing leg that the symmetry set up respectively, the tip of horizontal jack is equipped with the end board, pre-buried screw pull rod on the abdomen body, the screw pull rod is connected with the end board through tensioning board, displacement meter is installed to the both sides symmetry of abdomen. The utility model discloses a device can evaluate the adverse effect of foundation ditch excavation to neighbouring building foundation pile bearing capacity, provides positive reference for excavation scheme and foundation pile reinforcement.
Description
Technical Field
The utility model relates to a building engineering field especially relates to an experimental apparatus for be used for simulating foundation ditch excavation to the influence of neighbouring building foundation pile vertical bearing capacity, is applicable to simulation analysis and quantitative evaluation foundation ditch excavation and arouses that the lateral wall soil body warp and stress release influences neighbouring building foundation pile bearing capacity.
Background
Along with the development of urban construction, the building density in cities is higher and higher. With the further development of the urbanization process, high-rise buildings, rail transit, underground engineering, subway engineering and the like are still vigorously built. Therefore, a large amount of deep foundation pit engineering is inevitably excavated, and the periphery of the foundation pit is covered with a large amount of existing buildings due to the influence of urban building density. And the excavation of the deep foundation pit inevitably leads to the stress release of the soil body on the side wall of the foundation pit, causes the deformation of the supporting structure of the foundation pit in different degrees, and finally leads the soil body near the bottom of the building, particularly around the foundation pile, to generate horizontal deformation in different degrees to the excavation side of the foundation pit. The deformation of the soil body around the adjacent building foundation pile can cause the soil around the pile to be soft, so that the side friction resistance of the contact surface of the foundation pile and the soil around the pile is reduced, and the vertical bearing capacity and the long-term stability of the building foundation pile are adversely affected. Therefore, the method has important engineering significance for analyzing the reduction degree of the bearing capacity of the adjacent building foundation pile caused by excavation of the foundation pit and further evaluating whether the bearing capacity of the building foundation pile still meets the requirement.
However, the detection and evaluation cannot be performed at the engineering site, and the development of relevant tests is not allowed. Therefore, through a model experiment, the influence of foundation pit excavation on adjacent building foundation piles is quantitatively analyzed, and further important reference value is achieved for safety evaluation of engineering.
In view of the above, the inventors of the present invention conducted an in-depth study on the influence of excavation of a foundation pit on the bearing capacity of a foundation pile of an adjacent building, and developed the present invention.
SUMMERY OF THE UTILITY MODEL
An object of the utility model is to provide an experimental apparatus for be used for simulating excavation of foundation ditch and to the influence of neighbouring building foundation pile vertical bearing capacity to evaluation excavation of foundation ditch provides positive reference to neighbouring building foundation pile bearing capacity's adverse effect, consolidates for excavation scheme and foundation pile.
In order to achieve the above purpose, the utility model adopts the following technical scheme:
the experimental device for simulating the influence of foundation pit excavation on the bearing capacity of an adjacent building foundation pile comprises a loading frame, a model test piece and a jack, wherein the loading frame comprises a loading beam, a loading column, a plurality of upper supporting legs and a plurality of lower supporting legs, the upper supporting legs and the lower supporting legs extend along the horizontal direction, the model test piece comprises an upper wing plate, a lower wing plate and a belly body arranged between the upper wing plate and the lower wing plate, a pile hole is formed in the model test piece, the pile hole penetrates from the upper end face to the lower end face of the model test piece, grouting bodies are filled in the pile hole, the jack comprises a vertical jack and a horizontal jack, the horizontal jacks are arranged on two sides of the model test piece in a symmetrical mode, two sides of the upper wing plate are respectively supported on the loading column through the upper supporting legs which are arranged symmetrically, two sides of the lower wing plate are respectively supported on the loading column through the lower supporting legs which are arranged symmetrically, and the vertical jack is arranged corresponding to the top of the grouting bodies, the end of the horizontal jack is provided with an end plate, the belly is pre-embedded with a screw pull rod, the screw pull rod is connected with the end plate through a tensioning plate, and displacement meters are symmetrically arranged on two sides of the belly.
As an optimized mode of the utility model, the center of going up the pterygoid lamina is equipped with circular loading groove, and the loading groove is followed the up end of going up the pterygoid lamina downwardly extending, the loading groove with be equipped with the steel column between the vertical jack, the steel column setting is in the loading groove, and the diameter of steel column is less than or equal to the diameter in stake hole, the center of pterygoid lamina is equipped with circular kerve down, and the kerve is followed the lower terminal surface of pterygoid lamina upwards extends, loading groove, stake hole and the coaxial setting of kerve down.
As an optimized mode of the utility model, the tension plate with the end plate passes through tension rod fixed connection, the screw pull rod passes through the nut locking on the tension plate.
As the utility model discloses an optimal mode is located the both sides of abdomen body the screw pull rod is many, every the screw pull rod all extends along the horizontal direction, many the screw pull rod is laid along vertical direction, is located abdomen body adjacent with one side the vertical interval of screw pull rod is 100 and gives other care 150 mm.
As an optimized mode of the utility model, the loading post is two, two the loading post is established separately the both ends of loading roof beam, the loading post with the loading roof beam forms the portal frame, the loading post is fixed in the counter-force geosyncline on ground through fixed screw pole, and the lower extreme of fixed screw pole is equipped with the counter-force spiral shell board, and the counter-force spiral shell board is arranged in the counter-force geosyncline be equipped with the fixed plate on the loading post, the upper end of fixed screw pole is passed through fixation nut and is locked on the fixed plate, is equipped with the reinforcing plate between fixed plate and ground.
As an optimal mode of the utility model, the lower extreme of model test piece is equipped with and fills up the mound.
As a preferable mode of the present invention, the length of the abdomen in the horizontal direction is 4 to 8 times of the aperture of the pile hole.
As a preferred mode of the present invention, the upper wing plate and the lower wing plate are symmetrically disposed at the upper and lower ends of the abdomen, the length of the upper wing plate in the horizontal direction and the length of the lower wing plate in the horizontal direction are both greater than the length of the abdomen in the horizontal direction by 150-300 mm.
As a preferable mode of the present invention, the thickness of the upper wing plate and the thickness of the lower wing plate are both 150 and 300 mm.
As a preferred mode of the utility model, the diameter of the loading groove is larger than the diameter of the pile hole by 40-60 mm.
Adopt the technical scheme of the utility model afterwards, have following advantage: (1) the vertical jack applies vertical pressure to the grouting body in the model test piece, so that the vertical bearing capacity of the grouting body can be measured, and the vertical bearing capacity of the building foundation pile can be simulated. (2) The abdomen body can generate different horizontal deformations to two sides by pulling the screw pull rod through the horizontal jacks at the two sides, and different horizontal deformations of the abdomen body can be measured by applying different horizontal pulling forces. (3) According to different model test pieces, different pulling forces are applied through the horizontal jack, the relation and the change rule of different belly horizontal deformation and the vertical bearing capacity of the grouting body can be obtained, and the influence and the rule of the vertical bearing capacity of the building foundation pile when the side wall is deformed to different degrees due to excavation of the foundation pit are simulated. (4) And comparing a group of model test pieces, wherein the model test pieces do not adopt a horizontal jack to apply tension, the vertical bearing capacity of the grouting body is measured, and the vertical bearing capacity of the building foundation pile before the foundation pit is excavated can be simulated. (5) By analyzing the vertical bearing capacity of the grouting body when the horizontal jack is not applied with pulling force and different horizontal pulling forces, the vertical bearing capacity change and the influence rule of the building foundation pile caused by the horizontal deformation of the side wall soil body caused by the excavation of the foundation pit can be simulated and evaluated.
Drawings
FIG. 1 is a schematic view of the experimental apparatus of the present invention;
fig. 2 is a schematic cross-sectional view taken along line a-a of fig. 1 according to the present invention.
Fig. 3 is a schematic cross-sectional view taken along line B-B of fig. 1 according to the present invention.
Fig. 4 is a schematic cross-sectional view taken along line C-C of fig. 1 according to the present invention.
Fig. 5 is a schematic cross-sectional view taken along line D-D of fig. 1 according to the present invention.
Fig. 6 is a schematic cross-sectional view taken along line E-E of fig. 1 according to the present invention.
Fig. 7 is a schematic cross-sectional view taken along line F-F of fig. 1 according to the present invention.
Fig. 8 is a schematic cross-sectional view taken along line G-G of fig. 1 according to the present invention.
Fig. 9 is a schematic cross-sectional view taken at a position H-H in fig. 1 according to the present invention.
Fig. 10 is a schematic cross-sectional view taken along line J-J of fig. 1 according to the present invention.
Fig. 11 is a schematic view of a cross-sectional structure of a model test piece according to the present invention.
Fig. 12 is a schematic cross-sectional view taken along line K-K of fig. 11 according to the present invention.
Fig. 13 is a schematic cross-sectional view of the structure at L-L of fig. 11 according to the present invention.
Fig. 14 is a schematic cross-sectional view taken along line M-M of fig. 11 according to the present invention;
fig. 15 is the schematic view of the section structure of the excavation foundation pit, the existing building and the foundation pile thereof.
Reference numerals and symbol descriptions
Loading beam 11 and loading column 12
Fixing screw 15 and nut 16
Upper supporting leg 18 of reaction screw plate 17
Tensioning hole 27 connecting hole 28
Screw rod 36 and nut 37
Building 61 foundation pile 62
Support pile 64 after deformation of support pile 63
Detailed Description
In order to further explain the technical solution of the present invention, the following embodiments are described in detail.
Referring to fig. 1 to 15, an experimental device for simulating the influence of excavation of a foundation pit on the vertical bearing capacity of an adjacent building foundation pile comprises a loading frame, a jack and a model test piece 31, wherein the loading frame 1 comprises a loading beam 11, a loading column 12, an upper supporting leg 18 and a lower supporting leg 19, and a reinforcing plate 13 and a fixing plate 14 are welded at the bottom of the loading column 12; in an embodiment, the number of the loading columns 12 is at least two, the two loading columns 12 are respectively disposed at two ends of the loading beam 12, the loading columns 12 and the loading beam 13 form a gantry, the loading column 13 is fixed in a reaction ground groove 52 of a ground 51 through a fixing screw 15, a reaction screw plate 17 is disposed at a lower end of the fixing screw 15, the reaction screw plate 17 is located in the reaction ground groove 52, and an upper end of the fixing screw 15 is locked on the fixing plate 14 through a fixing nut 16. In the present invention, the loading frame is not limited to this structure, and other loading frames in the art may be adopted.
The utility model discloses in, the jack includes vertical jack 21 and horizontal jack 22, and horizontal jack 22 is many, and the symmetry is divided and is established in the both sides of model test piece 31, and in the embodiment, the left side and the right side of model test piece 31 set up three horizontal jacks 22 respectively, and horizontal jack 22 is installed on loading post 12, horizontal jack 22's tip is equipped with end board 26, and end board 26 is connected with tensioning plate 24 through tensioning rod 25.
The utility model discloses in, model test piece 31 includes pterygoid lamina 331, lower pterygoid lamina 332 and abdomen body 333, and model test piece 31 center leads to long being provided with circular stake hole 34, it has pouring into grout body 35 in the stake hole 34, it is provided with circular loading groove 321 to go up pterygoid lamina 331 center, pterygoid lamina 332 center is provided with circular kerve 322 down, abdomen body 333 both sides symmetry is pre-buried to have screw pull rod 36, and screw pull rod 36 is through passing stretch-draw board 24 and through nut 37 locking on stretch-draw board 24, and nut 37 is located between end board 26 and the stretch-draw board 24, links together through stretch-draw rod 25 between stretch-draw board 24 and the end board 26, specifically all is equipped with connecting hole 28 on stretch-draw board 24 and end board 26, and stretch-draw rod 25 passes the connecting hole 28 of stretch-draw board and the connecting hole 28 of end board 26 and fixes a position through the nut 37 that is located stretch-draw. A tensioning hole 27 is provided in the centre of the tensioning plate 24, through which tensioning hole 27 a screw rod 36 is passed and locked by a nut 37.
The utility model discloses in, go up pterygoid lamina 331 with lower pterygoid lamina 332 respectively through last landing leg 18 with 19 symmetry buttresses of lower landing leg are in on the loading post 12, promptly in fig. 1, the left and right sides symmetry of going up pterygoid lamina 331 is equipped with landing leg 18, the left and right sides symmetry of lower pterygoid lamina 332 is equipped with lower landing leg 19, go up the mode setting that leg 18 and lower landing leg 19 all can follow the adjustment from top to bottom of loading post 12, for example in the field, often set up a plurality of bolt holes on loading post 12, the bolt hole is arranged along the direction of height of loading post 12, through installing in the bolt hole of difference with last landing leg 18 and lower landing leg 19, can realize the position control of landing leg 18 and lower landing leg 19 to make last pterygoid lamina 331 and lower pterygoid lamina 332 can support the top on corresponding landing leg better. The vertical jack 21 is loaded through a steel column 23 placed at the top of the grouting body 35 in the center of the loading groove 321, and the horizontal jack 22 can pull the screw pull rod 36 through a tension plate 24; the bottom of the model test piece 31 is provided with a pad pier 4, and the pad pier 4 is placed on the ground 51; displacement meters 38 are symmetrically mounted on both sides of the abdomen body 333 and used for detecting the deformation of the abdomen body 333.
Preferably, the size of the web 333 (the length of the cross section of the web 333 in the horizontal direction) is 4 to 8 times the diameter of the pile hole 34; the lengths of the upper wing plate 331 and the lower wing plate 332 (the lengths of the cross sections of the upper wing plate 331 and the lower wing plate 332 in the horizontal direction) are more than the size of the belly 333 (the length of the cross section of the belly 333 in the horizontal direction) 150-300 mm; the thicknesses of the upper wing plate 331 and the lower wing plate 332 are both 150-300 mm; the diameters of the loading groove 321 and the bottom groove 322 are 40-60mm larger than the diameter of the pile hole; the heights of the loading groove 321 and the bottom groove 322 are 40-60 mm; the pre-embedding direction of the screw pull rod 36 is the same as that of the upper wing plate 331, the screw pull rod 36 positioned on the belly 333 can be pre-installed with a screw cap 37 at a certain interval, and the vertical interval of the screw pull rod 36 is 100-150 m.
The utility model relates to an experimental apparatus for be used for simulating foundation ditch excavation to the vertical bearing capacity influence of neighbouring building foundation pile, its construction procedure is as follows:
(1) installing and fixing a loading frame 1 and a pad pier 4 according to design requirements, and symmetrically placing the pad pier 4 on the center line of the loading frame;
(2) preliminarily mounting a vertical jack 21 and a horizontal jack 22 according to the size of the model test piece 31;
(3) hoisting the model test piece 31 on the pad pier 4, centering, adjusting the vertical jack 21 according to the position of the pile hole 34, enabling the axis of the vertical jack 21 to coincide with the axis of the pile hole 34, and then fixing the vertical jack 21; adjusting the height of the horizontal jack 22 according to the position of the screw pull rod 36 pre-embedded on the belly 333, enabling the axis of the horizontal jack 22 to coincide with the axis of the screw pull rod 36, and then fixing the horizontal jack 22;
(4) installing a tension rod 25 and a tension plate 24 on an end plate 26 of a horizontal jack 22, then operating the horizontal jack 22 to extend out of the oil cylinder, enabling a tension hole 27 of the tension plate 24 to extend into a screw pull rod 36, screwing a nut 37 from the end of the screw pull rod 36, and enabling the nut 37 to lightly contact the tension plate 24;
(5) placing a steel column 23 on the top of the grouting body 35 of the loading groove 321, and extending the vertical jack 21 to enable the vertical jack 21 to slightly contact the steel column 23;
(6) displacement meters 38 are symmetrically arranged on two sides of the pre-buried screw pull rod 36 of the belly 333;
(7) during testing, when the influence of horizontal deformation of a supporting structure generated by excavation of a foundation pit on the bearing capacity of an adjacent building foundation pile needs to be simulated, all horizontal jacks 22 are synchronously tensioned, and the screw pull rod 36 on the belly 333 of the model test piece 31 is pulled, so that the tension of the horizontal jacks 22 reaches the preset requirement; when the bearing capacity of the adjacent building foundation pile under the normal condition of excavation without a foundation pit needs to be simulated, the horizontal jack 22 is not operated to stretch the screw pull rod 36, or the model test piece 31 without the embedded screw pull rod 36 is used;
(8) operating the vertical jack 21 to press the steel column 23, and pushing the grouting body 35 to move towards the bottom groove 322 until the grouting body is damaged;
(9) when the test is carried out without the action of the horizontal jack 22, the average vertical force P is generated when the grouting body 35 of the model test piece 31 is pushed out to be damaged1(ii) a When the horizontal jack 22 is tested to act, the average vertical force P is generated when the grouting body 35 of the model test piece 31 is pushed out and damaged2(ii) a By comparison of P1And P2And the influence of foundation pit excavation on the bearing capacity of the adjacent building foundation pile can be evaluated.
Because technical scheme's application compares with the vertical bearing capacity experiment of traditional building foundation pile, the utility model has the following advantage of showing:
(1) the screw pull rod 36 is pulled by the horizontal jacks 22 at the two sides, so that the belly 333 can generate different horizontal deformations towards the two sides, the different horizontal deformations of the belly 333 can be measured by applying different horizontal pulling forces, and the deformation of soil bodies around the adjacent building foundation piles caused by the horizontal deformation of the supporting structure due to excavation of a foundation pit can be simulated;
(2) the vertical jack 21 applies vertical pressure to the grouting body 35 in the model test piece 31 through the steel column 23, so that the vertical bearing capacity of the grouting body 35 can be measured, and the vertical bearing capacity of the building foundation pile under different conditions can be simulated;
(3) the test does not adopt the horizontal jack 2 to apply tension to the belly 333 of the model test piece 31 through the screw pull rod 36, and the vertical bearing capacity P of the grouting body is measured1In the test, the horizontal jack 2 applies different pulling forces to the belly 333 of the model test piece 31 through the screw pull rod 36, and the vertical bearing capacity P of the grouting body is measured2By comparison of P1And P2And the influence of foundation pit excavation on the vertical bearing capacity of the adjacent building foundation pile can be evaluated.
In order to better understand the influence of the excavation of the foundation pit on the existing building, a schematic sectional structure diagram of the excavation of the foundation pit and the existing building and the foundation piles thereof is shown in fig. 15, which shows specific positions of the building 61, the foundation piles 62 under the building, the supporting piles 63, the deformed supporting piles 64 (shown by dotted lines in the figure), the soil body 65 of the potential slip region, the soil body 66 of the stable region, the potential slip surface 67, the pit bottom 68, the pit top 69 and relative position relations therebetween.
The present invention has been described in detail with reference to the accompanying drawings, but the embodiments of the present invention are not limited to the above embodiments, and those skilled in the art can make various modifications according to the prior art, and all belong to the protection scope of the present invention.
Claims (10)
1. Experimental device for simulation foundation ditch excavation influences neighbouring building foundation pile bearing capacity, its characterized in that: the device comprises a loading frame, a model test piece and a jack, wherein the loading frame comprises a loading beam, a loading column, a plurality of upper supporting legs and a plurality of lower supporting legs, the upper supporting legs and the lower supporting legs extend along the horizontal direction, the model test piece comprises an upper wing plate, a lower wing plate and a belly body arranged between the upper wing plate and the lower wing plate, pile holes are formed in the model test piece, the pile holes penetrate through the upper end surface to the lower end surface of the model test piece, a grouting body is poured in the pile holes, the jack comprises a vertical jack and a plurality of horizontal jacks, the horizontal jacks are symmetrically arranged on two sides of the model test piece respectively, two sides of the upper wing plate are supported on the loading column respectively through the symmetrically arranged upper supporting legs, two sides of the lower wing plate are supported on the loading column respectively through the symmetrically arranged lower supporting legs, the vertical jack is arranged corresponding to the top of the grouting body, end plates are arranged at the end parts of the horizontal jacks, screw pull rods are pre-buried on the belly body, the screw pull rod is connected with the end plate through a tensioning plate, and displacement meters are symmetrically arranged on two sides of the belly.
2. The experimental facility for simulating the influence of excavation of a foundation pit on the bearing capacity of a foundation pile of an adjacent building as claimed in claim 1, wherein: the center of the upper wing plate is provided with a circular loading groove, the loading groove extends downwards from the upper end face of the upper wing plate, a steel column is arranged between the loading groove and the vertical jack, the steel column is arranged in the loading groove, the diameter of the steel column is smaller than or equal to that of the pile hole, the center of the lower wing plate is provided with a circular bottom groove, the bottom groove extends upwards from the lower end face of the lower wing plate, and the loading groove, the pile hole and the bottom groove are coaxially arranged.
3. The experimental facility for simulating the influence of excavation of a foundation pit on the bearing capacity of a foundation pile of an adjacent building as claimed in claim 1, wherein: the tensioning plate is fixedly connected with the end plate through a tensioning rod, and the screw pull rod is locked on the tensioning plate through a nut.
4. The experimental facility for simulating the influence of excavation of a foundation pit on the bearing capacity of a foundation pile of an adjacent building as claimed in claim 1, wherein: the screw pull rods positioned on the two sides of the belly body are multiple, each screw pull rod extends along the horizontal direction, the multiple screw pull rods are distributed along the vertical direction, and the vertical distance between the adjacent screw pull rods positioned on the same side of the belly body is 100-150 mm.
5. The experimental facility for simulating the influence of excavation of a foundation pit on the bearing capacity of a foundation pile of an adjacent building as claimed in claim 1, wherein: the loading post is two, two the loading post is established respectively the both ends of loading roof beam, the loading post with the loading roof beam forms the portal frame, the loading post is fixed in the counter-force geosyncline on ground through fixed screw pole, and the lower extreme of fixed screw pole is equipped with the counter-force spiral shell board, and the counter-force spiral shell board is located the counter-force geosyncline be equipped with the fixed plate on the loading post, the upper end of fixed screw pole passes through fixation nut and locks on the fixed plate, is equipped with the reinforcing plate between fixed plate and ground.
6. The experimental facility for simulating the influence of excavation of a foundation pit on the bearing capacity of a foundation pile of an adjacent building as claimed in claim 1, wherein: and the lower end of the model test piece is provided with a pad pier.
7. The experimental facility for simulating the influence of excavation of a foundation pit on the bearing capacity of a foundation pile of an adjacent building as claimed in claim 1, wherein: the length of the belly body in the horizontal direction is 4-8 times of the aperture of the pile hole.
8. The experimental facility for simulating the influence of excavation of a foundation pit on the bearing capacity of a foundation pile of an adjacent building as claimed in claim 1, wherein: the upper wing plate and the lower wing plate are symmetrically arranged at the upper end and the lower end of the abdomen body, and the length of the upper wing plate in the horizontal direction and the length of the lower wing plate in the horizontal direction are both larger than the length of the abdomen body in the horizontal direction by 150-300 mm.
9. The experimental facility for simulating the influence of excavation of a foundation pit on the bearing capacity of a foundation pile of an adjacent building as claimed in claim 1, wherein: the thickness of the upper wing plate and the thickness of the lower wing plate are both 150-300 mm.
10. The experimental facility for simulating the influence of excavation of a foundation pit on the bearing capacity of a foundation pile of an adjacent building as claimed in claim 2, wherein: the diameter of the loading groove is 40-60mm larger than that of the pile hole.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921599446.5U CN211172116U (en) | 2019-09-24 | 2019-09-24 | Experimental device for simulating influence of foundation pit excavation on bearing capacity of adjacent building foundation pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921599446.5U CN211172116U (en) | 2019-09-24 | 2019-09-24 | Experimental device for simulating influence of foundation pit excavation on bearing capacity of adjacent building foundation pile |
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| Publication Number | Publication Date |
|---|---|
| CN211172116U true CN211172116U (en) | 2020-08-04 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201921599446.5U Withdrawn - After Issue CN211172116U (en) | 2019-09-24 | 2019-09-24 | Experimental device for simulating influence of foundation pit excavation on bearing capacity of adjacent building foundation pile |
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| CN (1) | CN211172116U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110616751A (en) * | 2019-09-24 | 2019-12-27 | 华侨大学 | Experimental device for simulating influence of foundation pit excavation on bearing capacity of adjacent building foundation pile |
-
2019
- 2019-09-24 CN CN201921599446.5U patent/CN211172116U/en not_active Withdrawn - After Issue
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110616751A (en) * | 2019-09-24 | 2019-12-27 | 华侨大学 | Experimental device for simulating influence of foundation pit excavation on bearing capacity of adjacent building foundation pile |
| CN110616751B (en) * | 2019-09-24 | 2024-06-18 | 华侨大学 | Experimental device for simulating influence of foundation pit excavation on bearing capacity of adjacent building foundation piles |
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