CN211312489U - High rich water faces sea area diaphragm wall and connects sealing device - Google Patents
High rich water faces sea area diaphragm wall and connects sealing device Download PDFInfo
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- CN211312489U CN211312489U CN201921166670.5U CN201921166670U CN211312489U CN 211312489 U CN211312489 U CN 211312489U CN 201921166670 U CN201921166670 U CN 201921166670U CN 211312489 U CN211312489 U CN 211312489U
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Abstract
The utility model belongs to the technical field of foundation pit support, and relates to a continuous wall joint water stopping device in a high water-rich coastal area, wherein a continuous wall horizontal rib is mechanically connected with a continuous wall vertical main rib, and a steel perforated pipe is bound and overlapped on a first wall width reinforcement cage; the galvanized iron sheet is arranged on the outer side of the I-shaped steel plate, the galvanized iron sheet and the batten steel bars are welded in a spot welding mode, the I-shaped steel is connected with the first wall width steel reinforcement cage in a welding mode, the u-shaped stirrups are connected with the single side of the horizontal rib of the continuous wall in a welding mode, the grouting pipe is bound and lapped with the second wall width steel reinforcement cage, and the second wall width steel reinforcement cage is fixedly embedded in the wing plate of the I-shaped steel plate in a hoisting mode; the sand bag is piled outside the I-shaped steel plate joint web plate, and the underfilling height is the height of the underground continuous wall; the waterproof effect is ideal, the concrete can be effectively prevented from flowing around, and the water stopping effect at the joint is ensured by the arrangement of the steel perforated pipe.
Description
The technical field is as follows:
the utility model belongs to the technical field of the excavation supporting, a high rich water faces sea area diaphragm wall and connects watertight fittings is related to, especially a watertight fittings that uses the I-shaped steel as the joint.
Background art:
the underground continuous wall is an important deep foundation pit supporting structure form, and the basic process flow comprises the following steps: the construction method comprises the following steps of wall guiding construction, slurry preparation, grooving construction, reinforcement cage manufacturing, reinforcement cage hoisting, joint treatment, underwater concrete pouring and the like, wherein the construction of the joint of the underground continuous wall (particularly in a highly water-rich coastal area) is a technical problem influencing the seepage prevention and water stopping of the underground continuous wall.
At present, the common construction method for the underground continuous wall joint comprises the following steps: the first is the circular joint pipe technology: the method is characterized in that the method is low in manufacturing cost, mature in method and wide in application, but the pipe drawing time is difficult to master, and the waterproof effect is not ideal; secondly, the steel plate joint with the shape of one or ten is as follows: after grooving, the steel bar cage is placed into the groove section along with the steel bar cage to be used as a disposable waterproof device, and two sides of the steel plate are embedded into two front and rear construction continuous walls, so that the steel bar cage has the characteristics of wide use and low manufacturing cost, but the concrete at the joint is poor in contact and is easy to inclusion; thirdly, the steel joint of I or Wang is formed: after grooving, putting the steel bar cage into a corresponding groove section to be used as a disposable waterproof device, and embedding the steel bar cage into a steel plate wing plate, wherein the steel bar cage is suitable for a water-rich stratum, has good integrity and outstanding waterproof effect, and has the defect of high manufacturing cost; fourthly, the waterproof joint of the jet grouting pile: after the continuous wall is poured, the outside of the joint is driven into the jet grouting pile to prevent water, the jet grouting pile is characterized by being suitable for a soft bottom layer, the waterproof effect is general, and the defects of long construction period and high manufacturing cost are overcome; fifthly, the rubber waterstop joint: the special joint pipe is brought into a set position, the joint pipe is pulled out after the next groove section is grooved, the device is suitable for a shallow continuous wall and is prevented from flowing around, but the construction is complex, and the overall rigidity is poor, for example, CN200910193231.8 discloses a device and a method for installing a flexible water stop of a joint of an underground continuous wall, wherein the installation device is a joint pipe structure which is made of steel plates or section steel and has the width and the thickness ratio close to 1, one side of the installation device, which is contacted with concrete, is provided with at least one installation groove for installing a rubber water stop, and the width of an opening of the installation groove is slightly smaller than the width of a groove cavity. The width-thickness ratio of the joint pipe is close to 1. In recent years, grouting type joints are provided, for example, 201810132066.4 discloses a grouting type underground continuous wall joint and a construction method thereof, and the grouting type underground continuous wall joint is characterized in that two grouting pipes are arranged on one side of a ground wall joint facing the soil to form the grouting type underground continuous wall joint, when the ground wall joint is connected by adopting a rigid joint, the two grouting pipes are fixed on one side of the rigid joint facing the soil by a circular ring, and when the ground wall joint is connected by adopting a flexible joint, the two grouting pipes are respectively fixed at two ends of the soil facing surface of a reinforcement cage, and the concrete construction comprises the following steps: constructing a guide wall, a unit groove section and an underground continuous wall; however, due to poor engineering geological conditions, the grooving quality of the underground diaphragm wall is a serious difficulty, and the water stopping method has high construction cost.
Therefore, based on different construction methods and engineering geological conditions of various underground continuous wall joints, it becomes important to reasonably select the structural form of the underground continuous wall joints.
The invention content is as follows:
the utility model discloses an invention aims at overcoming the shortcoming that prior art exists, designs to provide one kind and faces the sea area diaphragm wall joint sealing device at high rich water, realizes preventing seepage stagnant water when the diaphragm wall joint is in construction and support in-process.
In order to achieve the purpose, the main structure of the underground diaphragm wall joint water stopping device in the high-water-rich coastal area comprises an I-shaped steel plate, a diaphragm wall horizontal rib, a diaphragm wall vertical main rib, a u-shaped stirrup, a galvanized iron sheet, a layering steel bar, a steel flower pipe, a grouting pipe, a first wall steel reinforcement cage, a second wall steel reinforcement cage and a sand bag; the horizontal ribs of the continuous wall are mechanically connected with the vertical main ribs of the continuous wall, and the steel perforated pipes are bound and lapped on the first wall width reinforcement cage; the galvanized iron sheet is arranged on the outer side of the I-shaped steel plate, the galvanized iron sheet and the batten steel bars are welded in a spot welding mode, the I-shaped steel is connected with the first wall width steel reinforcement cage in a welding mode, and the length of a welding seam is 100 mm; the U-shaped stirrups are welded with one side of the horizontal rib of the continuous wall, the grouting pipe is bound and lapped with a second wall width reinforcement cage, and the second wall width reinforcement cage is hoisted and embedded in the wing plate of the I-shaped steel plate; the sand bag is piled outside the I-shaped steel plate joint web plate, and the underfilling height is the height of the underground continuous wall.
I shape steel sheet is formed by H shaped steel plate welding, and the width on its edge of a wing is 400mm, and the thickness on the edge of a wing is 10mm, and the height of web is 160mm, and the thickness of web is 10 mm.
Horizontal muscle of diaphragm wall and the vertical main muscle of diaphragm wall select model and size according to the engineering needs.
The model and the interval of u shape stirrup are the same with continuous wall horizontal rib, and the angle of having bent of u shape stirrup is 45, makes better the inlaying of second wall width of cloth steel reinforcement cage when hoist and mount admittedly in I-steel pterygoid lamina, the construction of being convenient for.
Galvanized iron sheet's thickness is 0.3mm, and is wide for 500mm, outwards struts when groove section concreting, and galvanized iron sheet prevents that the concrete from flowing into adjacent not grooved groove section.
The model and the size of the layering reinforcing steel bar adopt C20, and the spot welding with galvanized iron sheet is carried out at a distance of 100mm from the edge of the I-shaped steel plate.
The diameter of steel floral tube is A50, and its wall thickness is 3mm, highly matches with underground continuous wall's height, and two steel floral tubes are connected with first wall width of cloth steel reinforcement cage ligature apart from 1 level 100mm department of I shape steel sheet, and the effect of steel floral tube is that carry out the slip casting reinforcement before the stagnant water structure takes shape back foundation ditch excavation, ensures seam crossing stagnant water effect, and the size of slip casting pipe is the same with the steel floral tube.
The utility model discloses realize that high rich water faces the specific process of sea area underground continuous wall joint stagnant water and does:
(1) pouring a guide wall: adopting the existing construction process to sequentially carry out field leveling → measurement lofting → excavation of a guide wall ditch and waste soil treatment → binding of guide wall reinforcing steel bars, installation of a vertical wall outer side template → pouring of wall body concrete → detachment of the template and transverse support → layered backfilling of earthwork in a groove;
(2) preparing slurry: in the grooving process, the slurry plays roles in protecting walls, carrying slag, cooling machines and cutting soil and lubricating, the slurry with good performance can ensure the stability of the groove walls in grooving, prevent the groove from collapsing, and plays an extremely important role in ensuring the pouring quality of the concrete in pouring the concrete; slurry mixing proportion design is carried out according to the geology, the underground water property and the construction experience, so that the configured slurry index meets the construction requirement, and the slurry configuration process comprises the following steps: adding water into a stirring cylinder 1/3, starting a pulping machine, adding bentonite powder while continuously adding water into a quantitative water tank, stirring for 10min, adding additives such as CMC (carboxy methyl cellulose) solution and alkali powder, stirring for 10min, stopping stirring, placing into a new pulp tank, standing and puffing for 24h, and using;
(3) i-stage groove section excavation: taking the first groove as a test groove section, collecting various parameters and data of grooving construction, conventionally grooving the underground diaphragm wall after grooving, determining the excavation position of the groove section in the first period according to a design drawing and a guide wall, and performing excavation operation by using a grooving machine; adopting slurry to protect the wall during grooving, checking and accepting the slotted hole according to relevant specifications after grooving, and shoveling hard objects which do not fall off by using a wall brushing device and an inclined shovel after the groove section is finished to clean the wall of the groove; the process is to control the verticality and slurry parameters of the formal grooving construction process, ensure the continuity of engineering implementation and achieve the purpose of guiding construction;
(4) manufacturing a steel reinforcement cage: the first wall width reinforcement cage is manufactured according to construction requirements by adopting the prior art, then is welded with an I-shaped steel plate, and is provided with galvanized iron sheet and layering reinforcement bars;
(5) after the groove cleaning is finished, checking the groove quality and the slurry index, hoisting the joint box after the groove cleaning is qualified, lowering the first reinforcement cage to the preset position, and filling a sand bag outside the I-shaped steel plate joint to prevent concrete from flowing outwards; in order to reduce vertical settlement of the underground continuous wall and corresponding surface settlement, grouting and reinforcing are carried out at the joint of the I-shaped steel plate by using a preset steel perforated pipe, then the first underground continuous wall is poured underwater through the embedded grouting pipe, and the joint box is pulled out after pouring is finished;
(6) after the second period of the adjacent groove sections is finished, firstly shoveling hard objects which do not fall off by using a wall brushing device inclined shovel, then brushing the I-shaped steel plate at the end of the first period of the groove section from top to bottom in a segmented manner by using a wall brushing device steel wire brush for several times until no mud chips are left on the brush, silting at the hole bottom is not increased any more, and cleaning and compacting the joint of new and old concrete after wall brushing;
(7) hoisting the joint box, hoisting and embedding the second wall width reinforcement cage in the wing plate of the I-shaped steel plate, pouring concrete underwater through the grouting pipe, and pulling out the joint box after pouring is finished;
(8) and pouring the rest wall panels in sequence according to the steps until the pouring of the last continuous wall is finished.
Compared with the prior art, the construction method using the I-steel as the underground continuous wall joint is more applicable in the high-rich water coastal areas, and the waterproof effect is more ideal; the galvanized iron sheet and the outer side of the I-steel are filled with sandbags, so that concrete can be effectively prevented from flowing around; moreover, the wall is brushed by adopting a special wire brush sold in the market, so that the wall brushing effect is good, the integrity of concrete is enhanced, and the waterproof effect is enhanced; the arrangement of the steel perforated pipe further ensures the water stopping effect at the joint.
Description of the drawings:
fig. 1 is the utility model discloses highly rich water faces sea area underground continuous wall and connects sealing device's major structure principle sketch map.
Fig. 2 is the three-dimensional perspective view of the main structure of the underground diaphragm wall joint water stopping device in the high rich water coastal area.
Fig. 3 is the structural schematic diagram of the i-shaped steel plate of the present invention.
Fig. 4 is a schematic view of the steel flower tube structure of the present invention.
The specific implementation mode is as follows:
the present invention will be further described with reference to the following examples and accompanying drawings.
Example 1:
the main structure of the underground continuous wall joint water stopping device in the high-water-rich coastal area comprises an I-shaped steel plate 1, a continuous wall horizontal rib 2, a continuous wall vertical main rib 3, a u-shaped stirrup 4, a galvanized iron sheet 5, a layering steel bar 6, a steel flower tube 7, a grouting tube 8, a first wall steel reinforcement cage 9, a second wall steel reinforcement cage 10 and a sand bag 11; the horizontal ribs 2 of the continuous wall are mechanically connected with the vertical main ribs 3 of the continuous wall, and the steel perforated pipes 7 are bound and lapped on the first wall reinforcing cage 9; the galvanized iron sheet 5 is arranged on the outer side of the I-shaped steel plate 1, the galvanized iron sheet 5 and the batten steel bars 6 are welded in a spot welding mode, the I-shaped steel 1 is connected with the first wall width steel reinforcement cage 9 in a welding mode, and the length of a welding seam is 100 mm; the U-shaped stirrups 4 are welded with one side of the continuous wall horizontal rib 2, the grouting pipes 8 are bound and lapped with the second wall width reinforcement cage 10, and the second wall width reinforcement cage 10 is hung and embedded in the wing plate of the I-shaped steel plate 1; the sandbags 11 are piled on the outer side of the joint web of the I-shaped steel plate 1, and the underfilling height is the height of the underground continuous wall.
In this embodiment, the i-shaped steel plate 1 is formed by welding H-shaped steel plates, the width of the flange is 400mm, the thickness of the flange is 10mm, the height of the web is 160mm, and the thickness of the web is 10 mm.
The model and the size of the horizontal continuous wall ribs 2 and the vertical continuous wall main ribs 3 are selected according to engineering requirements.
The U-shaped stirrups 4 are the same as the continuous wall horizontal ribs 2 in model and interval, the bent angle of the U-shaped stirrups 4 is 45 degrees, so that the second wall width reinforcement cage 10 is better embedded and fixed in a wing plate of the I-shaped steel 1 during hoisting, and construction is facilitated.
In this embodiment, the galvanized iron sheet 5 has a thickness of 0.3mm and a width of 500mm, and is outwardly expanded when concrete is poured in the groove section, and the galvanized iron sheet 5 prevents the concrete from flowing into the adjacent non-grooved groove section.
The type and size of the batten reinforcing steel bar 6 in the embodiment adopt C20, and the batten reinforcing steel bar is welded with the galvanized sheet iron 5 in a spot welding mode at a position 100mm away from the edge of the I-shaped steel plate 1.
The diameter of steel floral tube 7 is A50, and its wall thickness is 3mm, highly equals with underground continuous wall's height, and two steel floral tubes 7 are connected with first wall width of cloth steel reinforcement cage 9 ligature apart from 1 level 100mm department of I-shaped steel sheet, and the effect of steel floral tube 7 is that carry out the slip casting reinforcement before the foundation ditch excavation after stagnant water structure takes shape, ensures seam department stagnant water effect, and the size of slip casting pipe 8 is the same with steel floral tube 7.
Example 2:
in this embodiment, the joint water stop device of embodiment 1 is applied to the construction of the underground diaphragm wall of a certain subway station, and the specific construction process is as follows:
(1) pouring a guide wall: after the measurement and the paying-off are finished, the construction of a guide wall is started, the construction quality of the guide wall is directly related to the construction quality of an underground continuous wall, the construction of the guide wall must be strictly carried out according to the standard requirements, the construction quality must be strictly controlled, the cross section of the guide wall adopts inverted L-shaped cast-in-place reinforced concrete, HRB400C12@200 reinforcing steel frameworks are uniformly distributed, the guide wall uses C30 concrete, a sounding groove must be manually excavated before the guide wall is excavated, a special person must supervise the construction by a station during the operation of an excavator, then guide wall reinforcing steel bars and a vertical template are bound, C30 concrete is poured, a transverse support is added to a dismantling template, and finally, earth is backfilled in the groove in a;
(2) preparing slurry: in the grooving process, the slurry plays roles in protecting walls, carrying slag, cooling machines and cutting soil and lubricating, the slurry with good performance can ensure the stability of the groove walls in grooving, prevent the groove from collapsing, and plays an extremely important role in ensuring the pouring quality of the concrete in pouring the concrete; slurry mixing proportion design is carried out according to the geology, the property of underground water and the construction experience of Qingdao city areas, so that the index of the prepared slurry meets the construction requirement (the specific gravity of the slurry is controlled to be 1.1 g/cm)3～1.25g/cm3Left and right, viscosity 25-30 s), the slurry preparation method comprises the following steps: adding water into a stirring cylinder 1/3, starting a pulping machine, adding bentonite powder while continuously adding water into a quantitative water tank, stirring for 10min, adding additives such as CMC (carboxy methyl cellulose) solution and alkali powder, stirring for 10min, stopping stirring, placing into a new pulp tank, standing and puffing for 24h, and using;
(3) i-stage groove section excavation: in order to control the verticality and slurry parameters of the formal grooving construction process, ensure the continuity of engineering implementation and achieve the aim of guiding construction, a first groove is taken as a test groove section, various parameters and data of grooving construction are collected, a ground connecting wall is subjected to conventional grooving after grooving is tested, the excavation position of a groove section in the stage I is determined according to a design drawing and a guide wall, in the embodiment, a creep 480 type hydraulic grab bucket grooving machine is used for grooving, a slurry protection wall is adopted during grooving, a groove hole is inspected according to relevant specifications after grooving, a wall brushing device is used for shoveling hard objects which do not fall off after the groove section is finished, a special wall brushing device is used for the wall brushing device, the wall brushing device is 3 meters high and 4 tons in weight, and an oblique steel shovel is arranged on one side and is used for shoveling objects such as abrasive belts, concrete and the like which are firmly adhered on a steel plate; the other side is a steel wire brush used for brushing off soil adhered on the steel plate, and finally the groover is used for cleaning the bottom of the groove wall;
(4) manufacturing a steel reinforcement cage: derusting the steel bar before manufacturing, manufacturing the steel bar cage by adopting a mould method forming process, strictly controlling the welding quality during welding, welding the first wall width steel bar cage 9 with the I-shaped steel plate 1 after being manufactured according to the construction requirement by adopting the prior art, installing an anti-winding galvanized iron sheet 5 with the thickness of 0.3mm and the width of 500mm at the outer side of the I-shaped steel at the I-shaped steel joint, and fixedly welding the galvanized iron sheet 5 and the I-shaped steel 1 by adopting a batten steel bar 6, wherein the lap joint width of the galvanized iron sheet 5 and the I-shaped steel 1 is not less than 100 mm;
(5) after the groove cleaning is finished, the groove forming quality and the slurry index are checked, the joint box is hoisted after the groove cleaning is qualified, the first reinforcement cage 9 is hoisted integrally by adopting a double-crane hoisting crane, a 130t crawler crane is adopted as a main crane, a 55t crawler crane is adopted as an auxiliary crane, the hoisting point of the reinforcement cage is set to be 4 points of the main crane, 6 points of the auxiliary crane are placed to the preset position, and sandbags 11 are filled outside the joints of the I-shaped steel plates 1 to prevent concrete from flowing outwards; in order to reduce vertical settlement of the underground continuous wall and corresponding surface settlement, grouting and reinforcing are carried out at the joint of the I-shaped steel plate 1 by using a preset steel floral tube 7, then the first underground continuous wall is poured underwater through a pre-embedded grouting tube 8, and the joint box is pulled out after pouring is finished;
(6) after the second period of the adjacent groove sections is finished, firstly, a wall brushing device is used for shoveling hard objects such as abrasive belts and the like which do not fall off, then, a wall brushing device steel wire brush is used for brushing the I-shaped steel plate at the end of the groove at the first period in a segmented manner from top to bottom, the I-shaped steel plate is brushed for a plurality of times up and down until no mud chips are left on the brush, the sedimentation at the hole bottom is not increased any more, and the joint of new and old concrete is clean and;
(7) hoisting the joint box, hoisting and embedding the second wall reinforcing cage 10 in a wing plate of the I-shaped steel plate 1, pouring concrete underwater through the grouting pipe 8, and pulling up the joint box after pouring is finished;
(8) and pouring the rest wall panels in sequence according to the steps until the pouring of the last continuous wall is finished.
Claims (7)
1. A water stop device for a continuous wall joint in a high-water-rich coastal area is characterized in that a main body structure comprises an I-shaped steel plate, a continuous wall horizontal rib, a continuous wall vertical main rib, a u-shaped stirrup, a galvanized iron sheet, a batten steel bar, a steel flower pipe, a grouting pipe, a first wall steel reinforcement cage, a second wall steel reinforcement cage and a sand bag; the horizontal ribs of the continuous wall are mechanically connected with the vertical main ribs of the continuous wall, and the steel perforated pipes are bound and lapped on the first wall width reinforcement cage; the galvanized iron sheet is arranged on the outer side of the I-shaped steel plate, the galvanized iron sheet and the batten steel bars are welded in a spot welding mode, the I-shaped steel is connected with the first wall width steel reinforcement cage in a welding mode, and the length of a welding seam is 100 mm; the U-shaped stirrups are welded with one side of the horizontal rib of the continuous wall, the grouting pipe is bound and lapped with a second wall width reinforcement cage, and the second wall width reinforcement cage is hoisted and embedded in the wing plate of the I-shaped steel plate; the sand bag is piled outside the I-shaped steel plate joint web plate, and the underfilling height is the height of the underground continuous wall.
2. The water stopping device for the diaphragm wall joint in the coastal region with high water content according to claim 1, wherein the I-shaped steel plate is formed by welding H-shaped steel plates, the width of the flange is 400mm, the thickness of the flange is 10mm, the height of the web plate is 160mm, and the thickness of the web plate is 10 mm.
3. The water stopping device for the continuous wall joint in the coastal region with high rich water content as claimed in claim 1, wherein the types and sizes of the horizontal ribs of the continuous wall and the vertical main ribs of the continuous wall are selected according to engineering requirements.
4. The water stopping device for the continuous wall joint in the coastal region with high water content according to claim 1, wherein the type and the spacing of the u-shaped stirrups are the same as those of the horizontal ribs of the continuous wall, and the bending angle of the u-shaped stirrups is 45 degrees.
5. The water stop device for the continuous wall joint in the coastal region with high water content according to claim 1, wherein the galvanized iron sheet has a thickness of 0.3mm and a width of 500 mm.
6. The water stop device for the continuous wall joint in the coastal region with high water content according to claim 1, wherein the type and size of the batten steel bar are C20 and are welded with galvanized iron sheets at a position 100mm away from the edge of the I-shaped steel plate in a spot welding mode.
7. The water stop device for the continuous wall joint in the coastal region with high rich water content according to claim 1, wherein the diameter of the steel perforated pipe is A50, the wall thickness of the steel perforated pipe is 3mm, the height of the steel perforated pipe is equivalent to the height of the underground continuous wall, two steel perforated pipes are bound and connected with the first wall width steel reinforcement cage at a position 100mm away from the 1 horizontal position of the I-shaped steel plate, and the size of the grouting pipe is the same as that of the steel perforated pipe.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110528501A (en) * | 2019-07-24 | 2019-12-03 | 青岛理工大学 | A kind of high rich water borders on the sea regional ground continuous wall connector antipriming |
| CN113338947A (en) * | 2021-04-14 | 2021-09-03 | 浙江交工集团股份有限公司 | Sand-flowing-preventing water-gushing working well for water-rich sand layer and construction method thereof |
-
2019
- 2019-07-24 CN CN201921166670.5U patent/CN211312489U/en active Active
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110528501A (en) * | 2019-07-24 | 2019-12-03 | 青岛理工大学 | A kind of high rich water borders on the sea regional ground continuous wall connector antipriming |
| CN113338947A (en) * | 2021-04-14 | 2021-09-03 | 浙江交工集团股份有限公司 | Sand-flowing-preventing water-gushing working well for water-rich sand layer and construction method thereof |
| CN113338947B (en) * | 2021-04-14 | 2024-04-09 | 浙江交工集团股份有限公司 | Water-rich sand layer anti-flowing sand water-surge working well and construction method thereof |
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