CN106498951A - A kind of shaft excavation construction method - Google Patents
A kind of shaft excavation construction method Download PDFInfo
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- CN106498951A CN106498951A CN201611089425.XA CN201611089425A CN106498951A CN 106498951 A CN106498951 A CN 106498951A CN 201611089425 A CN201611089425 A CN 201611089425A CN 106498951 A CN106498951 A CN 106498951A
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- shaft
- guard
- construction method
- inwall
- water
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/06—Foundation trenches ditches or narrow shafts
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/06—Foundation trenches ditches or narrow shafts
- E02D17/08—Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0061—Production methods for working underwater
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0061—Production methods for working underwater
- E02D2250/0076—Drilling
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
Abstract
The invention provides a kind of shaft excavation construction method, comprises the following steps：Go along with sb. to guard him ground wall construction；Vertical shaft shallow-layer is excavated；Completed shallow-layer excavation vertical shaft in water filling, and in water to vertical shaft remainder implement water in excavate；Pour shaft floor, and the inwall using buoyancy of water construction shaft in vertical shaft；Pour the inwall and the gap that goes along with sb. to guard him between ground wall.The construction method combines base arrangement using steel concrete, solves the problems, such as ultra-deep shaft base plate and the common stress of supporting construction, and improves base plate anti-floating ability, while constructing using buoyancy of water and with reference to jacking equipment, improves efficiency of construction, reliable in quality；Secondly solve the problems, such as needed for Excavation Process, to want drawdown artesian water using not dewatering excavation, and shorten the construction depth for going along with sb. to guard him ground wall, reduce construction risk.
Description
Technical field
The invention belongs to Foundation Pit Construction technical field, it is adaptable to ultra-deep shaft engineering construction, relate generally to a kind of perpendicular
Well excavation construction method.
Background technology
Ultra-deep shaft structure construction problem is a lot of at present, and what wherein urgent need was to be solved is deeper subsurface water treatment problems.Such as
Fruit will necessarily adopt precipitation excavation of foundation pit to shaft perimeter environmental effects, particularly downtown area using dewatering measure,
Drop deep water in confined construction risk is big, and conventional measure is the method developed simultaneously using dewatering well, water seal curtain and recharge, but right
In special depth major diameter shaft structure construction situation, precipitation is big, and surrounding enviroment affect more prominent, in addition shaft floor and go along with sb. to guard him ground
The common stress problem of wall is difficult to solve.
Content of the invention
It is an object of the invention to provide a kind of shaft excavation construction method, to solve underground water during Construction of Silo
Affect, and solve shaft floor anti-floating and shaft structure construction problem.
For solving above-mentioned technical problem, the present invention provides a kind of shaft excavation construction method, comprises the following steps：
S1：Go along with sb. to guard him ground wall construction；
S2：Vertical shaft shallow-layer is excavated；
S3：Water filling in the vertical shaft for having completed shallow-layer excavation, and to remaining soil body part reality in vertical shaft foundation ditch in water
Shi Shuizhong is excavated；
S4：Pour shaft floor, and the inwall using buoyancy of water construction shaft in vertical shaft；
S5：Pour the inwall and the gap that goes along with sb. to guard him between ground wall.
Optionally, the ground wall of going along with sb. to guard him is reinforced concrete structure, and the construction method of the reinforced concrete structure includes
Following steps：
Groove milling or trenching construction is carried out with chute forming machine or slotter to going along with sb. to guard him ground wall place groove fragment position；
Steel reinforcement cage is hung in groove successively, casting concrete is formed goes along with sb. to guard him ground wall.
Optionally, include after the S1 and also before the S2：Tip circle beam is constructed；The tip circle beam is located at described enclosing
Shield Di Qiang upper ends, and fix with the ground wall of going along with sb. to guard him.
Optionally, the construction method that the shallow-layer is excavated is comprised the following steps：Using multiple stage excavator to the soil in vertical shaft
Body is excavated.
Optionally, the construction method that excavates in the water is comprised the following steps：
Steel truss is set in shaft top, and the steel truss is sling using lifting appliance, to control the position of steel truss
Put；
The lower section of the steel truss is filled in vertical shaft, and grabs brill in vertical shaft foundation ditch using hydraulic variable diameter rig or punching
Implement to excavate in water in remaining soil body part.
Optionally, the steel truss is to be welded the space truss structure for being formed, the space truss structure by some H profile steels
On be provided with some columns.
Optionally, the construction method for pouring shaft floor is comprised the following steps：
Bottom template and side wall template are installed to the bottom and outer circumferential side of steel truss respectively；
Layering, segmentation casting concrete in the bottom template and side wall template.
Optionally, the bottom template is welded to form using steel plate assembly on the outside of the side wall template using die mould punching block
Annular punching block, using annular creeping formwork on the inside of the side wall template, and arranges some pegs in the side wall template.
Optionally, in the S4, inwall is poured on the inside of vertical shaft foundation ditch side wall by the way of creeping formwork section by section.
Optionally, in the S4, the inwall, the thickness edge of the variable cross-section formwork are poured using variable cross-section formwork
The inwall gradually increases from top to bottom.
Optionally, often section inwall installs bar-mat reinforcement and steel strand wires before pouring in advance.
Optionally, in the S5, the gap point three steps filling between ground wall and inwall is gone along with sb. to guard him,
The first step, go along with sb. to guard him the corresponding base plate bottom concrete position in side and structure base slab bottom injection cement grout within the walls
Form the first packed layer；
Second step, steel reinforcement cage is hung in go along with sb. to guard him ground wall and variable cross-section inwall between space, and be located at described first
On packed layer；
Casting concrete forms the second packed layer into the steel reinforcement cage；
3rd step, the ground inner wall of going along with sb. to guard him above second packed layer arrange shearing resistance groove, and be put into steel reinforcement cage or
Steel truss casting concrete is to top beam.
Optionally, the depth bounds that the shallow-layer is excavated is 12m-18m.
The shaft excavation construction method provided in the present invention possesses following beneficial effect：Combine initially with steel-concrete
The structure of the inwall of base arrangement and variable cross-section, solves the problems, such as ultra-deep shaft base plate and the common stress of inwall and base plate anti-floating
Ability, while shaft structure (including base plate and inwall) construction is constructed by buoyancy of water and with reference to jacking equipment, raising is applied
Work efficiency rate, reliable in quality；Secondly solve the problems, such as needed for Excavation Process, to want drawdown artesian water using not dewatering excavation,
Surrounding enviroment are affected to be down to minimum, particular for the excavation of urban central zone；Secondly, opened using not draining
Dig, shorten the construction depth for going along with sb. to guard him ground wall, reduce the construction risk of deep gouge.
Description of the drawings
Fig. 1 is the flow chart of the shaft excavation construction method of one embodiment of the application；
Fig. 2 is the schematic diagram that one embodiment vertical shaft shallow-layer of the application is excavated；
Fig. 3 is the schematic diagram of one embodiment vertical shaft steel truss of the application construction；
Fig. 4 is the schematic diagram excavated in one embodiment vertical shaft water of the application；
Fig. 5 be in one embodiment vertical shaft water of the application excavate after the completion of to steel truss mounting base and the schematic diagram of side plate；
Fig. 6 and Fig. 7 are the construction schematic diagrames of one embodiment vertical shaft inwall of the application；
Fig. 8 is the schematic diagram of one embodiment vertical shaft inwall integral sinking of the application；
Fig. 9 is one embodiment vertical shaft inwall of the application and the schematic diagram for going along with sb. to guard him gap construction between ground wall.
In figure：1- goes along with sb. to guard him ground wall；11- top beams；2- inwalls；The first packed layers of 21-；The second packed layers of 22-；23-
Three packed layers；The 3- soil bodys；4- steel truss；5- excavators；6- lifting appliances；7- hydraulic variable diameter rigs.
Specific embodiment
The core concept of the application is：For in ultra-deep shaft structure construction procedure using not dropping applying for deep water in confined
Work method, while by buoyancy of water and combining jacking equipment construction shaft inwall, improves efficiency of construction, reliable in quality, solution
Determine hydraulic balance inside and outside vertical shaft foundation ditch, little to shaft perimeter ambient influnence；Secondly segmentation between ground wall and inwall is being gone along with sb. to guard him
Filling, and shear key is set in local location, solve the problems, such as ultra-deep shaft base plate and the common stress of supporting construction.
Shaft excavation construction method proposed by the present invention is made further specifically below in conjunction with the drawings and specific embodiments
Bright.According to following explanation and claims, advantages and features of the invention will become apparent from.It should be noted that, accompanying drawing is adopted
The form that simplifies very much and using non-accurately ratio, only in order to mesh that is convenient, lucidly aiding in illustrating the embodiment of the present invention
's.
Fig. 1 is referred to, which is illustrated that the shaft excavation construction method flow chart of the present embodiment, mainly includes：Go along with sb. to guard him ground wall 1
Construction；Vertical shaft shallow-layer is excavated；Excavate in vertical shaft water；Construction base plate, base plate is floated on the surface inner lining construction wall, and last segmentation is filled out
Fill the gap that goes along with sb. to guard him between ground wall 1 and inwall 2.
Fig. 2 is referred to, which is illustrated that the vertical shaft of the present embodiment, after the ground construction of wall 1 is gone along with sb. to guard him, implements the signal that shallow-layer is excavated
Figure.
Wherein, the construction that ground wall 1 gone along with sb. to guard him by vertical shaft is carried out first, and vertical shaft ground wall 1 is first with chute forming machine or slotter to going along with sb. to guard him
Ground wall chase section grooving, then hangs in the steel reinforcement cage that makes in groove, and casting concrete is formed goes along with sb. to guard him ground wall 1.Going along with sb. to guard him ground wall 1
The corresponding substrate bottom concrete position in inner side arranges tongue and groove shape steel plate, outer viscous water proof rubber material, and arranges in suitable position
Slip casting extends watertight rubber capsule, is in addition going along with sb. to guard him the default sealing Grouting Pipe of ground 1 seam areas of wall, so as to prevent oozing for underground water
Enter.Optionally, slotter is German treasured Russia BC40 hydraulic pressure two-wheel flute milling machines.
Preferably, the construction for carrying out top beam 11 after the completion of ground wall 1 is constructed gone along with sb. to guard him by vertical shaft, goes along with sb. to guard him ground wall 1 to improve vertical shaft
Integral rigidity, reduce digging process in go along with sb. to guard him ground wall 1 deformation.Top beam 11 be located at go along with sb. to guard him ground wall 1 upper end and with go along with sb. to guard him
Ground wall 1 is fixed together, and the mode that optional armored concrete is poured is realized.
Top beam 11 carries out vertical shaft shallow-layer excavation after the completion of constructing, the depth bounds of the shallow-layer of vertical shaft is generally [12,18]
(can suitably be adjusted according to local level of ground water situation), preferred depth are 15 meters.Shallow-layer is excavated and adopts dry excavation, i.e., not in vertical shaft
Interior water filling, is directly coordinated with multiple stage excavator 5 and is excavated.For convenience of explanation, with natural ground elevation as 0 position, shallow-layer here
Excavate and be excavated at -15 meters of vertical shaft for the time being.By theoretical calculation, less to the Water And Earth Pressures for going along with sb. to guard him ground wall 1, go along with sb. to guard him ground wall 1 and become
Shape is little, so construction is safer；In addition dry excavation construction is very fast, and excavate native disposable, shorten to a certain extent
Duration.
Implement in vertical shaft water, to excavate link.Excavate in water and using hydraulic variable diameter rig 7 and mud disposal system can be coordinated
To construct, place hydraulic variable diameter rig 7 for convenience, and consider construction of the later stage to shaft floor, carry out steel truss 4 first
Hydraulic variable diameter rig 7, and the part that the later stage constructs can be conveniently placed in construction, steel truss 4 to shaft floor.Refer to Fig. 3,
The schematic diagram of steel truss 4 installed by the vertical shaft that it illustrates the present embodiment.Lifting appliance 6 is placed in vertical shaft foundation ditch periphery and slings steel truss
Frame 4, the plane of steel truss 4 is circle, is highly designed as 8 meters high according to Force Calculation steel truss, is welded by some H profile steels and formed
Space truss structure, steel truss 4 are main assembled by 8 truss structure beams, circular edge have 16 steel pipe columns and a H profile steel welding and
Into.Using crawler crane, 4 ends rest of steel truss after the completion of installation on ground, assembly on top beam and passes through hydraulic pressure to steel truss 4
Control device 41 lifts by crane steel truss 4, and fills water toward in foundation ditch to 4 bottom of steel truss.
Fig. 4 is referred to, the schematic diagram excavated in the vertical shaft water of the present embodiment is it illustrates；Two hydraulic variable diameter rigs 5 exist
The soil body 3 of deeper is entered on steel truss 4 in water-filling and excavated, and the mud of excavation is retracted to ground, and by mud conditioning system
System process, mud disposal system can select BE250 mud disposal systems.Less than -15 meters of the soil body 3 is excavated in water, is dug always
Locate to vertical shaft -73m, that is, complete excavation part in water, and carry out deslagging, to vertical shaft bottom of foundation ditch and go along with sb. to guard him after having excavated
Ground 1 side wall scarfing cinder of wall, clear bottom.Brill can also be grabbed using punching to implement to excavate in water.
Then, construction base plate inner lining construction wall 2 section by section is combined with, and base plate here most sinks to silo bottom, base plate at last
It is the overall structure after casting concrete in steel truss 4.First, structure of the base plate using steel truss 4, the bottom to steel truss 4
Portion, inside and outside side seal template, 4 bottom template of steel truss adopt steel bar girder profiled sheet, 4 framed side wallboard outer steel formwork of steel truss to adopt
The assembled welding of 10mm steel plates, and steel plate surfaces externally and internally every uniform distances weld stud, improve concrete with steel plate
Bond stress, steel plate as structure in permanent composition component (needing not wait for form removal after concrete some strength), inner side adopt
Creeping formwork.Refer to Fig. 4, it can be seen that the bottom template of steel truss and framed side wallboard are assembled good, and in the template of bottom pour bottom
Plate 2m, pours framed side wallboard 8m, in order to prevent from, can adopt the method for properly increasing water level, prevent bottom using buoyancy of water
Plate sinks, if buoyancy of water is not enough, can lift base plate by lifting appliance 6 simultaneously.
Refering to Fig. 6, the construction of part inwall 2 in figure, is completed, 2 section thickness of vertical shaft inwall is according to soil pressure point
Cloth situation is rationally economized on resources using variable cross-section formwork casting concrete, thus most thick below the inwall 2 for ultimately forming,
Gradually thinning upwards successively, vertically, lateral surface is in the notch cuttype of certain slope to 2 medial surface of inwall.Therefore liner can be utilized
Notch cuttype contact surface on the outside of wall 2 increases the frictional force of inwall 2 and fill concrete, improves concrete snap-in force.
Base plate is poured gradually, certain thickness is reached to base plate thickness, can select to pour every time base plate thickness for 2m, know
Road base plate thickness reaches 10m.Coordinate while pouring base plate and pour inwall 2.On the inside of inwall 2, (shaft excavation face) is using climbing
The mode of mould is poured under vertical shaft section by section, while installing bar-mat reinforcement and prestress steel twist in advance before every section inwall 2 is poured
Line, to improve the rigidity of inwall 2.If the buoyancy in downward work progress section by section of inwall 2 is whole more than base plate and inwall 2
The deadweight of body structure, can on base plate counterweight, counterweight mode can be that water filling auxiliary is sunk in the vertical shaft.
Refer to Fig. 7, it can be seen that at this moment the construction of inwall 2 makes base plate and inwall 2 overall already close to silo bottom
Structure is sunk, and refering to Fig. 8, is that the shaft structure diagram after sinking is intended to.At this time base plate has touched the soil body 3, but because
There are some residues in silo bottom, still have certain gap unavoidably between the two.
Finally, segmentation pours the gap that goes along with sb. to guard him between ground wall 1 and inwall 2.Fig. 9 is referred to, ground wall 1 and inwall is gone along with sb. to guard him
Three steps of gap between 2 point are poured.Three steps pour part and are respectively the first packed layer 21, the second packed layer 22, the 3rd packed layer
23.
The construction method of the first packed layer 21 be between to structural base sediment and soft layer grouting reinforcement.
The construction method of the second packed layer 22 be go along with sb. to guard him ground wall 1 and variable cross-section inwall 2 between space hang in successively
Steel reinforcement cage, then casting concrete is consolidated again.Steel reinforcement cage is close to and goes along with sb. to guard him ground wall 1 and sink, in case steel reinforcement cage hangs in advance welding
On the peg on outside steel form surface, and steel reinforcement cage section thickness is less than the width in space, is easy to smoothly decentralization.
The construction method of the 3rd packed layer 23 is will to go along with sb. to guard him
Foundation ditch carry out shearing resistance construction construction, and clear up ground wall shearing resistance groove, casting concrete arrange top beam 11 by inwall 2 with go along with sb. to guard him ground
Wall 1 connects integral.So far, Construction of Silo terminates.
The shaft excavation construction method that the present embodiment is provided possesses following beneficial effect：Combine initially with steel-concrete
The structure of the inwall 2 of base arrangement and variable cross-section, solves the problems, such as special deep shaft base plate and goes along with sb. to guard him ground 1 common stress of wall and base plate
Anti-floating ability, while shaft structure is constructed by buoyancy of water and with reference to jacking equipment, improves efficiency of construction, reliable in quality；Its
Secondary solve the problems, such as needed for Excavation Process, to want drawdown artesian water using not dewatering excavation, on surrounding enviroment affect be down to
Minimum, particular for the excavation of urban central zone；Secondly, using not dewatering excavation, shorten and go along with sb. to guard him ground wall 1
Construction depth, reduces the construction risk of deep gouge.
Foregoing description is only the description to present pre-ferred embodiments, not any restriction to the scope of the invention, this
Any change that the those of ordinary skill in bright field is done according to the disclosure above content, modification, belong to the protection of claims
Scope.
Claims (13)
1. a kind of shaft excavation construction method, it is characterised in that comprise the following steps：
S1：Go along with sb. to guard him ground wall construction；
S2：Vertical shaft shallow-layer is excavated；
S3：Water filling in the vertical shaft for having completed shallow-layer excavation, and water is implemented to remaining soil body part in vertical shaft foundation ditch in water
Middle excavation；
S4：Pour shaft floor, and the inwall using buoyancy of water construction shaft in vertical shaft；
S5：Pour the inwall and the gap that goes along with sb. to guard him between ground wall.
2. shaft excavation construction method as claimed in claim 1, it is characterised in that the ground wall of going along with sb. to guard him is armored concrete knot
Structure, the construction method of the reinforced concrete structure are comprised the following steps：
Groove milling or trenching construction is carried out with chute forming machine or slotter to going along with sb. to guard him ground wall place groove fragment position；
Steel reinforcement cage is hung in groove successively, casting concrete is formed goes along with sb. to guard him ground wall.
3. shaft excavation construction method as claimed in claim 1 or 2, it is characterised in that after the S1 and the S2 it
Front also include：Tip circle beam is constructed；The tip circle beam goes along with sb. to guard him Di Qiang upper ends positioned at described, and fixes with the ground wall of going along with sb. to guard him.
4. shaft excavation construction method as claimed in claim 1, it is characterised in that the construction method that the shallow-layer is excavated includes
Following steps：Using multiple stage excavator to the soil excavation in vertical shaft.
5. shaft excavation construction method as claimed in claim 1, it is characterised in that the construction method that excavates in the water includes
Following steps：
Steel truss is set in shaft top, and the steel truss is sling using lifting appliance, to control the position of steel truss；
The lower section of the steel truss is filled in vertical shaft, and grabs brill to remaining in vertical shaft foundation ditch using hydraulic variable diameter rig or punching
Implement to excavate in water in soil body part.
6. shaft excavation construction method as claimed in claim 5, it is characterised in that the steel truss is to be welded by some H profile steels
The space truss structure to be formed is connect, some columns on the space truss structure, are provided with.
7. shaft excavation construction method as claimed in claim 1, it is characterised in that the construction method for pouring shaft floor
Comprise the following steps：
Bottom template and side wall template are installed to the bottom and outer circumferential side of steel truss respectively；
Layering, segmentation casting concrete in the bottom template and side wall template.
8. shaft excavation construction method as claimed in claim 7, it is characterised in that the bottom template adopts die mould punching block,
Annular punching block is welded to form using steel plate assembly on the outside of the side wall template, using annular creeping formwork on the inside of the side wall template, and
In the side wall template, some pegs are set.
9. shaft excavation construction method as claimed in claim 1, it is characterised in that in the S4, in vertical shaft foundation ditch side wall
Side pours inwall by the way of creeping formwork section by section.
10. the shaft excavation construction method as described in claim 1 or 9, it is characterised in that in the S4, using variable cross-section
Formwork pours the inwall, and the thickness of the variable cross-section formwork gradually increases from top to bottom along the inwall.
11. shaft excavation construction methods as claimed in claim 9, it is characterised in that often section inwall is installed before pouring in advance
Good bar-mat reinforcement and steel strand wires.
12. shaft excavation construction methods as claimed in claim 1, it is characterised in that in the S5, go along with sb. to guard him ground wall and inwall
Between gap point three steps filling,
The first step, go along with sb. to guard him the corresponding base plate bottom concrete position in side and structure base slab bottom injection cement grout are formed within the walls
First packed layer；
Second step, steel reinforcement cage is hung in go along with sb. to guard him ground wall and variable cross-section inwall between space, and be located at described first fill
On layer；
Casting concrete forms the second packed layer into the steel reinforcement cage；
3rd step, the ground inner wall of going along with sb. to guard him above second packed layer arrange shearing resistance groove, and are put into steel reinforcement cage or steel truss
Frame casting concrete is to top beam.
13. shaft excavation construction methods as claimed in claim 1, it is characterised in that the depth bounds that the shallow-layer is excavated is
12m-18m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611089425.XA CN106498951B (en) | 2016-11-30 | 2016-11-30 | A kind of shaft excavation construction method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611089425.XA CN106498951B (en) | 2016-11-30 | 2016-11-30 | A kind of shaft excavation construction method |
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| CN106498951A true CN106498951A (en) | 2017-03-15 |
| CN106498951B CN106498951B (en) | 2019-02-05 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN108118728A (en) * | 2017-12-29 | 2018-06-05 | 上海建工集团股份有限公司 | The efficient earth-moving equipment of special-shaped deep basal pit and shoveling method |
| CN114606905A (en) * | 2022-04-10 | 2022-06-10 | 金华市恒通工程检测有限公司 | Fastening processing device for hydraulic engineering maintenance and processing method thereof |
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| CN102888847A (en) * | 2012-10-19 | 2013-01-23 | 中国二十二冶集团有限公司 | Construction method free from lowering water level for local deep foundation pit of elevator shaft |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN108118728A (en) * | 2017-12-29 | 2018-06-05 | 上海建工集团股份有限公司 | The efficient earth-moving equipment of special-shaped deep basal pit and shoveling method |
| CN108118728B (en) * | 2017-12-29 | 2023-01-24 | 上海建工集团股份有限公司 | Efficient soil excavating device and method for special-shaped deep foundation pit |
| CN114606905A (en) * | 2022-04-10 | 2022-06-10 | 金华市恒通工程检测有限公司 | Fastening processing device for hydraulic engineering maintenance and processing method thereof |
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| Publication number | Publication date |
|---|---|
| CN106498951B (en) | 2019-02-05 |
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