CN103774690A - Grabbing, drilling and punching combined underground continuous wall grooving construction method - Google Patents

Grabbing, drilling and punching combined underground continuous wall grooving construction method Download PDF

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Publication number
CN103774690A
CN103774690A CN201210402641.0A CN201210402641A CN103774690A CN 103774690 A CN103774690 A CN 103774690A CN 201210402641 A CN201210402641 A CN 201210402641A CN 103774690 A CN103774690 A CN 103774690A
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China
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continuous wall
groove
mud
grooving
groove section
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CN201210402641.0A
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Inventor
周小溦
徐平飞
梅英宝
钱智荣
黄健昂
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Shanghai Construction Group Co Ltd
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Shanghai Construction Group Co Ltd
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Abstract

The invention provides an underground continuous wall grooving method under the soft soil and rock stratum combined geological conditions. The underground continuous wall grooving method comprises performing preparation work, wherein the preparation work comprises measurement and positioning, wall guide construction, division of groove sections of the underground continuous wall and slurry preparation; grabbing and digging the upper portion soft soil in the groove sections after slurry is injected into the groove sections and enabling the slurry to be added into groove holes along with unearthing; performing drilling and cutting on bottom hard rock stratums in the groove sections; breaking up the drilled hard rock stratums through a square hammer punching machine and performing groove repair; performing hole cleaning and hole cleaning acceptance by a slurry circulation method. According to the grabbing, drilling and punching combined underground continuous wall grooving construction method, grabbing, drilling and punching are combined with each other, grooving construction is performed on the different hardness of rock stratums through different constriction machines under the condition that the quality of the underground continuous wall grooving construction is ensured, and accordingly the construction capability of various common machines is fully utilized and the construction progress and quality of grooving is ensured; the influence on the surrounding environment of the punching grooving vibration can be effectively reduced; an expensive underground continuous wall groove milling machine does not need to be utilized and accordingly the construction cost can be effectively reduced.

Description

A kind of grabbing bored the continuous wall trench underground construction method that punching combines
Technical field
The present invention relates to the realm of building construction, relate in particular to a kind of method of continuous wall trench underground construction.
Background technology
In recent years, diaphragm wall has widely and to use in China, is that under the geological conditions that is rock stratum of weak soil, bottom, the construction method of continuous wall trench underground mainly contains: a kind of is the method that adopts slotter construction on top, this number of devices is considerably less, and expensive; Another kind is to adopt the method for grab chute forming machine in conjunction with auger (or punching machine) trenching construction, the weak soil on top is adopted to grab chute forming machine construction, speed and economical rationality, but during to the hard rock stratum pore-forming of bottom, speed of application is slower to adopt auger (or punching machine), and work efficiency is not high.
Therefore, how to provide under a kind of geological conditions of being combined with rock stratum at weak soil, can guarantee construction speed and quality, the construction method that can reduce again the continuous wall trench underground of construction cost is those skilled in the art's technical problems urgently to be resolved hurrily.
Summary of the invention
A kind of method that the object of this invention is to provide continuous wall trench underground construction, under the geological conditions that had both guaranteed to be combined with rock stratum at weak soil, construction speed and the quality of grooving, saved again construction cost.
To achieve the above object, the present invention adopts following technical scheme:
Grab and bore a method of rushing the continuous wall trench underground that combines, being applied to top is that weak soil, bottom are the geological stratification of hard rock stratum, comprises the following steps:
Step 1, carries out preparation, comprises measurement and positioning, leads wall, the each groove section division of diaphragm wall and prepare mud in diaphragm wall two upper lateral part constructions;
Step 2, lead to having constructed in the groove section of wall and pour into mud, mud face in groove section is remained on and lead the following 30 ~ 60cm of wall end face absolute altitude, then, start to grab the top weak soil in grooving section, fill in slotted eye along with being unearthed grabbing in the process of digging mud, mud face in groove section is remained at and lead the following approximately 30 ~ 60cm of wall end face absolute altitude;
Step 3, to the cutting of holing of the hard rock stratum, bottom in groove section, makes the hard rock stratum, bottom in groove section be divided into biotite gneiss from entirety, and the arrangement mode of boring adopts the mode that is abound with boring or the mode that adopts interval boring;
Step 4, adopt plane set-hammer punching machine break up the hard rock stratum after boring and repair groove, described plane set-hammer punching machine has the width dimensions plane set-hammer consistent with the width dimensions of described underground continuous wall groove segment, and while adopting plane set-hammer to repair groove, overlapping 10 ~ 20cm is answered with a upper hammer position in the next position of hammering into shape;
Step 5, is used mud tube to pump into mud to the bottom of slotted eye, makes body refuse floating, and the mud of the body refuse that suspends in groove section is extracted out;
Step 6, the indexs such as the slagging thickness to mud index, bottom land detect, if do not met the demands repeating step 5, until relevant qualified carries out an acceptance inspection to grooving quality.
Further, in step 2, the planar sequence of grooving is the length direction along groove section, and each groove section is first grabbed and dug both sides, after grab and dig in the middle of.
Further, in described step 2, adopt grab chute forming machine to grab the top weak soil digging in this groove section.
Further, in described step 2, when grooving, the grab bucket of grab chute forming machine is aimed at both sides and is led the center line between wall and become plumbness with this center line, and grab bucket 3 is cut the earth along leading wall, and constantly adjusts the verticality of grab bucket 3 in grooving process by inclinometer.
Further, in step 2, grabbing in the process of digging, regularly detect mud property index in hole, should change immediately slurry adjustment as found that index parameter changes.
Further, in described step 3, each width underground continuous wall groove segment adopts 2～3 geological drilling rigs to hole simultaneously.
Further, in described step 3, the arrangement mode of boring adopts the mode that is abound with boring, or adopts the mode of interval boring.
Further, the mode of described interval boring is to adopt brill one to arrange the mode in the hole joining between two, or adopt the mode in the hole of boring a row space, or the mode in the hole that the many rows of employing brill are joined between two, or adopt the mode in the holes of the many rows of brill space, or adopt surrounding brill one in groove section enclose the hole joining between two and bore at groove intersegmental part interval the hole that some rows are joined between two.
Further, between step 4 and step 5, increase following steps: adopt grab chute forming machine that the sediment of groove section bottom is excavated, can effectively improve the sediment expulsion efficiency of groove section bottom, reduce the use amount of circulation cleaning hole mud.
Beneficial effect of the present invention is as follows:
The continuous wall trench underground method that punching combines of boring of grabbing provided by the invention, guaranteeing under the requirement of continuous wall trench underground construction quality, weak soil is adopted to grab chute forming construction, hard rock stratum is realized to the cutting of hard rock stratum by boring, to carrying out impact grinding and repair groove through the hard rock stratum of boring cutting, and the mode in the employing clear hole of mud circulation method, can adopt different construction machineries to carry out trenching construction for the different rock-soil layer of hardness, make full use of the construction ability of all kinds of conventional machineries, construction speed and the quality of grooving are guaranteed, and can greatly reduce punching and shake the impact on surrounding enviroment.In addition,, because this method does not need to use expensive slotter, can effectively reduce construction cost.Therefore, the present invention is a kind of method of the continuous wall trench underground construction that is directed to relatively safety under the geological conditions of being combined with hard rock stratum at weak soil and economical rationality.
In addition, adopt geological drilling rig to the cutting of hole of hard rock stratum, due to the penetration rate of geological drilling rig soon and can the while operation of many bench drills machine, therefore, construction speed is fast, has improved efficiency of construction.
In addition, in impact grinding hard rock stratum and repair groove step and adopt and increase the step that adopts grab chute forming machine that the sediment of groove section bottom is excavated between the clear hole of mud circulation method step, can effectively improve the sediment expulsion efficiency of groove section bottom, reduce the use amount of circulation cleaning hole mud.
Accompanying drawing explanation
A kind of grabbing of the present invention bored the continuous wall trench underground construction method that combines of punching and provided by following embodiment and accompanying drawing.
Fig. 1 is the rock-soil layer distribution situation schematic diagram before continuous wall trench underground construction of the present invention.
Fig. 2 is the A-A sectional view of Fig. 1.
Fig. 3 is that the present invention adopts grab chute forming machine to grab to dig the upper strata weak soil schematic diagram in underground continuous wall groove segment.
Fig. 4 be the upper strata weak soil in underground continuous wall groove segment of the present invention grab dig order floor map.
Fig. 5 is that the present invention adopts geological drilling rig hard rock stratum, groove section bottom to be carried out to the boring schematic diagram of compartment.
Fig. 6 is the boring of hard rock stratum, the underground continuous wall groove segment of the present invention bottom floor map of arranging.
Fig. 7 is that the present invention adopts plane set-hammer punching machine to carry out impact grinding and the schematic diagram of repairing groove to hard rock stratum, underground continuous wall groove segment bottom.
Fig. 8 is the schematic diagram that the present invention adopts grab chute forming machine that the sediment of groove section bottom is excavated.
Fig. 9 is that the present invention adopts mud circulation method to carry out the schematic diagram in hole clearly to underground continuous wall groove segment.
In figure, 1-weak soil, 2-hard rock stratum, 3-grab bucket, 4-geological drilling rig, 41-drilling rod, 42-drill bit, 5-boring, 6-plane set-hammer, 7-sediment, 8-pump line, 9-pump into new mud, 10-ground level, 11-diaphragm wall elevation of bottom, 12-and lead wall end face.
The specific embodiment
To a kind of grabbing of the present invention be bored the continuous wall trench underground construction method that combines of punching and be described in further detail below.
Below with reference to accompanying drawings the present invention is described in more detail, has wherein represented the preferred embodiments of the present invention, should be appreciated that those skilled in the art can revise the present invention described here and still realize advantageous effects of the present invention.Therefore, following description is appreciated that extensively knowing for those skilled in the art, and not as limitation of the present invention.
For clear, whole features of practical embodiments are not described.They in the following description, are not described in detail known function and structure, because can make the present invention chaotic due to unnecessary details.Will be understood that in the exploitation of any practical embodiments, must make a large amount of implementation details to realize developer's specific objective, for example, according to about system or about the restriction of business, change into another embodiment by an embodiment.In addition, will be understood that this development may be complicated and time-consuming, but be only routine work to those skilled in the art.
For object of the present invention, feature are become apparent, below in conjunction with accompanying drawing, the specific embodiment of the present invention is further described.It should be noted that, accompanying drawing all adopts very the form of simplifying and all uses non-ratio accurately, only in order to convenient, the object of the aid illustration embodiment of the present invention lucidly.
Refer to Fig. 1-Fig. 9, the diaphragm wall that the present embodiment is certain base pit engineering, thick 1 meter of diaphragm wall, dark approximately 25 meters of wall, at the bottom of wall, entering in the 2(the present embodiment of hard rock stratum is middle weathered rock formation) approximately 4 meters, 3～6 meters of diaphragm wall framing length.Because the residing geological condition of engineering is that top is that weak soil 1, bottom are hard rock stratum 2, the construction of continuous wall trench underground adopts grabs, bores, rushes a kind of construction method combining, both solve the difficulty that hard rock stratum 2 is difficult to grooving, met again construction speed requirement, and economical rationality.
This grabbing bored the continuous wall trench underground construction method that punching combines, and comprises the following steps: refer to Fig. 1-Fig. 9.
Step 1, carry out preparation, comprise measurement and positioning, lead wall, the each groove section division of diaphragm wall and prepare mud in diaphragm wall two upper lateral part constructions, rock-soil layer distribution situation schematic diagram before the continuous wall trench underground construction of the present embodiment as depicted in figs. 1 and 2, is the rock-soil layer distribution situation schematic diagram of groove segment length direction shown in Fig. 1.Wherein, it is dark that the bottom surface of leading wall of diaphragm wall two upper lateral parts is positioned at underground approximately 1.5～2m, leads wall end face 12 absolute altitudes generally than the high 150～250mm in ground.The effect of leading wall is as follows, the primary standard substance as diaphragm wall at ground surface; For determining that subterranean wall unit groove section is in position on the spot; For the retaining wall as the earth's surface soil body; Be used for preventing mud loss; For the groove as holding and save mud; For the fairlead as groover grooving initial period; For the primary standard substance as detecting groove section shape position error; Support while lifting for enter groove as reinforcing cage; And for the bearing when pulling junction block.
Step 2, lead to having constructed in the groove section of wall and pour into mud, mud face in groove section is remained on and lead the following 30 ~ 60cm of wall end face 12 absolute altitudes, then, start to grab the top weak soil 1 in grooving section, fill into along with being unearthed in slotted eye (refer to hollow out in groove section part) grabbing mud in the process of digging, mud face in groove section is remained at and lead the following approximately 30 ~ 60cm of wall end face 12 absolute altitudes, as shown in Figure 3.The top weak soil 1 that adopts grab chute forming machine to grab in the present embodiment to dig in this groove section.The depth bounds of 3 groovings of grabbing bucket is the end faces down to hard rock stratum 2 from ground level.In the present embodiment, the planar sequence of grooving is the length direction along groove section, and each groove section is first grabbed and dug both sides, after grab and dig in the middle of, as shown in Figure 4.In the present embodiment, before grooving, pour into premium mud and mud face is remained on lead below wall end face 12 absolute altitudes about 50cm in 30 ~ 60cm(the present embodiment), start again grooving, when grooving, the grab bucket 3 of grab chute forming machine will be aimed at and led center line of wall (being that the center line between wall 12 is led in groove segment length direction both sides) and become plumbness with this center line, grab bucket 3 is cut the earth along leading wall, constantly adjust by 3 the inclinometer of grabbing bucket 3 the verticality of grabbing bucket in grooving process, and in slotted eye, supplement fresh mud in time in grooving process, make in hole mud remain at and lead about 50cm in the following approximately 30 ~ 60cm(the present embodiment of wall end face 12 absolute altitudes), to maintain lateral pressure of slurry in hole, prevent hole wall collapse.
Step 3, as shown in Figure 5, adopt geological drilling rig to the cutting of holing of hard rock stratum 2, groove section bottom, make the hard rock stratum, bottom 2 in groove section be divided into biotite gneiss from entirety, the arrangement mode of boring 5 adopts the mode that is abound with boring or the mode that adopts interval boring, by hard rock stratum 2 entirety are divided into bulk, are convenient to follow-up impact grinding, repair groove construction.As shown in Figure 5, the lower end of the drilling rod 41 of geological drilling rig 4 arranges drill bit 42, forms boring 5 after boring, and the diameter of described boring 5 is selected according to the specification conditions of the thickness of diaphragm wall, geological drilling rig 4, as φ 150mm～φ 200mm.The arrangement mode of boring 5 is specifically determined according to the characteristic of rock stratum, can adopt the mode that is abound with boring, or adopts the mode of interval boring.The mode of described interval boring can be to adopt brill one to arrange the mode in the hole joining between two, or adopt the mode in the hole of boring a row space, or the mode in the hole that the many rows of employing brill are joined between two, or adopt the mode in the holes of the many rows of brill space, or adopt surrounding brill one in groove section enclose the hole joining between two and bore at groove intersegmental part interval the hole that some rows are joined between two.In the present embodiment, adopt surrounding brill one in groove section enclose the hole joining between two and bore at groove intersegmental part interval the hole that some rows are joined between two, as shown in Figure 6.In addition, because the build of geological drilling rig 4 is less, each width underground continuous wall groove segment can adopt 2～3 geological drilling rigs 4 to hole simultaneously, so that accelerating construction progress.
Step 4, adopts plane set-hammer punching machine break up the hard rock stratum (being cut into block hard rock stratum) after boring and repair groove, as shown in Figure 7, and to meet verticality, the planeness quality of slotted eye wall.Described plane set-hammer punching machine has the width dimensions plane set-hammer consistent with the width dimensions of described underground continuous wall groove segment 6.While adopting plane set-hammer 6 to repair groove, overlapping 10 ~ 20cm is answered with a upper hammer position in the next position of hammering into shape, to guarantee grooving quality.
Preferably, between step 4 and step 5, increase following steps: adopt grab chute forming machine that the sediment of groove section bottom is excavated, as shown in Figure 8, Figure 8 shows that the schematic diagram that adopts grab chute forming machine that the sediment of groove section bottom is excavated.
Step 5, is used the clear hole of mud circulation method, pumps into new mud by mud tube 8 to slotted eye (the being empty groove section) end, make body refuse floating, the mud of the body refuse that suspends in groove section is extracted out, as shown in Figure 9, be Figure 9 shows that and adopt mud circulation method to carry out the schematic diagram in hole clearly to underground continuous wall groove segment.
Step 6, clear hole is checked and accepted, and the index such as the slagging thickness to mud index, bottom land detects, if do not met the demands repeating step 5, until relevant qualified carries out an acceptance inspection to grooving quality.
In sum, the continuous wall trench underground method that punching combines of boring of grabbing provided by the invention, guaranteeing under the requirement of continuous wall trench underground construction quality, weak soil is adopted to grab chute forming construction, hard rock stratum is realized to the cutting of hard rock stratum by boring, by impact grinding hard rock stratum and repair groove, and the mode in the employing clear hole of mud circulation method, can adopt different construction machineries to carry out trenching construction for the different rock-soil layer of hardness, make full use of the construction ability of all kinds of conventional machineries, construction speed and the quality of grooving are guaranteed, and can greatly reduce punching and shake the impact on surrounding enviroment.In addition,, because this method does not need to use expensive slotter, can effectively reduce construction cost.Therefore, the present invention is a kind of method of the continuous wall trench underground construction that is directed to relatively safety under the geological conditions of being combined with hard rock stratum at weak soil and economical rationality.
In addition, by adopting geological drilling rig to the cutting of hole of hard rock stratum, due to the penetration rate of geological drilling rig soon and can the while operation of many bench drills machine, therefore, construction speed is fast, has improved efficiency of construction.
In addition, in impact grinding hard rock stratum and repair groove step and adopt and increase the step that adopts grab chute forming machine that the sediment of groove section bottom is excavated between the clear hole of mud circulation method, can effectively improve the sediment expulsion efficiency of groove section bottom, reduce the use amount of circulation cleaning hole mud.
Obviously, those skilled in the art can carry out various changes and modification and not depart from the spirit and scope of the present invention the present invention.Like this, if within of the present invention these are revised and modification belongs to the scope of the claims in the present invention and equivalent technologies thereof, the present invention is also intended to comprise these changes and modification interior.

Claims (9)

1. grab and bore a method of rushing the continuous wall trench underground that combines, being applied to top is that weak soil, bottom are the geological stratification of hard rock stratum, it is characterized in that, comprises the following steps:
Step 1, carries out preparation, comprises measurement and positioning, leads wall, the each groove section division of diaphragm wall and prepare mud in diaphragm wall two upper lateral part constructions;
Step 2, lead to having constructed in the groove section of wall and pour into mud, mud face in groove section is remained on and lead the following 30 ~ 60cm of wall end face absolute altitude, then, start to grab the top weak soil in grooving section, fill in slotted eye along with being unearthed grabbing in the process of digging mud, mud face in groove section is remained at and lead the following approximately 30 ~ 60cm of wall end face absolute altitude;
Step 3, to the cutting of holing of the hard rock stratum, bottom in groove section, makes the hard rock stratum, bottom in groove section be divided into biotite gneiss from entirety, and the arrangement mode of boring adopts the mode that is abound with boring or the mode that adopts interval boring;
Step 4, adopt plane set-hammer punching machine break up the hard rock stratum after boring and repair groove, described plane set-hammer punching machine has the width dimensions plane set-hammer consistent with the width dimensions of described underground continuous wall groove segment, and while adopting plane set-hammer to repair groove, overlapping 10 ~ 20cm is answered with a upper hammer position in the next position of hammering into shape;
Step 5, is used mud tube to pump into mud to the bottom of slotted eye, makes body refuse floating, and the mud of the body refuse that suspends in groove section is extracted out;
Step 6, the indexs such as the slagging thickness to mud index, bottom land detect, if do not met the demands repeating step 5, until relevant qualified carries out an acceptance inspection to grooving quality.
2. the method for continuous wall trench underground as claimed in claim 1, is characterized in that, in step 2, the planar sequence of grooving is the length direction along groove section, and each groove section is first grabbed and dug both sides, after grab and dig in the middle of.
3. the method for continuous wall trench underground as claimed in claim 1, is characterized in that, in described step 2, adopts grab chute forming machine to grab the top weak soil digging in this groove section.
4. the method for continuous wall trench underground as claimed in claim 3, it is characterized in that, in step 2, when grooving, the grab bucket of grab chute forming machine is aimed at both sides and is led the center line between wall and become plumbness with this center line, grab bucket is cut the earth along leading wall, and constantly adjusts the verticality of grab bucket in grooving process by inclinometer.
5. the method for continuous wall trench underground as claimed in claim 1, is characterized in that, in step 2, grabbing in the process of digging, regularly detects mud property index in hole, should change immediately slurry adjustment as found that index parameter changes.
6. the method for continuous wall trench underground as claimed in claim 1, is characterized in that, in described step 3, each width underground continuous wall groove segment adopts 2～3 geological drilling rigs to hole simultaneously.
7. the method for continuous wall trench underground as claimed in claim 1, is characterized in that, in described step 3, the arrangement mode of boring adopts the mode that is abound with boring, or adopts the mode of interval boring.
8. the method for continuous wall trench underground as claimed in claim 7, it is characterized in that, the mode of described interval boring is to adopt brill one to arrange the mode in the hole joining between two, or adopt the mode in the hole of boring a row space, or the mode in the hole that the many rows of employing brill are joined between two, or adopt the mode in the holes of the many rows of brill space, or adopt surrounding brill one in groove section enclose the hole joining between two and bore at groove intersegmental part interval the hole that some rows are joined between two.
9. the method for continuous wall trench underground as claimed in claim 1, is characterized in that, increases following steps between step 4 and step 5: adopt grab chute forming machine that the sediment of groove section bottom is excavated.
CN201210402641.0A 2012-10-19 2012-10-19 Grabbing, drilling and punching combined underground continuous wall grooving construction method Pending CN103774690A (en)

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CN105274999A (en) * 2015-09-01 2016-01-27 东通岩土科技（杭州）有限公司 Construction method of trench type cutting cement soil continuous wall
CN106836187A (en) * 2017-02-23 2017-06-13 中铁隧道集团有限公司 A kind of two brills one for strongly weathered sand-rock grab continuous wall trench underground construction method
CN107419747A (en) * 2017-09-14 2017-12-01 上海岩土工程勘察设计研究院有限公司 Can adaptive grooving deflection diaphram wall flexible steel twisted wire cage and its construction method
CN108894210A (en) * 2018-07-12 2018-11-27 中铁隧道局集团有限公司 The comprehensive construction method of continuous wall trench under a kind of COMPLEX MIXED formation condition for sea area
CN109537669A (en) * 2018-12-06 2019-03-29 陶德明 Diaphragm wall combines rectangle hammer
CN109653213A (en) * 2018-12-28 2019-04-19 中铁十二局集团有限公司 A kind of ground-connecting-wall forming construction method thereof
CN110243344A (en) * 2018-03-09 2019-09-17 索列丹斯-弗莱西奈公司 Drilling machine including the device for connecting measurement verticality device
CN110565589A (en) * 2019-08-29 2019-12-13 上海建工一建集团有限公司 Water conservancy project diaphragm wall and construction method thereof
CN110820700A (en) * 2019-11-18 2020-02-21 国家电网有限公司 Hydropower station diaphragm wall and construction method thereof
CN111705785A (en) * 2020-07-01 2020-09-25 中交路桥华南工程有限公司 Grooving method for underground continuous wall
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CN116104094A (en) * 2023-04-13 2023-05-12 广东水电二局股份有限公司 Ultra-deep underground continuous wall underwater self-compacting concrete and construction method thereof

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CN105274999A (en) * 2015-09-01 2016-01-27 东通岩土科技（杭州）有限公司 Construction method of trench type cutting cement soil continuous wall
CN106836187A (en) * 2017-02-23 2017-06-13 中铁隧道集团有限公司 A kind of two brills one for strongly weathered sand-rock grab continuous wall trench underground construction method
CN107419747A (en) * 2017-09-14 2017-12-01 上海岩土工程勘察设计研究院有限公司 Can adaptive grooving deflection diaphram wall flexible steel twisted wire cage and its construction method
CN107419747B (en) * 2017-09-14 2019-10-25 上海岩土工程勘察设计研究院有限公司 Can adaptive grooving deflection diaphram wall flexible steel twisted wire cage and its construction method
CN110243344B (en) * 2018-03-09 2021-08-31 索列丹斯-弗莱西奈公司 Drilling rig comprising means for connecting means for measuring perpendicularity
CN110243344A (en) * 2018-03-09 2019-09-17 索列丹斯-弗莱西奈公司 Drilling machine including the device for connecting measurement verticality device
CN108894210A (en) * 2018-07-12 2018-11-27 中铁隧道局集团有限公司 The comprehensive construction method of continuous wall trench under a kind of COMPLEX MIXED formation condition for sea area
CN109537669A (en) * 2018-12-06 2019-03-29 陶德明 Diaphragm wall combines rectangle hammer
CN109537669B (en) * 2018-12-06 2023-08-11 陶德明 Rectangular hammer combined with continuous wall
CN109653213A (en) * 2018-12-28 2019-04-19 中铁十二局集团有限公司 A kind of ground-connecting-wall forming construction method thereof
CN110565589A (en) * 2019-08-29 2019-12-13 上海建工一建集团有限公司 Water conservancy project diaphragm wall and construction method thereof
CN110820700A (en) * 2019-11-18 2020-02-21 国家电网有限公司 Hydropower station diaphragm wall and construction method thereof
CN111705785A (en) * 2020-07-01 2020-09-25 中交路桥华南工程有限公司 Grooving method for underground continuous wall
CN115419049A (en) * 2022-08-29 2022-12-02 中铁二十局集团南方工程有限公司 Auxiliary grooving structure for diaphragm wall and grooving construction method
CN116104094A (en) * 2023-04-13 2023-05-12 广东水电二局股份有限公司 Ultra-deep underground continuous wall underwater self-compacting concrete and construction method thereof
CN116104094B (en) * 2023-04-13 2023-09-22 广东水电二局股份有限公司 Ultra-deep underground continuous wall underwater self-compacting concrete and construction method thereof

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Application publication date: 20140507