CN210216392U - Underground wall surrounding well structure - Google Patents
Underground wall surrounding well structure Download PDFInfo
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- CN210216392U CN210216392U CN201920974914.6U CN201920974914U CN210216392U CN 210216392 U CN210216392 U CN 210216392U CN 201920974914 U CN201920974914 U CN 201920974914U CN 210216392 U CN210216392 U CN 210216392U
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Abstract
The utility model relates to a ground is wall enclosing well structure even belongs to exploration construction technical field. The utility model discloses to the not ideal not enough of conventional exploration technique to deep sand bed sample disturbance influence big, sample small in quantity and field test condition, provide a ground is wall surrounding well structure even. The utility model discloses a ground, ground structure are for pressing from both sides relative impervious sand bed in the overburden, still include ground even wall and curtain grout, and ground even wall adopts reinforced concrete structure, forms closed surrounding well structure all around, and ground even is connectedThe wall is arranged from top to bottom in the covering layer above, and the lower end of the wall is inserted into or penetrates through the relatively impermeable sand layer; the curtain grouting is arranged at the bottom of the diaphragm wall. The relatively impervious sand layer usually has a buried depth of more than 30m, a thickness of more than 10m and a permeability coefficient of less than 10‑5cm/s. The inside of the diaphragm wall is supported by horizontal steel supports, a ground surface ring beam is poured on the top of the diaphragm wall, and a dewatering well is arranged at the bottom of the diaphragm wall in the surrounding well.
Description
Technical Field
The utility model relates to a ground is wall enclosing well structure even belongs to exploration construction technical field.
Background
The traditional exploration method mainly takes exploration such as drilling and shallow shaft exploration, and limited tests such as side pressure test, penetration test and earthquake longitudinal and transverse wave test can be only carried out in field test. The drilling is an exploration method for detecting the thickness of a gravel layer, which can take core to identify the geological structure, divide the boundary line of the stratum, and simultaneously carry out hydrogeological test, comprehensive well logging and in-hole camera shooting operation to find the permeability characteristic of the stratum and more intuitively describe the geological characteristics in the hole; the existing drilling technology can drill covering layers more than 500 meters deep, but because the drill bit is smaller, the number of drilling samples is small, the disturbance influence on soil samples is large, and the influence is more obvious along with the increase of the drilling depth; on the other hand, after a certain depth, for example, 50m, the difficulty of in-situ in-hole testing is increased, and the testing method and the evaluation standard need to be deeply researched. The depth of the shallow shaft is generally less than 10m, so that the prospecting personnel can directly observe the geological structure, and the method is accurate, reliable and convenient for sketch; from which pristine soil samples can be taken without restriction and used for large in situ testing.
The two water conservancy and hydropower engineering are widely applied to the covering layer exploration technology, and original state sampling and in-situ test of the deep covering layer are difficult to meet. For hydroelectric engineering in partial southwest region, the dam foundation covering layer is deep, the supporting layer mainly comprises fine particles, the physical and mechanical properties and the hydraulic properties of the covering layer, particularly the deep covering layer are found out, the relation between the mechanical properties and the burial depth of the covering layer is established, the problems of sedimentation deformation of the dam foundation covering layer, sandy soil liquefaction, stable sliding resistance, leakage, stable permeation and the like are accurately evaluated, structural calculation parameter indexes such as mechanical strength, bearing capacity, permeability, strong earthquake resistance, liquefaction resistance and the like of the dam foundation are provided, and the dam foundation is a key core foundation for dam engineering design.
SUMMERY OF THE UTILITY MODEL
The utility model discloses the technical problem that will solve is: aiming at the defects of large influence of conventional exploration technology on deep sand layer sampling disturbance, small sampling quantity and unsatisfactory field test conditions, the underground diaphragm wall surrounding well structure is provided.
For solving the technical problem the utility model discloses the technical scheme who adopts is: the underground diaphragm wall surrounding well structure comprises a foundation, a underground diaphragm wall and curtain grouting, wherein the foundation structure is a covering layer with a relatively impervious sand layer sandwiched in the covering layer, the underground diaphragm wall adopts a reinforced concrete structure, a closed surrounding well structure is formed at the periphery, the underground diaphragm wall is arranged from top to bottom in the covering layer above the underground diaphragm wall, and the lower end of the underground diaphragm wall is inserted into or penetrates through the relatively impervious sand layer; when the diaphragm wall is inserted into the relatively impervious sand layer, curtain grouting is arranged in the relatively impervious sand layer at the bottom of the diaphragm wall or in the relatively impervious sand layer and the covering layer below the relatively impervious sand layer; when the diaphragm wall passes through the relatively impervious sand layer, curtain grouting is arranged on the groundAnd a covering layer connected with the bottom of the wall. The relatively impervious sand layer usually has a buried depth of more than 30m, a thickness of more than 10m and a permeability coefficient of less than 10-5cm/s。
Further, the method comprises the following steps: the underground diaphragm wall is a rectangular surrounding well formed by surrounding four walls, the four walls of the underground diaphragm wall are mutually overlapped, and joint grouting holes are respectively arranged at joints.
Further, the method comprises the following steps: the grouting of the joint grouting hole extends into the wall bottom covering layer of the diaphragm wall.
Further, the method comprises the following steps: the wall structure is characterized by further comprising horizontal steel supports, wherein the horizontal steel supports are arranged at four corners of the wall in a layered mode from top to bottom, each layer of horizontal steel support is composed of four grouting steel pipes, each grouting steel pipe is welded to an embedded steel plate of the adjacent two-side wall, and the embedded steel plates are welded to a reinforcement cage of the wall through embedded steel bars.
Further, the method comprises the following steps: and a ground surface ring beam is poured at the top of the diaphragm wall, and a dewatering well is arranged at the bottom of the well in the diaphragm wall surrounding well. And the ground surface ring beam is poured, so that water and other impurities above the ground can be prevented from falling into the well during the surrounding well excavation supporting construction. The dewatering well is set to provide dry land environment.
The underground continuous wall surrounding well structure can be implemented by the following steps:
pouring all the underground diaphragm walls to be more than 6 months old, grouting the underground diaphragm walls and the lower parts of the underground diaphragm walls through the pre-embedded curtain grouting pipes to form rectangular closed grouting curtains under the walls;
and excavating a covering layer in a surrounding well formed by the underground diaphragm wall until the covering layer is excavated to the bottom of the well. The bottom hole elevation is determined according to the thickness, mechanics and permeability of the relative impervious layer, and is generally arranged at the upper part of the relative impervious layer.
The underground continuous wall preferably adopts a rectangular surrounding well formed by surrounding four walls, wherein two oppositely arranged walls are first-stage underground continuous walls, the other two walls are second-stage underground continuous walls, and the underground continuous walls are poured and constructed in two stages, and the method comprises the following steps:
a. constructing a first-stage diaphragm wall groove section;
b. hoisting the reinforcement cages of the diaphragm wall into the groove section of the diaphragm wall in sections by using a crawler crane, and putting the reinforcement cages in place until all the reinforcement cages are installed;
c. placing the joint pipes at two ends of the slotted hole before pouring concrete into the slotted hole of the first-stage diaphragm wall, then pouring the concrete, pulling up the joint pipes after the concrete is initially set, forming a smooth semi-cylindrical surface and two guide holes for construction of the second-stage slotted hole at two ends of the first-stage diaphragm wall, and forming a joint surface after construction of the second-stage slotted hole is finished;
d. performing second-stage underground diaphragm wall slotted hole construction, steel reinforcement cage hoisting and concrete pouring, wherein the construction method is the same as the steps a-c;
e. before the diaphragm wall is poured, embedding grouting pipes in the groove holes and the joint surfaces of the first-stage diaphragm wall and the second-stage diaphragm wall, and enabling the lower ends of the embedded grouting pipes to be located at the bottom of the pouring holes;
f. and (3) completely pouring the diaphragm wall and reaching the age of more than 6 months, grouting the inside of the diaphragm wall and the lower part of the diaphragm wall through the embedded grouting pipes, sealing the joint parts of the first-stage diaphragm wall and the second-stage diaphragm wall, and forming a grouting curtain sealed below the diaphragm wall.
When the underground diaphragm wall is excavated in the enclosed well formed by the underground diaphragm wall, the underground diaphragm wall is supported in time, the preferable embodiment is that the inner wall of the underground diaphragm wall is provided with horizontal steel supports which are arranged at four corners of the underground diaphragm wall from top to bottom in a layering way, each layer of horizontal steel support is composed of four grouting steel pipes, each grouting steel pipe is welded on the pre-embedded steel plates of the adjacent two-sided underground diaphragm wall, and the pre-embedded steel plates are welded on the reinforcement cages of the underground diaphragm wall through pre-embedded steel bars;
when the underground diaphragm wall is excavated in the enclosed well formed by the underground diaphragm wall, the method comprises the following steps:
h. the covering layer in the surrounding well is manually excavated and layered, constructors enter and exit and slag are hoisted by using a gantry crane, and meanwhile, an emergency safety crawling ladder is arranged on the wall of the well;
i. cleaning the working surface of the excavation gap according to the requirements of field tests and soil sample extraction, and draining accumulated water;
j. cleaning an embedded steel plate on the inner wall of the excavated diaphragm wall, welding and installing horizontal steel supports, grouting and filling the horizontal steel supports, and performing covering layer excavation and horizontal steel support installation in the surrounding well in a staggered manner;
k. and h-j working procedures are circulated until the well bottom is excavated, and a precipitation well is arranged at the well bottom.
For guaranteeing the construction safety, the utility model discloses still include following step:
l, safety monitoring in the excavation process: during the construction and excavation of the surrounding well, a movable inclinometer and a flat water level gauge are adopted to monitor the deflection deformation and seepage of the surrounding well; selecting a monitoring section in a region close to the bottom of the surrounding well, wherein the monitoring section comprises a horizontal steel support, and arranging a steel bar meter on an embedded steel bar at each connecting part of the horizontal steel support and the underground diaphragm wall of the monitoring section to monitor the steel bar stress of the monitoring section;
and m, performing underground diaphragm wall deformation and in-well seepage recheck according to the safety monitoring result of the procedure l, and taking safety construction measures if necessary.
The utility model has the advantages that: the underground diaphragm wall with the reinforced concrete structure penetrates through the relatively impervious sand layer, and the four walls are mutually lapped to form a stable surrounding well structure, so that safety guarantee is provided for construction and test in the surrounding well; the horizontal steel supports which are timely supported on the underground diaphragm wall are welded with the embedded steel bars of the underground diaphragm wall, so that the stability of the wall body is further enhanced; the bottom of the surrounding well is a relatively impervious sand layer, curtain grouting is arranged at the bottom of the diaphragm wall, joint grouting is carried out at the lap joint part of the diaphragm wall, and the seepage-proofing performance of the surrounding well is enhanced; and a dewatering well is arranged in the foundation pit of the surrounding well excavation to provide a dry land operation environment.
Drawings
Fig. 1 is a schematic cross-sectional view of the present invention.
Fig. 2 is a schematic view a-a of fig. 1.
Fig. 3 is a schematic view B-B of fig. 1.
Parts in the figure are marked: the construction method comprises the following steps of covering layer 1, relatively impervious sand layer 2, ground connecting wall 3, primary ground connecting wall 31, secondary ground connecting wall 32, embedded steel bars 41, embedded steel plates 42, horizontal steel supports 5, joint grouting holes 6, curtain grouting 7, dewatering well 8, well bottom 9, ground surface ring beam 10 and ground 11.
Detailed Description
The present invention will be further explained with reference to the drawings and the embodiments.
As shown in fig. 1 to 3, the foundation structure of the present invention is a relatively impervious sand layer 2 sandwiched between covering layers 1, and further comprises a diaphragm wall 3 and curtain grouting 7, wherein the diaphragm wall 3 adopts a reinforced concrete structure and forms a closed type surrounding well structure all around, the diaphragm wall 3 is arranged from top to bottom in the covering layer 1 above, and the lower end of the diaphragm wall is inserted into or penetrates through the relatively impervious sand layer 2; when the diaphragm wall 3 is inserted into the relatively impervious sand layer 2, curtain grouting 7 is arranged in the relatively impervious sand layer 2 at the bottom of the diaphragm wall 3 or in the relatively impervious sand layer 2 and the covering layer 1 below the relatively impervious sand layer; when the diaphragm wall 3 is passed through the relatively impervious sand layer 2, curtain grouting 7 is provided in the cover layer 1 at the bottom of the diaphragm wall 3. The relatively impervious sand layer 2 is buried in depth of more than 30m, thickness of more than 10m and permeability coefficient of less than 10-5cm/s. When the method is implemented, the underground diaphragm wall 3 is completely poured and reaches the age of more than 6 months, grouting is carried out on the inside of the underground diaphragm wall 3 and the lower part of the underground diaphragm wall through the pre-embedded curtain grouting pipe to form a rectangular closed grouting curtain 7 under the underground diaphragm wall, and the depth of the grouting curtain 7 is determined according to seepage calculation; then, in a surrounding well formed by the underground diaphragm wall 3, the covering layer 1 is excavated until the shaft bottom 9 is excavated, and a precipitation well 8 is arranged at the shaft bottom 9. The height of the well bottom 9 is determined according to the thickness, mechanics and permeability of the relative impervious layer 2, and is generally arranged on the upper part of the relative impervious layer 2. Whether the lower end of the diaphragm wall 3 is inserted into or passes through the relatively impermeable sand layer 2 is also determined by comprehensive demonstration of the thickness, mechanics and permeability of the relatively impermeable sand layer 2.
For convenient construction and stable structure, the underground diaphragm wall 3 is a rectangular surrounding well surrounded by four walls, the four walls of the underground diaphragm wall 3 are mutually overlapped, and joint grouting holes 6 are respectively arranged at joints. In order to make the structure more stable, the joint grouting holes 6 are grouted into the wall bottom covering layer 1 of the diaphragm wall 3. When the underground diaphragm wall 3 preferably adopts a rectangular surrounding well formed by surrounding four walls, two oppositely arranged walls are first-stage underground diaphragm walls 31, the other two walls are second-stage underground diaphragm walls 32, and the construction of the underground diaphragm wall 3 is carried out in two stages.
When excavating in the enclosing well formed by the diaphragm wall 3, should in time strut, the preferred embodiment is, the diaphragm wall 3 inner wall is provided with horizontal steel support 5, horizontal steel support 5 from top to bottom sets up the four corners on diaphragm wall 3 in layers, each horizontal steel support 5 comprises four slip casting steel pipes, each slip casting steel pipe welds on the pre-buried steel plate 42 of adjacent two sides diaphragm wall 3, pre-buried steel plate 42 welds on the steel reinforcement cage of diaphragm wall 3 through pre-buried reinforcing bar 41. The support type, the support time and the support parameter design adopted in the surrounding well formed by excavation are determined by comprehensive technical and economic demonstration analysis.
In addition, a ground surface ring beam 10 is poured on the top of the diaphragm wall 3, and a dewatering well 8 is arranged at the bottom of the well 9 in the surrounding well of the diaphragm wall 3. The ground surface ring beam 10 is poured, so that water and other impurities above the ground 11 can be prevented from falling into the well during the surrounding well excavation supporting construction. The dewatering well 8 is provided for the purpose of providing a dry working environment.
The utility model discloses it is preferred to implement according to following step:
a. constructing a groove section of the first-stage diaphragm wall 31; drilling equipment and a construction mode are selected according to the characteristics of the covering layer 1 and the bedrock 2;
b. hoisting the reinforcement cages of the underground diaphragm wall 3 into the groove sections of the first-stage underground diaphragm wall 31 section by using crawler cranes in sections, and putting the reinforcement cages in place until all the reinforcement cages are installed;
c. placing the joint pipes at two ends of the slotted hole before pouring concrete into the slotted hole of the first-stage underground diaphragm wall 31, then pouring the concrete, pulling up the joint pipes after the concrete is initially set, forming a smooth semi-cylindrical surface and two guide holes for second-stage slotted hole construction at two ends of the first-stage underground diaphragm wall 31, and forming a joint surface after the second-stage slotted hole construction is finished;
d. performing second-stage underground diaphragm wall 32 slotted hole construction, steel reinforcement cage hoisting and concrete pouring, wherein the construction method is the same as the steps a-c;
e. before the diaphragm wall 3 is poured, grouting pipes are pre-embedded in the groove holes and the joint surfaces of the first-stage diaphragm wall 3 and the second-stage diaphragm wall 3, and the lower ends of the pre-embedded grouting pipes are positioned at the bottom of the pouring holes;
f. the underground diaphragm wall 3 is completely poured and reaches the age of more than 6 months, the embedded grouting pipes are used for grouting into the underground diaphragm wall 3 and below the wall, the joint parts of the first-stage and second-stage underground diaphragm walls 3 are sealed, and a rectangular sealed grouting curtain 7 below the wall is formed;
g. pouring a ground surface ring beam 10 on the top of the diaphragm wall 3 to prevent water and other impurities above the ground 11 from falling into the well during the surrounding well excavation supporting construction;
h. the cover layer 1 in the surrounding well is manually excavated and layered, and constructors can go in and out and slag can be hoisted by using a gantry crane;
i. cleaning the working surface of the excavation gap according to the requirements of field tests and soil sample extraction, and draining accumulated water;
j. cleaning an embedded steel plate 42 on the inner wall of the excavated diaphragm wall 3, welding and installing the horizontal steel supports 5, grouting and filling the horizontal steel supports 5, and performing excavation and installation of the horizontal steel supports 5 in the covering layer 1 in the surrounding well in a staggered manner and in a time supporting manner;
k. the h-j working procedures are circulated until the well bottom 9 is excavated, and a dewatering well 8 is arranged at the well bottom 9;
l, safety monitoring in the excavation process: during the construction and excavation of the surrounding well, a movable inclinometer and a flat water level gauge are adopted to monitor the deflection deformation and seepage of the surrounding well; selecting a monitoring section in a region close to the bottom of the surrounding well, wherein the monitoring section comprises a horizontal steel support 5, and arranging a steel bar meter on an embedded steel bar 41 at each connecting part of the horizontal steel support 5 and the underground diaphragm wall 3 of the monitoring section to monitor the steel bar stress of the monitoring section; in specific implementation, 2 monitoring sections can be selected in an area close to the bottom with larger stress, the monitoring frequency is 1 week and 1 time, and meanwhile, field inspection is carried out;
and m, according to the safety monitoring result of the procedure l, carrying out deformation of the diaphragm wall 3 and rechecking seepage in the well, and taking safety construction measures if necessary.
Example (b):
the depth of the covering layer 1 exceeds 100m, the middle part is provided with the relative impermeable layer 2, the buried depth of the relative impermeable layer 2 is about 50m, the thickness is 15 m-20 m, and the permeability coefficient is 10-5cm/s～10-6cm/s. In order to find out the mechanics and seepage characteristics of the covering layer 1 and the relative impervious layer 2, an underground diaphragm wall surrounding well structure is adopted to carry out original sampling and in-situ test on the covering layer 1 and the relative impervious layer 2. The underground diaphragm wall 3 surrounding well adopts a reinforced concrete structure, the wall thickness is 1.2m, and the net size of the surrounding well is 6.4m multiplied by 6.4 m. The diaphragm wall 3 penetrates through the relatively impervious wallThe layer 2 is deep into the covering layer 1 at the lower part of the impermeable layer 2 by 10m, and the total depth of the diaphragm wall 3 is 80 m. 32 curtain grouting 7 preformed holes are arranged at the bottom of the diaphragm wall 3, seepage control analysis is carried out according to seepage characteristics of the covering layer 1 and the relative impervious barrier 2, and the average grouting depth in the covering layer 1 at the lower part of the diaphragm wall 3 is 20 m. In order to ensure the stability of the structure of the underground diaphragm wall 3 surrounding well, 20 layers of horizontal steel supports 5 are arranged on the inner wall of the underground diaphragm wall 3 surrounding well, and through structural calculation, one layer is arranged at intervals of 2-5 m of the horizontal steel supports 5, wherein the upper part of the underground diaphragm wall 3 is stressed in a small mode, the interlayer interval is large, the lower part of the underground diaphragm wall is stressed in a large mode, and the interlayer interval is small. Each layer of horizontal steel support 5 comprises four steel pipes with the diameter of 600mm, the steel pipes are respectively and obliquely supported on the adjacent two ground connecting walls 3, and C35 expanded cement mortar is poured into the steel pipes; an embedded steel plate 42 with the thickness of 30mm and U-shaped anchoring embedded steel bars 41 welded on the steel plate are respectively embedded in the supporting section of the underground diaphragm wall 3, and the embedded steel bars 41 and the embedded steel plates 42 are poured in concrete through welding on a steel bar cage of the underground diaphragm wall 3. In order to ensure the anti-seepage effect of the joints of the groove sections of the diaphragm walls 3, the joints of the groove sections of the diaphragm walls 3 are respectively provided with 2 pre-buried pipes with joint grouting holes 6, and the grouting depth of the joint grouting holes 6 is 5m below the diaphragm walls 3. Considering that the maximum thickness of the relative impervious layer 2 is only 20m, the reserved bottom hole safety construction measure of the embodiment is consolidation grouting, 20 consolidation grouting holes are arranged, grouting is carried out in the covering layer 1 at the lower part of the bottom hole 9, and the grouting depth is 40 m.
Claims (5)
1. Ground is wall surrounding well structure even, including the ground, ground structure presss from both sides relative impervious sand bed (2), its characterized in that for overburden (1): the underground diaphragm wall is characterized by further comprising an underground diaphragm wall (3) and curtain grouting (7), wherein the underground diaphragm wall (3) is of a reinforced concrete structure, a closed type surrounding well structure is formed at the periphery of the underground diaphragm wall, the underground diaphragm wall (3) is arranged from top to bottom in the covering layer (1) above, and the lower end of the underground diaphragm wall is inserted into or penetrates through the relatively impervious sand layer (2); when the diaphragm wall (3) is inserted into the relatively impervious sand layer (2), curtain grouting (7) is arranged in the relatively impervious sand layer (2) at the bottom of the diaphragm wall (3) or in the relatively impervious sand layer (2) and the covering layer (1) below the relatively impervious sand layer; when the diaphragm wall (3) passes through the relatively impervious sand layer (2), curtain grouting (7) is arranged in the covering layer (1) at the bottom of the diaphragm wall (3).
2. The diaphragm wall surround well structure of claim 1, wherein: the underground diaphragm wall (3) is a rectangular surrounding well formed by surrounding four walls, the four walls of the underground diaphragm wall (3) are mutually overlapped, and joint grouting holes (6) are respectively arranged at joints.
3. The diaphragm wall surround well structure of claim 2, wherein: the joint grouting holes (6) are used for grouting and extend into the wall bottom covering layer (1) of the diaphragm wall (3).
4. The diaphragm wall surround well structure of claim 2, wherein: still include horizontal steel shotcrete (5), horizontal steel shotcrete (5) from top to bottom layering sets up four corners on even wall (3) on the ground, and each horizontal steel shotcrete (5) of layer comprises four slip casting steel pipes, and each slip casting steel pipe welding is on pre-buried steel sheet (42) of adjacent two sides ground even wall (3), and pre-buried steel sheet (42) are on the steel reinforcement cage of ground even wall (3) through pre-buried reinforcing bar (41) welding.
5. The diaphragm wall surround well structure of claim 1, wherein: the top of the diaphragm wall (3) is poured with a ground surface ring beam (10), and a dewatering well (8) is arranged at the bottom (9) of the well enclosed by the diaphragm wall (3).
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110258521A (en) * | 2019-06-26 | 2019-09-20 | 中国电建集团成都勘测设计研究院有限公司 | Ground-connecting-wall encloses well construction |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110258521A (en) * | 2019-06-26 | 2019-09-20 | 中国电建集团成都勘测设计研究院有限公司 | Ground-connecting-wall encloses well construction |
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