CN108922368B - Underground diaphragm wall grooving whole process test method and simulation device thereof - Google Patents
Underground diaphragm wall grooving whole process test method and simulation device thereof Download PDFInfo
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- CN108922368B CN108922368B CN201810625961.XA CN201810625961A CN108922368B CN 108922368 B CN108922368 B CN 108922368B CN 201810625961 A CN201810625961 A CN 201810625961A CN 108922368 B CN108922368 B CN 108922368B
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- 238000000034 method Methods 0.000 title claims abstract description 42
- 238000010998 test method Methods 0.000 title claims abstract description 10
- 238000004088 simulation Methods 0.000 title abstract description 20
- 239000002689 soil Substances 0.000 claims abstract description 77
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 39
- 238000009412 basement excavation Methods 0.000 claims abstract description 27
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 25
- 239000010959 steel Substances 0.000 claims abstract description 25
- 238000012360 testing method Methods 0.000 claims abstract description 23
- 239000004576 sand Substances 0.000 claims abstract description 19
- 239000002002 slurry Substances 0.000 claims abstract description 13
- 239000005341 toughened glass Substances 0.000 claims abstract description 6
- 239000011521 glass Substances 0.000 claims description 11
- 239000007788 liquid Substances 0.000 claims description 6
- 238000005086 pumping Methods 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 2
- XAGFODPZIPBFFR-UHFFFAOYSA-N aluminium Chemical compound [Al] XAGFODPZIPBFFR-UHFFFAOYSA-N 0.000 abstract description 3
- 229910052782 aluminium Inorganic materials 0.000 abstract description 3
- 230000000007 visual effect Effects 0.000 abstract description 3
- 239000000463 material Substances 0.000 abstract description 2
- 238000010276 construction Methods 0.000 description 7
- 230000008093 supporting effect Effects 0.000 description 4
- 239000012528 membrane Substances 0.000 description 3
- 230000002265 prevention Effects 0.000 description 2
- 229910000975 Carbon steel Inorganic materials 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 239000010962 carbon steel Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000005137 deposition process Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 238000010079 rubber tapping Methods 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 239000002023 wood Substances 0.000 description 1
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- G—PHYSICS
- G09—EDUCATION; CRYPTOGRAPHY; DISPLAY; ADVERTISING; SEALS
- G09B—EDUCATIONAL OR DEMONSTRATION APPLIANCES; APPLIANCES FOR TEACHING, OR COMMUNICATING WITH, THE BLIND, DEAF OR MUTE; MODELS; PLANETARIA; GLOBES; MAPS; DIAGRAMS
- G09B25/00—Models for purposes not provided for in G09B23/00, e.g. full-sized devices for demonstration purposes
- G09B25/04—Models for purposes not provided for in G09B23/00, e.g. full-sized devices for demonstration purposes of buildings
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
- E02D5/187—Bulkheads or similar walls made solely of concrete in situ the bulkheads or walls being made continuously, e.g. excavating and constructing bulkheads or walls in the same process, without joints
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Business, Economics & Management (AREA)
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- Educational Administration (AREA)
- Educational Technology (AREA)
- General Physics & Mathematics (AREA)
- Theoretical Computer Science (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
The invention discloses a whole process test method and a simulation device for grooving of an underground diaphragm wall. The simulation device comprises a model box, an upper water tank, a lower water tank and a soil body model for excavating the underground diaphragm wall. The bottom surface and one side surface of the model box are integrally welded by adopting steel plates, and the other three side surfaces are enclosed by adopting transparent toughened glass, so that sand is filled in the model box; the slurry protection wall in the process of forming the groove of the underground diaphragm wall is simulated by adopting an upper water tank and a lower water tank. The underground diaphragm wall excavation soil body model is made of honeycomb aluminum plate blocks through socket joint, and lifting of the module is controlled by a jack. The invention adopts simple materials to complete the simulation of the whole process of grooving the underground diaphragm wall, and the experimental simulation device reduces some landforms and forms on site according to proportion, can control various variables, and does not need to carry out complex full-size experiments on site; the result obtained by the test method is more visual and real than that obtained by a numerical model method, and the method has the advantages of low cost in the test process and the like.
Description
Technical Field
The invention relates to the technical field of underground diaphragm wall construction engineering, in particular to a test method and a simulation device for the whole process of grooving an underground diaphragm wall.
Background
The underground diaphragm wall is widely applied to various foundation pit supports due to the advantages of seepage prevention, leakage prevention, small deformation and the like. Because of higher engineering cost, the mechanical property calculation and structural design in the early stage are extremely important. The underground diaphragm wall is generally constructed by adopting an engineering experience analogy method according to construction experience of similar engineering, and has great uncertainty. Through the evolution of the last century, the underground diaphragm wall technology has been greatly improved and developed in various aspects such as structural form, construction machinery, construction method, application, mechanical property, design method and the like, but is not paid attention to the influence on the surrounding environment in the process of grooving the underground diaphragm wall. The indoor test for the underground diaphragm wall usually only researches the supporting effect after the underground diaphragm wall is formed, and omits the deformation and stress change of the surrounding soil mass in the process of forming the underground diaphragm wall into a groove. The deformation of the surrounding soil mass and the original stress change caused by the grooving construction process of the underground diaphragm wall can have adverse effects and even damage to buildings, underground pipelines and the like adjacent to the earth surface. Therefore, the simulation device for the whole process test of the grooving of the underground diaphragm wall is provided, and the disturbance degree of the underground diaphragm wall construction stage on the soil body and the derivative problem of the soil body are researched through the simulation device, so that the simulation device is very necessary for guiding the design and construction work of the underground diaphragm wall.
Disclosure of Invention
Aiming at the defects of the prior art that the disturbance degree of the soil body and the derivative of the soil body are solved, the invention provides a simulation device for the whole process test of the underground diaphragm wall grooving process, which has the advantages of simple structure and low manufacturing cost, and a test method for the whole process of the underground diaphragm wall grooving process, which has the advantages of visual test process, high test speed and accurate result.
The technical scheme for realizing the aim of the invention is to provide a simulation device for a whole process test of grooving of an underground diaphragm wall, which comprises a model box, an upper water tank, a lower water tank and an underground diaphragm wall excavation soil body model; the mold box is a cube surrounded by a bottom surface and four side surfaces, the steel plate bottom plate and the steel plate side wall are integrally welded by adopting steel plates, the other three side surfaces are surrounded by transparent toughened glass, and the mold box is integrally placed on the base; the underground diaphragm wall excavation soil body model and the film bag are formed by superposing and arranging a plurality of excavation soil body model blocks, and are placed close to the side wall and the front glass wall of the steel plate in the model box, and the excavation soil body model blocks are made of honeycomb aluminum plates; the bottom of the underground diaphragm wall excavation soil body model is supported by a jack, and sand is filled in the model box; the upper water tank is hung against one side of the side wall of the outer steel plate of the model box, round holes are respectively formed in the corresponding positions of the upper water tank and the side wall of the model box, round tubes penetrate through the round holes, and the upper water tank is connected with the film bag through the round tubes; the upper part of one side of the upper water tank is provided with an overflow hole which is connected with the lower water tank through a pipeline; the mud in the lower water tank is sent to the upper water tank by a pressure pump through a pipeline.
The technical scheme of the invention also comprises a test method of the whole process of grooving the underground diaphragm wall, which comprises the following steps:
(1) Welding a steel plate bottom plate and a steel plate side wall, enclosing three transparent toughened glass side surfaces to form a cube, installing a model box, and integrally placing the model box on a base; the underground diaphragm wall excavates the soil body model and the film bag is placed against the side wall of the steel plate and the front glass wall in the model box; the underground diaphragm wall excavation soil model is formed by sequentially stacking a plurality of excavation soil model blocks in layers and adjacently arranging the excavation soil model blocks in sections, and the bottoms of the excavation soil model blocks in each section are supported by jacks;
(2) Sand) is filled into the model box in a layered manner, and the stacking surface of the sand is level with the top of the excavated soil model block overlapped on the top layer;
(3) Placing the prepared slurry into a lower water tank, pumping the slurry into an upper water tank (9) through a pressure pump, wherein the liquid level is slightly higher than the sand surface;
(4) Filling slurry in the upper water tank into the film bag;
(5) Lowering the jack height at the bottom of the first section of excavated soil model block, and sequentially taking out the excavated soil model blocks of each layer in the section;
(6) And (5) repeating the step, and taking out all the excavated soil body models in each section in sequence to complete the test of the whole process of grooving the underground diaphragm wall.
The invention adopts a preferable technical scheme that: the soil body model block is excavated to be a cuboid, the top is provided with a socket, and the bottom is provided with a bell and spigot; the underground diaphragm wall excavates soil body model and establishes three sections altogether, and every section divides five layers to superpose in proper order and excavates soil body model piece, connects upper and lower block through socket and bell and spigot between each layer.
The beneficial effects of the invention are as follows: the simulation of the whole process of grooving the underground diaphragm wall is completed by adopting a simple material, the device for testing shortens some landforms and controls various variables in a scale, does not need to carry out complex full-size tests in the field, and has more real test results than a numerical model; by adopting the test method provided by the invention, the test speed is high, and the result is accurate; meanwhile, the method has the advantages of visual test process, low cost and the like.
Drawings
FIG. 1 is an isometric view of a simulation device structure for a whole process test of grooving an underground diaphragm wall according to an embodiment of the present invention.
FIG. 2 is a schematic front view of a simulation device for the whole process test of the underground diaphragm wall grooving process.
FIG. 3 is a bottom view of a simulation apparatus for a full process test of a diaphragm wall trenching process, provided by the invention.
Fig. 4 is an isometric schematic drawing of an excavation soil model of an underground diaphragm wall according to the present invention.
Wherein: 1. sand, rear glass wall, glass side wall, base, jack, pressure pump, lower water tank, rubber hose, upper water tank, rubber film bag, pipe, excavated soil block, slurry, steel plate side wall, front glass wall, steel plate bottom plate, socket, and bell and spigot.
Description of the embodiments
The technical scheme of the invention is further elaborated below by referring to the drawings and the embodiments.
Examples
Referring to fig. 1, 2 and 3, an isometric view, a front view and a bottom view of a simulation device structure for a whole process test of forming grooves in an underground diaphragm wall according to the present embodiment are shown respectively; the simulation device comprises a model box, an upper water tank 9, a lower water tank 7 and a plurality of excavated soil body model blocks 12. The model box is a cube surrounded by a bottom surface and four side surfaces, the bottom surface and one side surface are steel plates, and the front surface, the back surface and the other side surface of the model box are transparent interfaces; in the embodiment, the steel plate bottom plate 16 and the steel plate side wall 14 are integrally welded by adopting steel plates, the other three side surfaces are respectively a glass side wall 3, a rear glass wall 2 and a front glass wall 15, toughened glass is adopted for enclosing, and a model box is integrally placed on the base 4; an underground diaphragm wall excavation soil body model formed by a plurality of excavation soil body model blocks 12 and a film bag 10 are arranged on one side in a model box, the bottom of the underground diaphragm wall excavation soil body model is supported by a jack 5, and sand 1 is filled in the model box; the upper water tank 9 is hung against one side of the side wall 14 of the outer steel plate of the model box, round holes matched with the side edge of the water tank and the side wall of the model box are respectively formed in the side edge of the water tank and the side wall of the model box, a round pipe 11 penetrates through the two round holes, and the upper water tank 9 is connected and communicated with a film bag 10 arranged in the model box through the round pipe 11; the slurry 13 is filled in the upper water tank 9, the upper part of one side of the upper water tank 9 is provided with an overflow hole, and the upper water tank is connected with the lower water tank 7 through a rubber hose 8; the slurry 13 in the lower tank 7 is filled into the mold box through the pressure pump 6 and the other rubber hose 8, and then into the membrane bladder 10.
Referring to fig. 4, an axial schematic drawing of an excavated soil model block 12 is shown, which is a rectangular block with a socket 17 at the top and a socket 18 at the bottom. The underground diaphragm wall excavation soil body model is three-section type, and each section is formed by stacking five layers of excavation soil body model blocks 12, and upper and lower blocks are connected through a socket 17 and a bell and spigot 18 between each layer, and rubber sealing strips are adhered to the connection positions in a socket type interface mode. The three sections of underground continuous wall excavated soil bodies are mutually independent and are sequentially arranged adjacently, are arranged in a model box, and the lifting of the excavated soil body model block 12 in each section is independently controlled by using the jack 5.
In this embodiment, the model box is a cube of 1.2 m*1.2 m*1.2 m, and the model box is integrally placed on the base 4, and the base 4 can be built by masonry or lifted by a jack, and has a height of 40 cm. Carbon steel with the thickness of 1.2 mm of the steel plate on the side wall of the steel plate used for the model box; the thickness of the tempered glass used for the three-sided glass side wall was 12 mm. The mold box steel plate bottom plate 16 corresponds to the opening of the underground diaphragm wall mold. The sand 1 in the model box is dry fine sand, and the relative height of the sand layer and the model steel plate bottom plate 16 is 1 m. The relative height of the mold box sidewall openings to the mold steel plate floor 16 is 1 m. The membrane bladder 10 is a rubber membrane bladder.
In this embodiment, the underground diaphragm wall excavated soil model is divided into three sections, from one side of the opening of the model box, the length 15 cm of the excavated soil model block 12 of the section I, the width 5 cm, the length 30 cm of the excavated soil model block 12 of the section II, the width 5 cm, the length 30 cm of the excavated soil model block 12 of the section III, and the width 5 cm are sequentially adjacently arranged at one side of the model box. The excavated soil body model block 12 in each section has five layers, and each layer has a thickness of 20-cm and is made of honeycomb aluminum plates.
The size of the upper water tank 9 is 30 cm*30 cm*30 cm, and the height of the liquid in the upper water tank 9 is flush with the sand surface in the model tank; the height of overflow holes on the inner side wall of the upper water tank 9 is slightly higher than the surface of the sand 1 in the model box. The lower tank 7 is approximately 50 cm*50 cm*50 cm in size. The liquid in the lower tank 7 is pumped to the upper tank 9 by means of the pressure pump 6. The jack 5 is a hydraulic jack and bears 2 t.
By adopting the simulation device for the whole process test of grooving the underground diaphragm wall, the test method comprises the following steps:
firstly, installing a model box, namely connecting a socket 17 and a bell and spigot 18 of an excavated soil model block 12 in a socket manner, arranging each section of each layer of an underground diaphragm wall excavated soil model, placing the sections close to a front glass wall 15 of the model box, and respectively supporting the bottommost blocks of the sliding blocks of the three sections of excavated soil model blocks 12 by using three hydraulic jacks 5 to enable the topmost surfaces of the sliding blocks of the three sections of excavated soil model blocks 12 to be level with the surface of sandy soil 1;
step two, filling the sand 1 into a large model box in a layering manner to simulate the deposition process of the sand under natural conditions. Leveling after each layer of soil is filled, and filling the next layer of soil until the soil layer thickness value is set in a test;
step three, preparing slurry 13 with relevant proportion in the lower water tank 7, pumping the slurry into the upper water tank 9 through the pressure pump 6, wherein the liquid level is slightly higher than the sand surface;
step four, round holes are respectively formed in the positions, close to the side edges of the upper water tank 9 and the side walls 14 of the steel plates on one side of the model box, of the upper water tank, the round holes are communicated through round tubes 11, an opening film bag 10 is arranged on the inner side of the model box, and the opening of the film bag 10 is connected with the round tubes 11 in the round holes of the side walls;
step five, the height of the jack 5 of the bottom excavation soil model block 12 in the section I is reduced, slurry 13 enters the rubber film bag 10 from the upper water tank 9 along with the reduction of the height of the excavation soil model block 12, the liquid level is level with the surface of the sandy soil 1, the function of supporting the side wall of the sandy soil 1 is achieved, and the excavation soil model blocks in other excavation soil models in each section are kept not to slide; when the top surface of the excavated soil body model block 12 at the bottommost layer of the section I is lowered below the bottom surface of the model box, a hammer can be used for tapping to enable the excavated soil body model block to rotate around the middle socket, after the excavated soil body model block is separated from the excavated soil body model block at the upper layer, a wood block is used for supporting the two sides of the excavated soil body model block at the upper side, and the jack 5 is continuously lowered to enable the excavated soil body model block to be separated from and taken out. Lifting the jack 5 and removing auxiliary boards on two sides; repeating the steps until five layers of excavated soil body model blocks in the section are taken out;
and step five, sequentially taking out the excavated soil body model blocks of the II and III sections of underground diaphragm walls until all the excavated soil body model blocks in the underground diaphragm wall excavated soil body model are removed, and completing the whole process simulation of the grooving of the underground diaphragm wall.
The deformation and stress change of the sand in the model box during operation of each step are observed, measured and recorded, and the model box is used for analyzing test results.
Claims (3)
1. A test method for the whole process of grooving of an underground diaphragm wall is characterized by comprising the following steps:
(1) Welding a steel plate bottom plate (16) and a steel plate side wall (14), enclosing three transparent toughened glass side surfaces to form a cube, installing a model box, and integrally placing the model box on a base (4); the underground diaphragm wall excavation soil body model and the film bag (10) are closely arranged on the side wall (14) of the steel plate in the model box and the front glass wall (15); the underground diaphragm wall excavation soil model is formed by sequentially stacking a plurality of excavation soil model blocks (12) in a layered manner and adjacently arranging the excavation soil model blocks in a segmented manner, and the bottoms of the excavation soil model blocks in each segment are supported by a jack (5);
(2) Filling sand (1) into the model box in a layered manner, wherein the stacking surface of the sand is level with the top of the excavated soil model block overlapped on the top layer;
(3) Placing the configured slurry (13) into a lower water tank (7), and pumping the slurry into an upper water tank (9) through a pressure pump (6), wherein the liquid level is slightly higher than the sand surface;
(4) Filling slurry in the upper water tank (9) into the film bag (10);
(5) Lowering the jack height at the bottom of the first section of excavated soil model block, and sequentially taking out the excavated soil model blocks (12) of each layer in the section;
(6) And (5) repeating the step, and taking out all the excavated soil body models in each section in sequence to complete the test of the whole process of grooving the underground diaphragm wall.
2. The method for testing the whole process of grooving the underground diaphragm wall according to claim 1, wherein the method comprises the following steps: the soil body excavation model block (12) is cuboid, the top is provided with a socket (17), and the bottom is provided with a faucet (18).
3. The method for testing the whole process of grooving the underground diaphragm wall according to claim 1, wherein the method comprises the following steps: the underground diaphragm wall excavates soil body model and establishes three sections altogether, every section divides five layers to superpose excavation soil body model piece (12) in proper order, connects upper and lower block through socket (17) and bell and spigot (18) between each layer.
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| CN109752238B (en) * | 2019-01-03 | 2022-02-01 | 同济大学 | Consideration confined water underground continuous wall grooving local instability model test device |
| CN112816660B (en) * | 2021-01-14 | 2022-04-08 | 浙江大学 | Centrifugal model test device and method for researching underground continuous wall construction environmental effect |
| CN112924945B (en) * | 2021-03-10 | 2023-09-22 | 大连理工大学 | Underground continuous wall model test system based on cross-hole radar imaging |
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| 《格栅式地下连续墙竖向载荷模型试验研究》;吴九江，程谦恭，文 华，曹建磊，张建磊;《岩石力学与工程学报》;第34卷(第12期);2581-2592 * |
| 《深大坑中坑基坑围护结构离心模型试验研究》;李波,王志鹏,龚壁卫,黄鹄,胡勇;《中国水利水电科学研究院学报》;第15卷(第4期);303-307 * |
| 《软土地层超深地下连续墙槽壁稳定性数值分析》;董宏波;《地下空间与工程学报》;第12卷(第2期);750-754 * |
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| Publication number | Publication date |
|---|---|
| CN108922368A (en) | 2018-11-30 |
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