CN109024670A - Underground pipe gallery protection reinforcement system and reinforcement means are worn on buried high-tension cable - Google Patents
Underground pipe gallery protection reinforcement system and reinforcement means are worn on buried high-tension cable Download PDFInfo
- Publication number
- CN109024670A CN109024670A CN201810662402.6A CN201810662402A CN109024670A CN 109024670 A CN109024670 A CN 109024670A CN 201810662402 A CN201810662402 A CN 201810662402A CN 109024670 A CN109024670 A CN 109024670A
- Authority
- CN
- China
- Prior art keywords
- tension cable
- pile
- buried high
- oblique cutting
- steel sheet
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses underground pipe gallery protection reinforcement system and reinforcement means are worn on a kind of buried high-tension cable; system includes load-bearing buttress; set on the both ends for being crossed section of buried high-tension cable, load-bearing buttress includes the bored concrete pile and the bent cap at the top for the bored concrete pile for being connected to two sides set on the two sides of buried high-tension cable；Spandrel girder is connected to the top of the bent cap of the load-bearing buttress at both ends；Suspend ruggedized construction, the beam of revealing all the details of the two sides of the bottom including being across buried high-tension cable in midair, the both ends for beam of revealing all the details are connected to the lower section of spandrel girder by hoist cable suspention；Foundation pit supporting construction, oblique cutting combined steel plate pile including being set to the both ends for being crossed section of buried high-tension cable and positioned at the inside of load-bearing buttress, oblique cutting combined steel plate pile includes the first oblique cutting steel sheet pile and the second oblique cutting steel sheet pile, and from top to bottom gradually inclination is drawn close for the first oblique cutting steel sheet pile and the second oblique cutting steel sheet pile.Ensure the full buried High-voltage cable structure safety of concrete in digging process, and does not influence underground pipe gallery construction.
Description
Technical field
The present invention relates to the protection reinforcings that underground pipe gallery is worn on motor field more particularly to a kind of buried high-tension cable
System and reinforcement means.
Background technique
Urban Underground pipe gallery is an intensive and scientific urban infrastructure, effective solution city hair
The problem of various pipeline is repaired with " cobweb " of appearance caused by dilatation etc. during exhibition, it is effective to improve
City image has an important role for the harmonious urban ecological environment of creation.But Urban Underground pipe gallery work
In the construction process, link is more for journey, and periphery underground environment is relatively complicated.
Urban Underground pipe gallery is likely encountered the high-speed rail power supply buried high-tension cable of 110KV in the construction process, and high-speed rail supplies
Electric network, which is interrupted, causes great hidden danger to high-speed rail operation order and security, therefore buries in pipe gallery work progress to 110KV
Research, development and the application of ground high-tension cable protection reinforcement technique propose greatly urgent and necessity.
Summary of the invention
It is comprehensive the present invention provides underground is worn on a kind of buried high-tension cable for existing in the prior art or potential defect
The protection reinforcement system and reinforcement means for closing piping lane reinforce safety and stability using convenient, protection.
To achieve the above object, the first aspect of the present invention provides and wears underground pipe gallery on a kind of buried high-tension cable
Protect reinforcement system comprising:
Load-bearing buttress, set on the both ends for being crossed section of buried high-tension cable, the load-bearing buttress at both ends respectively includes
Bored concrete pile and the bent cap at the top for the bored concrete pile for being connected to two sides set on the two sides of the buried high-tension cable；
Spandrel girder is connected to the top of the bent cap of the load-bearing buttress at both ends；
Suspend ruggedized construction, the beam of revealing all the details of the two sides of the bottom including being across the buried high-tension cable, the beam of revealing all the details in midair
Both ends the lower section of the spandrel girder is connected to by hoist cable suspention；
Foundation pit supporting construction, including being set to the both ends for being crossed section of the buried high-tension cable and being located at the load-bearing branch
The oblique cutting combined steel plate pile of the inside of pier, the oblique cutting combined steel plate pile include the first oblique cutting steel sheet pile and the second oblique cutting steel plate
Stake, and from top to bottom gradually inclination is drawn close for the first oblique cutting steel sheet pile and the second oblique cutting steel sheet pile.
In the embodiment of the reinforcement system, each load-bearing buttress includes two bored concrete piles, the two bored concrete pile edges
The axial arrangement of underground pipe gallery to be onstructed.
In the embodiment of the reinforcement system, axis of the oblique cutting combined steel plate pile along underground pipe gallery to be onstructed
To arrangement.
In the embodiment of the reinforcement system, the first oblique cutting steel sheet pile of the lower section of the buried high-tension cable and
The notch that do not draw close between the second oblique cutting steel sheet pile is closed using mud retaining plate.
In the embodiment of the reinforcement system, the damping sheet is welded in the first oblique cutting steel sheet pile and the institute at both ends
State the relative inner of the second oblique cutting steel sheet pile.
In the embodiment of the reinforcement system, the buried high-tension cable is arranged in cable duct bank, the cable row
Pipe is fixed on described reveal all the details on beam.
The second aspect of the present invention, which provides, wears underground pipe gallery protection reinforcement means on a kind of buried high-tension cable,
Comprising steps of
Load-bearing buttress is set in the both ends for being crossed section of buried high-tension cable, is included in the two of the buried high-tension cable
Side construction bored concrete pile, the top construction bent cap for the bored concrete pile that the construction in both ends is completed；
Weighing beam is lifted in the top of the bent cap of the load-bearing buttress at both ends；
It is crossed excavation working pit at section described in the buried high-tension cable, is excavated to the buried high-tension cable
Lower section；
Ruggedized construction is suspended in midair in installation using the working pit, is connected to the both ends suspention for beam of revealing all the details including the use of hoist cable
The lower section of the spandrel girder, the beam of revealing all the details are across the two sides of the bottom of the buried high-tension cable；
Foundation pit supporting construction is set in the both ends for being crossed section of the buried high-tension cable, is included in the described of both ends and buries
Oblique cutting combined steel plate pile is arranged in the two sides of ground high-tension cable, and the oblique cutting combined steel plate pile includes the first oblique cutting steel sheet pile and second
Oblique cutting steel sheet pile and the inside for being located at the load-bearing buttress, and the first oblique cutting steel sheet pile and the second oblique cutting steel sheet pile by
Gradually inclination is drawn close under.
In the embodiment of the reinforcement system, when constructing the bored concrete pile, the bored concrete pile for enabling construction complete is high
Design of pile top absolute altitude a distance out, also, before the bent cap of constructing, cut the bored concrete pile of this section of distance, Yu Jing
Cut the top construction bent cap of the bored concrete pile of stake top.
In the embodiment of the reinforcement system, after the oblique cutting combined steel plate pile is completed in construction, further comprise the steps of:
It is not drawn close between the first oblique cutting steel sheet pile and the second oblique cutting steel sheet pile of the lower section of the buried high-tension cable
Notch is closed using mud retaining plate.
In the embodiment of the reinforcement system, the buried high-tension cable is arranged in cable duct bank, is connected in suspention
It is described reveal all the details beam when, the cable duct bank is fixed on described reveal all the details on beam.
The present invention due to the adoption of the above technical scheme, makes it have following the utility model has the advantages that using steel construction " stool-type " door
Frame suspension method carries out temperature pier to the buried high-tension cable of 110KV, restores to the original state after constructing to underground pipe gallery.Steel knot
Structure " stool-type " door frame suspension method basic principle be by pile foundation, bent cap, load-bearing girder steel, hoist cable and beam of revealing all the details suspension method, it is right
Concrete completely wraps the technique that the buried high-tension cable of 110KV carries out protection reinforcing, it is ensured that concrete completely wraps 110KV and buries in digging process
Ground High-voltage cable structure safety, and underground pipe gallery construction is not influenced.
Detailed description of the invention
To describe the technical solutions in the embodiments of the present invention more clearly, make required in being described below to embodiment
Attached drawing is briefly described, it should be apparent that, drawings in the following description are only some embodiments of the invention, for
For those of ordinary skill in the art, without creative efforts, it can also be obtained according to these attached drawings other
Attached drawing.
Fig. 1 is the arrangement relational graph of underground pipe gallery and buried high-tension cable in the embodiment of the present invention.
Fig. 2 is the floor plan of buried high-tension cable in reinforcement system of the embodiment of the present invention.
Fig. 3 is the structural schematic diagram of load-bearing buttress in reinforcement system of the embodiment of the present invention.
Fig. 4 is the arrangement of reinforcement of the bent cap in Fig. 3.
Fig. 5 is the structural schematic diagram of spandrel girder in reinforcement system of the embodiment of the present invention.
Fig. 6 is the A-A sectional view of Fig. 5.
Fig. 7 is the structural schematic diagram for suspending ruggedized construction in reinforcement system of the embodiment of the present invention in midair.
Fig. 8 is the floor plan of foundation pit supporting construction in reinforcement system of the embodiment of the present invention.
Fig. 9 is the B-B sectional view of Fig. 8.
Figure 10 is the main process flow chart of reinforcement means of the embodiment of the present invention.
Figure 11 is the construction flow chart of Punching Borehole Cast-in-place Concrete Pile in the embodiment of the present invention.
Figure 12 is middle cover of embodiment of the present invention girder construction process flow chart.
Specific embodiment
Illustrate embodiments of the present invention below by way of specific specific example, those skilled in the art can be by this specification
Other advantages and efficacy of the present invention can be easily understood for disclosed content.The present invention can also pass through in addition different specific realities
The mode of applying is embodied or practiced, the various details in this specification can also based on different viewpoints and application, without departing from
Various modifications or alterations are carried out under spirit of the invention.
It is next in the following with reference to the drawings and specific embodiments that the present invention will be further described.
As shown in fig.1, to be that one group of 110KV is secretly buried in Urban Underground pipe gallery 10 and synchronized construction underground buried for embodiment
High-tension cable 11, the dark buried lower buried depth about 1m of buried high-tension cable 11 expire the protection of packet electricity channel technique using concrete, buried
Underground pipe gallery 10 is worn on high-tension cable 11.10 phase of underground pipe gallery of this buried high-tension cable 11 and this engineering design
It hands over.
Because the buried high-tension cable 11 of 110KV is that urban electric power supplies special line, according to it is conventional change to move will lead to high-speed rail special line
It stops transport, great hidden danger is caused to high-speed rail operation order and security, changes and moves that formality is various, difficulty is big, time-consuming.How to solve
The buried high-speed rail electric power of 110KV, which is specialized in line and do not changed, to be moved, does not power off, it is ensured that the buried high-tension cable concrete externally-packed structure safety of 110KV
It operates normally with high-speed rail not by hachure, while ensuring that the construction of Urban Underground pipe gallery is not influenced to be by buried high-tension cable
Difficult point.
It is analyzed, electricity channel is carried out using steel construction of the present invention " stool-type " door frame suspension method interim by scheme comparison
It reinforces, specifically includes that load-bearing buttress, spandrel girder, suspention four parts of ruggedized construction and foundation pit supporting construction, wherein load-bearing branch
Pier is set to the both ends for being crossed section of buried high-tension cable, and the load-bearing buttress at both ends respectively includes set on the two of buried high-tension cable
The bent cap of the bored concrete pile of side and the top for the bored concrete pile for being connected to two sides；Spandrel girder is connected to the bent cap of the load-bearing buttress at both ends
Top；Suspention ruggedized construction includes the beam of revealing all the details for being across the two sides of the bottom of buried high-tension cable, and the both ends for beam of revealing all the details are by hanging
Cable suspension is connected to the lower section of spandrel girder；Foundation pit supporting construction includes the both ends for being crossed section set on buried high-tension cable and position
Oblique cutting combined steel plate pile in the inside of load-bearing buttress, oblique cutting combined steel plate pile include the first oblique cutting steel sheet pile and the second oblique cutting steel
Sheet pile, and from top to bottom gradually inclination is drawn close for the first oblique cutting steel sheet pile and the second oblique cutting steel sheet pile.
Using the above scheme, it mainly solves the problems, such as follows:
(1) it solves the buried high-speed rail electric power of 110KV to specialize in the case that line do not change and move, do not power off, it is ensured that the buried height of 110KV
Voltage cable concrete externally-packed structure safety and high-speed rail normal operation are unaffected, while ensuring the construction of Urban Underground pipe gallery not
It is influenced by buried high-tension cable.
(2) solving the problems, such as that conventional 110KV high-tension cable changes to move causes high-speed rail special line to be stopped transport, and avoids to change and moves formality
Various, the disadvantages of difficulty is big, and time-consuming.
(3) it is more passed through using steel construction " stool-type " door frame suspension method ratio using concrete " stool-type " door frame suspension method
Help, shorten the construction period with it is environmentally protective.
Specific reinforcement means is as follows:
1, as shown in Fig. 2, being reinforced to Urban Underground pipe gallery is worn on the buried high-tension cable of the 110KV of the present embodiment
Processing.Reinforcement measure carries out temperature pier, electricity channel packet to electricity channel 111 using steel construction " stool-type " door frame suspension method
It is rolled in the outside of the buried high-tension cable of multiple tracks, is restored to the original state after constructing to underground pipe gallery, the buried high-tension cable of 110KV
Plan-position it is as shown in Figure 2.
2, as shown in Figure 3 and Figure 4, load-bearing buttress 12 is set to the both ends for being crossed section of buried high-tension cable 11, both ends
Load-bearing buttress 12 (i.e. each load-bearing buttress 12) respectively includes the bored concrete pile 121 and connection set on the two sides of buried high-tension cable 11
Bent cap 122 in the top of the bored concrete pile 121 of two sides.
Further, each load-bearing buttress 12 includes two bored concrete piles 121, and two bored concrete piles 121 are comprehensive along underground to be onstructed
The axial arrangement of piping lane 10 is simultaneously spaced apart with underground pipe gallery 10.
Specifically, door is constituted using the bent cap 122 of the bored concrete pile 121 of φ 800mm and 800mmx1000mm rectangle reinforced concrete
The load-bearing buttress 12 of type, bored concrete pile 121 use end-bearing pile, impact type pore-forming mode, into 1 meter of basement rock.
3, as shown in Figure 5 and Figure 6, spandrel girder 13 is used as carrying main beam, is connected to the bent cap 122 of the load-bearing buttress 12 at both ends
Top.Wherein, spandrel girder 13 uses 4mmx work 63C type I-steel 131, and the stiffened steel plates 132 of 10mm are used between I-steel 131
It is connected.
4, as shown in fig. 7, suspention ruggedized construction includes the beam of revealing all the details for being across the two sides of the bottom of buried high-tension cable 11
141, the lower section for being connected to spandrel girder 13 is suspended at the both ends for beam 141 of revealing all the details in midair by hoist cable 142.
Buried high-tension cable 11 is sheathed in electricity channel 111, and 111 bottom of electricity channel, which is fixed on, reveals all the details on beam 141, pocket
Bottom beam 141 uses 20a type I-steel, i.e. 111 bottom of electricity channel is revealed all the details using 20a type I-steel.Connection type is suspended in midair to use
5T chain block, 5T chain block are set on hoist cable 142, and the top of spandrel girder 13 opens up suspension centre, and suspension centre spacing 1000mm is equidistant
Arrangement constitutes electricity channel and suspends reinforcement system in midair.
5, as shown in Figure 8 and Figure 9, foundation pit supporting construction 15 is the base of underground pipe gallery to be onstructed below electricity channel
Pit supporting construction, in the construction foundation pit of underground pipe gallery to be onstructed.The foundation pit supporting construction 15 includes set on buried
The both ends for being crossed section of high-tension cable 11 and be located at load-bearing buttress 12 inside oblique cutting combined steel plate pile, every group of oblique cutting group
Closing steel sheet pile includes the first oblique cutting steel sheet pile 151 and the second oblique cutting steel sheet pile 152, and the first oblique cutting steel sheet pile 151 and second is oblique
Inserting steel sheet pile 152, from top to bottom gradually inclination is drawn close.
Further, oblique cutting combined steel plate pile is arranged along the axial direction of underground pipe gallery 10 to be onstructed and is integrated with underground
Piping lane 10 is (the foundation pit side-wall setting that oblique cutting combined steel plate pile is bonded underground pipe gallery to be onstructed) spaced apart.
Specifically, 11 lower section pattern foundation pit supporting structure of electricity channel is used in rear oblique cutting steel sheet pile mode, and is used in foundation pit
20mm steel plate is welded on oblique cutting combined steel plate pile as mud retaining plate 153, and two sides excavation slope is stopped to collapse.Drainage of foundation pit uses
Cheat bright water pump drainage mode in top row ditch+hole.
The reinforced construction method of the ruggedized construction of above-described embodiment is described in further details with reference to the accompanying drawing.
Being worn in underground pipe gallery protection reinforcing on the buried high-tension cable of the embodiment of the present invention mainly includes following several steps
It is rapid:
Load-bearing buttress is arranged in the both ends for being crossed section of buried high-tension cable in step 101, is included in buried high-tension cable
Two sides construct bored concrete pile, in both ends construction complete bored concrete pile top construct bent cap；
Step 102 lifts weighing beam in the top of the bent cap of the load-bearing buttress at both ends；
Step 103 is crossed excavation working pit at section in buried high-tension cable, is excavated under buried high-tension cable
Side；
Step 104 suspends ruggedized construction in midair in installation using working pit, suspends the both ends for beam of revealing all the details in midair including the use of hoist cable and connects
It is connected to the lower section of spandrel girder, beam of revealing all the details is across the two sides of the bottom of buried high-tension cable；
Foundation pit supporting construction is arranged in the both ends for being crossed section of buried high-tension cable in step 105, is included in burying for both ends
Oblique cutting combined steel plate pile is arranged in the two sides of ground high-tension cable, and oblique cutting combined steel plate pile includes the first oblique cutting steel sheet pile and the second oblique cutting
Steel sheet pile and the inside for being located at load-bearing buttress, and from top to bottom gradually inclination is leaned on for the first oblique cutting steel sheet pile and the second oblique cutting steel sheet pile
Hold together.
Below with reference to Figure 10 and Specific construction, the expansion of above-mentioned construction method is described as follows:
One, preparation of construction
Site clearing and dismounting prepare: the heaps such as template, frame pipe, the stand-by reinforcing bar on hand fit's mechanical removal foundation pit periphery are abandoned
Material, the placing of material that construction site periphery is placed to designated place.
Measurement is put a little: being irrigated pile driving construction coordinate using total station and is put a little.It is smooth and excavate place, place steel pile casting and
Mud pit, impact drilling equipment and casing etc. reach designated position.
Two, concrete pouring of punched hole piles
Construction technology is as shown in figure 11, construction method are as follows:
(1) measurement is put a little: according to measurement control point and being determined the center of each stake position with total station, and is put shield well
Stake.
(2) it buries steel pile casting: when drilling depth reaches 3m or so, mentioning brill (hammer) setting of casing (casing).Casing center and stake
Centrical deviation is not more than 50mm.Casing is rolled using 5mm steel plate, and internal diameter should be greater than bit diameter 200mm.Casing buries
If depth is generally in 2.0~4.0m, height should meet 300mm above ground level, in hole mud face should be higher by level of ground water 1m with
On, it is ensured that do not collapse hole, and upper part opens up extravasating hole.Casing in place after, to measure its top surface absolute altitude.Casing bottom and its surrounding are used
Clay compacting, it is ensured that not spillage.
(3) rigging up: before drilling machine is in place, it is necessary to which first smooth location, the placement of drilling machine want straight and even, firm, it is ensured that construction
In do not tilt, do not move.
(4) slurrying: slurrying will select highly plastic clay or bentonite.Mud off will be met the following requirements:
A, the mud face in construction period casing will be higher by level of ground water 1.0m or more, when being influenced by fluctuation in stage, mud
Pulp noodle will be higher by peak level 1.5m or more.
B, during borehole cleaning, mud is constantly replaced, until casting concrete.
C, before casting concrete, the mud balance within bottom hole 500mm is less than 1.25；Sand factor≤8%；Viscosity≤
28s。
D, the measure for maintaining hole wall stable is taken in the soil layer for being also easy to produce mud leakage.
E, discarded mud, slag will be handled by the pertinent regulations of environmental protection.
(5) impact holing: when using impact drill, top uses low hammering blow, when in subsurface 2-3m can be changed to-high hammer
Impact uses low hammering blow in rock stratum when change layer, and checks a hole deviation with anti-bias hole.
(6) whole hole, borehole cleaning
1., after drilling reaches projected depth, should stop creeping into, supervising engineer is asked to do pore-forming inspection, gaging hole position, hole
Diameter, hole depth, verticality etc., start borehole cleaning after approval.
2., ensure in first time borehole cleaning metapore without clod, relative density is up to 1.2 or so.
3., the mud balance at 0.2~1m of bottom hole after borehole cleaning should control 1.1 or so, the sand factor of mud answers≤
8%, viscosity answers≤28s.
4., the bottom hole sediment friction pile after borehole cleaning be not greater than 150mm, embedded rock pile is not greater than 50mm.Under watering pours water
Before concrete must repetition measurement sediment thickness, be more than stipulator must borehole cleaning again, the qualified pourable Underwater Concrete in rear.
5., borehole cleaning when, water level in borehole should be kept to be higher by 1.5~2.0m of level of ground water, with avalanche prevention hole.
(7) system peace steel reinforcement cage
1., the production main reinforcement of steel reinforcement cage, stirrup, diameter, quantity, spacing should meet wanting for design drawing and technical specification
It asks.Steel reinforcement cage is divided into anchoring section (protruding into bent cap 0.5m), standard lengths of rebar, when construction will be conscientiously by the progress blanking of practical hole depth
And binding.
2., steel reinforcement cage sectional making, every pile foundation steel bar cage is generally divided into the lifting of two sections, when place is restricted, with 8~
12m sections of liftings, lifting overlap joint is using side item weldering.
3., steel reinforcement cage diameter in addition to meeting design requirement, should still meet following will show: its outer diameter should be than drilling design diameter
Small 140mm, internal diameter should be 100mm or more bigger than the outer diameter at pipe joint place.
4., steel reinforcement cage handling when, should take measures, from twist-stop turn, bending, steel reinforcement cage hangs in hole with crane, suspension centre portion
Position will set cross rinforcement bar, long steel reinforcement cage segmental hoisting, well head welding.
5., steel reinforcement cage can be hung immediately after borehole cleaning, and be fixed on well head casing, float it not in casting process.
When steel reinforcement cage is installed, it should be directed at hole location, hang and directly help surely, slowly sink, avoid breaking hole wall.
6., for guarantee reinforcing bar protective layer thickness, spacer bar ring should be set.
7., steel reinforcement cage install self-test it is qualified after, report supervising engineer to carry out hidden project inspection examination, and in time
Be poured Underwater Concrete, interval time no more than 4 hours, to prevent hole of precipitating and collapse.
(8) conduit is placed
1., the seamless reinforcement fabrication of conduit, conduit wall thickness be not less than 3mm, caliber use 200~250mm of Φ.Conduit merogenesis
Length: bottom tube length is not less than 4m, and intermediate every long 2m of section, two section of top is respectively 1m.Bump joint or double spiral shells are used between section and section
Screw thread quick coupling connection.
2., conduit using preceding elder generation ground interview spell pressure testing, pressure test pressure be 0.6~1.0Mpa, then with crane sling into
Row is placed.
3., for avoid promoted conduit when flange tangle steel reinforcement cage, cone-shaped shield should be set.
4., prepare together with the matching used storage hopper of conduit and water proof bolt, water proof bolt application concrete is prefabricated.
(9) it is poured Underwater Concrete
1., the concrete of underwater pouring must have good workability, match ratio should be determined by test, and through management work
Cheng Shi approval, the slump is preferably 180~220mm.Fine aggregate preferably use gradation it is good, it is clean in, coarse sand, concrete stirring
Sand coarse aggregate ratio in object is controlled 40~50%.Coarse aggregate preferably uses rubble, 5~40mm of partial size.The suitable Mixed With Admixture of Underwater Concrete (subtracts
Aqua, retarder etc.), doping level is determined by test.
2., when starting perfusion, the position that water proof bolt is hung should close on mud face, and conduit should be with can be smoothly with a distance from bottom hole
Discharge water proof bolt is advisable, generally 0.3~0.5m.
3., open before filling and must have that be enough for be disposably embedded to the bottom end of conduit 1m or more in underwater concrete deep in storage hopper
The concrete storage capacity of degree.
4., with the rising of concrete, to promote and dismantle in due course conduit, it is general below the Transducers Embedded in Concrete face of conduit bottom end
2~4m is kept, not preferably greater than 6m, and cannot be less than 1m, forbidden conduit bottom to propose concrete surface, avoid broken pile.
5., under water during filling concrete, should there is special messenger to measure depth of tremie, fill underwater gliders note
Record.
6., the perfusion of underwater concrete should be carried out continuously, must not relay, therefore should there is strict construction organization to set before being perfused
Meter and ancillary measure should adopt an effective measure immediately and make simultaneously once equipment failure or power failure and catheter blockage etc. occurs
Record easy to remember.
7., should be avoided and touch extension steel reinforcement cage when promoting conduit.When concrete surface rises to 3~4m in steel reinforcement cage, then is promoted and led
Pipe makes conduit bottom be higher than steel reinforcement cage bottom end, in order to avoid rising of steel cage.
8., the groundwater increment of last concrete should be controlled, after the top of concrete satisfaction for finishing perfusion cuts laitance layer,
Stake top absolute altitude meets design requirement, it is ensured that pile quality.About 0.5~1.0m more than design stake top absolute altitude should generally be controlled.
(10) it pulls out conduit, cut pile crown
1., underwater concreting finish, conduit is hung out outside stake, and merogenesis is dismantled, and tube coupling and union piece are rinsed with water dry
Only, then oiling, and put keeping.
2., the super concrete poured removed using artificial.6 hours after pile concrete has poured, it can manually cut out pour more
Concrete cut this 20cm concrete again when cushion cap concrete to be perfused until being higher by design of pile top absolute altitude 20cm.It is careful not to disturb
Concrete piles.
Solution cavity is met when construction can be used following scheme:
1. range is little when solution cavity buried depth is shallower, hole height is smaller, has filler in solution cavity or is partially filled with object, solution cavity is not
When connection, extensive spillage will cause punching through solution cavity not, collapse hole, it can be used and mend slurry, retaining hole in time when punching through solution cavity
Interior height of water level, at the same into hole put into 1:1 minor diameter slabstone and packeted soil, using creep at a slow speed filling is squeezed into it is molten
Hole wall or solution cavity crack, block solution cavity, throwing bagged cement is added when effect is unobvious, until hole in pulp noodle stablize, not spillage and
Collapse hole, then slow drilling depth again, enters lower part with respect to stabilized zone 1.5m across karst region.
2. when solution cavity buried depth is deeper, solution cavity is bigger and solution cavity does not fill, but when not being connected to, when construction scheme 1.
On the basis of plus rapping diameter 100cm, wall thickness be not less than 5mm steel pile casting retaining wall, steel shield steel length be beat to scar.
3. when solution cavity is difficult to fill very much greatly, first with vibration hammer by the sinking steel protecting canister of diameter 100cm to rock before entering rock
Face absolute altitude is reached in sinking watching using impact drill auxiliary drilling and is punched out (aperture to pile foundation using impact drill before solution cavity
90cm), into mud after solution cavity, is first filled toward hole in until situation stabilization in hole, diameter is then used in raw steel casing
The steel pile casting of 90cm, wall thickness not less than 5mm follows up, and continuous spreading steel pile casting reaches solution cavity bottom plate until it passes through solution cavity,
It is changed to original Pile Diameter again and carries out embedding rock drilling construction.
Three, Coping Construction
Construction technology is as shown in figure 12, construction method are as follows:
(1) stake top concrete chisel removal and pile crown cleaning
By every pile pile crown elevation mark, by superfilled cast-in-situ bored pile pile crown concrete chisel removal.It, can only when pile crown is cut
It digs, cannot dig downwards from pile crown toward stake core from horizontal direction, in case pile crown becomes tapered, while cannot be arbitrarily by cast-in-situ bored pile
Reinforcing bar left-right and front-back in stake is moved.After pile crown chisel to the above 5cm of lid bottom elevation, the concrete block of loosening is disposed, is used
Air pump blows and sprays cutting face completely, and pours blinding concrete, can assembling reinforcement after Quality Inspector checks and accepts.
(2) construction lofting bent cap center line
After the completion of blinding concrete construction, the encryption of bent cap centreline control point is led into stake top, has discharged bent cap central point,
Each point is linked to be line, as Coping Construction control central line.
(3) reinforcing bar is bound
A, hole stake bar straightening: according to bent cap center line, left and right separates bent cap sideline.If cast-in-situ bored pile reinforcing bar deflects away from
Bent cap sideline, or template installation is influenced, it is clamped with steel pipe and breaks reinforcing bar in bent cap；If reinforcing bar is broken really less than in bent cap,
Suitably bent cap size can be amplified.If have individual reinforcing bars it is not straight when, with steel pipe pincers by its straightening.
B, reinforcement fabrication and installation: bent cap reinforcing bar processing space after processing is completed, be transported to in-site installation, when installation pays attention to
The position for putting size and main reinforcement of reinforcing bar, main reinforcement is distributed in the two sides and top and bottom of beam, in strict accordance with design size and spacing
Installation.Bar Anchorage and overlap joint are constructed by design requirement, and main reinforcement uses overlap welding connection type, and two-sided overlap welding fusion length is not
It obtains and single welding can be used when not can be carried out welding by both sides less than 5d (d is bar diameter), single welding fusion length cannot be less than
10d (d is bar diameter), throat depth cannot be less than 0.3d, and weld width cannot be less than 0.8d (d is bar diameter), weld seam
It answers full, and to guarantee main reinforcement axis on the same line；Cast-in-situ bored pile main reinforcement is placed on the inside of bent cap reinforcing bar.Main reinforcement with
Blossom type binding or spot welding can be used in stirrup crossover node, and main reinforcement is made effectively to be connected firmly with stirrup.Bent cap is applied using segmentation
Work pays attention to reserved connection reinforcing bar in every section of joint area.
(4) template construction
1. structure of transvers plate: capping beam template by side plate, Wooden Batten, support, diagonal brace, timber etc. form.Side form is added with splat
Follow closely vertical Wooden Batten.It supports and diagonal brace nail is between timber and Wooden Batten.
2. construct, bent cap sideline is first popped up on substrate mortar levelling layer, then side form alignment sideline is stood vertically, used
After horizontal ruler corrects side plate top surface level, then it is firm with diagonal brace peace nail.If bent cap is longer, the end mould at bent cap both ends should be first installed
Plate after correction, then draws logical line side form is suitable for reading, according to logical line installation side plate again.
3. side form bottom should modify smooth, it is ensured that template bottom will not spillage, guarantee concrete quality；The fixation of presser feet item
It is fixed using the reinforcing rod of 50cm long, together at interval of 50cm setting.
4. steel pipe is fixed: in the middle part of side form, be fixed using double steel pipe, steel pipe first with definitely be fixed to template on after,
Top is fixed with steel pipe and fastener drawknot again；Formwork sides are fixed using diagonal brace and ground at 45 degree of angles and supporting, bottom
Portion uses reinforcing rod, and reinforcing rod squeezes into below ground and is no less than 30cm.
5. form removable: reaching 50% to concrete strength, and the dismounting of side form can be carried out after 24 hours；Template is torn open
Except when should not destroy beam surface concrete carefully.
(5) concreting
Concrete uses commerical ready-mixed concrete, is transported to chute with pouring location with transport vehicle from concrete agitation station and is poured
It builds, pours and mode is poured using horizontal slice, notice that lift height, every thickness degree are not more than 30cm.Using internal vibration
Device vibrates, and vibrates and layouts by row's formula, and spacing of layouting must not exceed 1.5 times of the effective vibrating radins of vibrating spear.It vibrates on surface
Device shifts spacing, and vibrator plate should be enable to cover 100 ㎜ of jolt ramming part or so.Process of vibrating grasp at any time vibrating time with
Distance prevents over vibration and leakage from happening.Vibrate by concrete bleeding, surface is flat, bubble-free is emerged, concrete surface no longer
Sink and controlled for the mark of vibration compacting, 1.5 arrive within for 24 hours after concrete tamping, must not be vibrated.
The distance that vibrating spear and template are paid attention in process of vibrating, prevents vibrating spear collision slab from influencing presentation quality.It pours
It arranges special messenger to observe the position of template in the process, prevents and run that mould, rise mould, find the problem and take reinforcement measure in time.
Concrete manually receives face after the completion of pouring, and guarantees surfacing, smooth.
After the completion of bent cap concrete construction, maintenance work should be carried out in time, curing cycle is 14 days, according to weather condition into
Row covering water seasoning.
(6) demoulding
Demoulding condition: bent cap concrete strength reaches the rear 2.5MPa collapsible die, general perfusion finish 1~2 day it is just removable
Mould can carry out demoulding after assigning collapsible die notification sheet by project management department's test.
Demoulding sequence: adjustable supports → dismounting stull and perpendicular support → form removal → removing template are removed and is carried out at antirust
The piles such as reason → template, support → bent cap maintenance
Demoulding requirement:
1. if lid inside must carry out clearing up levelling, defect palpus occurs in concrete in time there are protrusion after demoulding
It reports, is handled as required after agreement in time, so as to next procedure construction.
2. must be careful when carrying out demoulding, forbid to touch off bent cap corner.
3. carrying out dabbing processing in time with lower section joint after form removable.
4. it is neat to carry out pile after form removable in time, with regard to carrying out site clearing in time after form removable.
Four, the production of load-bearing girder steel and installation
(1) construction technology sequence:
The acceptance of materials → setting-out blanking → group vertical → Member Welding → component installation → quality examination is checked and accepted → is handed over.
(2) construction method
(1) acceptance of materials: steel should have quality certificate, and meet design requirement.Arrival material is after self-test is qualified
Management should be reported to carry out field test, engineering can be used for after the assay was approved.
(2) setting-out blanking:
1. sample placement platform answers smooth secure surface that must not have overlap and sundries；
2. setting-out and number material should be by the machining allowance such as the reserved cutting of construction process requirement and welding allowance for shrinkage, rod piece connectors
Should avoid hole position, number material when should check material and specification.
3. after the completion of linesman makees, template should can be made after qualified through quality examination.The components of mass production are used
Template, sample bar should review often.
4. setting-out and size of sample tolerance see the table below:
| Project | Tolerance |
| Parallel lines distance and fragment size | ±0.5mm |
| Width, length | ±0.5mm |
| Catercorner length is poor | ±1.0mm |
| Pitch-row | ±0.5mm |
| Angle | ±20` |
5. the tolerance of steel ruler direct number material see the table below
6. cutting region iron rust, dirt etc. should be removed before gas cutting, slag and splash are removed with sanding machine after gas cutting,
Small-size angle iron, band steel blanking are cut using abrasive wheel cutting machine.Steel cut surface answers flawless, slag inclusion, layering etc..
7. the tolerance of gas cutting see the table below
(3) group vertical position welding connects:
1. before welding, formulating weld job guiding book, filling in welding procedure sheet.Welding procedure sheet welding welder everyone one
Part, it carries, carries out the inspection of technological specification executive condition by technician, quality person and supervising engineer at the scene.
2. welding rod should require to be toasted according to weld job guiding book.
3. welder there should be the quality certification of corresponding welded articles, accomplish to take appointment with certificate.
4. dirt and floating rust should be removed within the scope of each 50mm in grooves of welding joints two sides.
5. component should be laid flat pad surely before welding, prevent from being deformed in welding.
6. when manual electric arc welding, wind speed is greater than 8m/s, welding should be stopped under sleet environment.
7. using J422 welding rod when the welded steel of Q235B material, to reduce welding deformation, should correctly select to weld suitable
Sequence.It can be deformed according to component situation using balanced welding, the methods of weldering, the intermittent weld control that regresses.
(4) component conveying is installed
1. the transport of steel member carries out hanging loading/unloading vehicles and transport using 25 tons of truck cranes and 20 tons of automobile flat bed trucks；
2. the selection of crane: small members lift in place using 25 tons of truck cranes.
(5) it installs
1. before installation, stabilized soil pavement should be carried out to the component easily deformable in lifting and check checking computations.Temperature pier
With Construction Technology of Steel Configuration require should with formally construct it is identical.
2. should have following condition before Steel Structure Installation:
A, design document is complete and has made a joint checkup；
B, basis is by inspection and qualified；
C, component is complete, there is visible marking, up-to-standard, and has detail list, product quality certificate, it is pre-assembled record and
Against slip coefficient between friction surface of high-strength bolted connection test report；
D, construction site planning should meet the Design of Construction Organization or arrangement and method for construction of approved；
E, material involved in installation prepares appropriate；
F, mechanical equipment operating condition is good；
G, water, electricity, gas source is able to satisfy construction requirement and guarantees its continuity.
3. during Steel Structure Installation, should strictly press the timely centering of operational procedure.Should not on the component without centering after
It is continuous that other components are installed.
Five, suspention hardened system construction
(1) working pit excavates
Within the scope of each 1.7m in electricity channel two sides, cutting depth about 0.8m working pit 16, as shown in Figure 7.Working pit is adopted
It is excavated with small-sized machine, when shoveling, should be avoided and touch electricity channel 111.Working pit excavate substrate should artificial clear bottom, hole bottom should be extremely
It is few 0.2m-0.3m lower than comb bottom surface.
(2) 2, it places and suspends beam 141 of revealing all the details in midair
In 111 bottom designated position of electricity channel, (top girder steel beam vertical projected position), which is drawn, digs 0.25m x 0.25m
Rectangle cavity, cavity is close to comb bottom, is together rejected the blinding concrete of the exposed lower section in comb bottom when construction.This engineering is adopted
Recruitment 20a type I-steel is revealed all the details beam 141 as bottom, I-steel is seated to comb bottom using artificial hammering method, two sides are used
5T chain block slings I-steel beam 141 of revealing all the details, and next place that can construct after suspention securely reveals all the details beam 141.
Six, foundation pit support construction
After completion and acceptance(check) are reinforced in suspention, then foundation pit support construction is carried out, because electricity channel lower section can not inserting piling steel
Sheet pile is tilted a certain angle waterproof using two sides steel sheet pile, prevents substrate mud from swelling.
Foundation pit side wall is using welding 20mm thick steel plate temporary dam mud outflow below electricity channel.Drainage of foundation pit is with Ji Ding
The mode of bright water pump drainage in drain dyke+hole, pattern foundation pit supporting structure floor plan, pattern foundation pit supporting structure sectional view are as shown in Figure 8 and Figure 9.
Shen inventive embodiments have following technical effect that
(1) technical application is convenient, protects and reinforces new technology safety and stability
1) Construction of Steel Structure not by environment seasonal effect, be convenient for assembled in factory's manufacture, building site by steel structure member.
2) steel structure member finished product accuracy height, high production efficiency, building site assembled speed are fast, time-consuming short.
3) it solves the buried high-speed rail electric power of 110KV to specialize in the case that line do not change and move, do not power off, it is ensured that the buried height of 110KV
Voltage cable safety and high-speed rail operate normally not by hachure, while ensuring the construction of Urban Underground pipe gallery not by the buried height of 110KV
The influence of voltage cable shortens the construction period, there is significant economic benefit and social benefit.
(2) use steel construction, it is economical, shorten the construction period with it is environmentally protective
1) steel structure system can greatly reduce cost, short time limit from heavy and light, the about half of concrete structure.
2) it by being compared to steel construction " stool-type " door frame suspension method and concrete " stool-type " door frame suspension method, adopts
With steel construction, when construction, greatly reduces the dosage of sand, stone, ash, and material used is mainly green, material can 100% recycling,
When removing, most of material can not be will cause rubbish, be truly realized green non-pollution with recycling and reusing.
3) it is assembled, is shortened the construction period using site welding, improve work efficiency.
It should be noted that this specification structure depicted in this specification institute accompanying drawings, ratio, size etc., only to cooperate
The bright revealed content of book is not intended to limit the invention enforceable limit so that those skilled in the art understands and reads
Fixed condition, therefore do not have technical essential meaning, the modification of any structure, the change of proportionate relationship or the adjustment of size, not
It influences still fall in disclosed technology contents under the effect of present invention can be generated and the purpose that can reach and obtain
In the range of capable of covering.Meanwhile it is cited such as "upper", "lower", "left", "right", " centre " and " one " in this specification
Term is merely convenient to being illustrated for narration, rather than to limit the scope of the invention, the change of relativeness or tune
It is whole, under the content of no substantial changes in technology, when being also considered as the enforceable scope of the present invention.
The above is only presently preferred embodiments of the present invention, not does limitation in any form to the present invention, though
So the present invention has been disclosed as a preferred embodiment, and however, it is not intended to limit the invention, any technology people for being familiar with this profession
Member, in the range of not departing from technical solution of the present invention, when the technology contents using the disclosure above make a little change or repair
Decorations are the equivalent embodiment of equivalent variations, but anything that does not depart from the technical scheme of the invention content, technology according to the present invention are real
Matter any simple modification, equivalent change and modification to the above embodiments, still fall within the range of technical solution of the present invention
It is interior.
Claims (10)
1. wearing underground pipe gallery protection reinforcement system on a kind of buried high-tension cable characterized by comprising
Load-bearing buttress, set on the both ends for being crossed section of buried high-tension cable, the load-bearing buttress at both ends respectively includes being set to
The bent cap of the bored concrete pile of the two sides of the buried high-tension cable and the top for the bored concrete pile for being connected to two sides；
Spandrel girder is connected to the top of the bent cap of the load-bearing buttress at both ends；
Suspention ruggedized construction, the beam of revealing all the details of the two sides of the bottom including being across the buried high-tension cable, the two of the beam of revealing all the details
End is connected to the lower section of the spandrel girder by hoist cable suspention；
Foundation pit supporting construction, including being set to the both ends for being crossed section of the buried high-tension cable and being located at the load-bearing buttress
The oblique cutting combined steel plate pile of inside, the oblique cutting combined steel plate pile include the first oblique cutting steel sheet pile and the second oblique cutting steel sheet pile, and
From top to bottom gradually inclination is drawn close for the first oblique cutting steel sheet pile and the second oblique cutting steel sheet pile.
2. wearing underground pipe gallery protection reinforcement system on buried high-tension cable as described in claim 1, it is characterised in that: every
The one load-bearing buttress includes two bored concrete piles, axial direction arrangement of two bored concrete piles along underground pipe gallery to be onstructed.
3. wearing underground pipe gallery protection reinforcement system on buried high-tension cable as described in claim 1, it is characterised in that: institute
State axial direction arrangement of the oblique cutting combined steel plate pile along underground pipe gallery to be onstructed.
4. wearing underground pipe gallery protection reinforcement system on buried high-tension cable as described in claim 1, it is characterised in that: institute
State the notch that do not draw close between the first oblique cutting steel sheet pile of the lower section of buried high-tension cable and the second oblique cutting steel sheet pile
It is closed using mud retaining plate.
5. wearing underground pipe gallery protection reinforcement means on buried high-tension cable as claimed in claim 4, it is characterised in that: institute
It states damping sheet and is welded in the first oblique cutting steel sheet pile at both ends and the relative inner of the second oblique cutting steel sheet pile.
6. wearing underground pipe gallery protection reinforcement system on buried high-tension cable as described in claim 1, it is characterised in that: institute
It states buried high-tension cable to be arranged in cable duct bank, the cable duct bank is fixed on described reveal all the details on beam.
7. wearing underground pipe gallery protection reinforcement means on a kind of buried high-tension cable, which is characterized in that comprising steps of
Load-bearing buttress is set in the both ends for being crossed section of buried high-tension cable, the two sides for being included in the buried high-tension cable are applied
Work bored concrete pile, the top construction bent cap for the bored concrete pile that the construction in both ends is completed；
Weighing beam is lifted in the top of the bent cap of the load-bearing buttress at both ends；
It is crossed excavation working pit at section described in the buried high-tension cable, is excavated under the buried high-tension cable
Side；
Ruggedized construction is suspended in midair in installation using the working pit, is connected to the suspention of the both ends of beam of revealing all the details including the use of hoist cable described
The lower section of spandrel girder, the beam of revealing all the details are across the two sides of the bottom of the buried high-tension cable；
Foundation pit supporting construction is set in the both ends for being crossed section of the buried high-tension cable, is included in the buried height at both ends
Oblique cutting combined steel plate pile is arranged in the two sides of voltage cable, and the oblique cutting combined steel plate pile includes the first oblique cutting steel sheet pile and the second oblique cutting
Steel sheet pile and the inside for being located at the load-bearing buttress, and the first oblique cutting steel sheet pile and the second oblique cutting steel sheet pile by up to
Under gradually inclination draw close.
8. wearing underground pipe gallery protection reinforcement means on buried high-tension cable as claimed in claim 7, it is characterised in that:
Construct the bored concrete pile when, the bored concrete pile for enabling construction complete is higher by design of pile top absolute altitude a distance, also, in construction institute
Before stating bent cap, the bored concrete pile of this section of distance is cut, in the top for the bored concrete pile for being cut stake top construction bent cap.
9. wearing underground pipe gallery protection reinforcement means on buried high-tension cable as claimed in claim 7, which is characterized in that
After the oblique cutting combined steel plate pile is completed in construction, described first in the lower section of the buried high-tension cable is further comprised the steps of:
The notch that do not draw close between oblique cutting steel sheet pile and the second oblique cutting steel sheet pile is closed using mud retaining plate.
10. wearing underground pipe gallery protection reinforcement means on buried high-tension cable as claimed in claim 7, it is characterised in that:
The buried high-tension cable is arranged in cable duct bank, suspention connection described in reveal all the details beam when, the cable duct bank is fixed on
It is described to reveal all the details on beam.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810662402.6A CN109024670B (en) | 2018-06-25 | 2018-06-25 | Underground comprehensive pipe gallery protection and reinforcement system penetrating through buried high-voltage cable and reinforcement method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810662402.6A CN109024670B (en) | 2018-06-25 | 2018-06-25 | Underground comprehensive pipe gallery protection and reinforcement system penetrating through buried high-voltage cable and reinforcement method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN109024670A true CN109024670A (en) | 2018-12-18 |
| CN109024670B CN109024670B (en) | 2021-04-06 |
Family
ID=64610221
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810662402.6A Active CN109024670B (en) | 2018-06-25 | 2018-06-25 | Underground comprehensive pipe gallery protection and reinforcement system penetrating through buried high-voltage cable and reinforcement method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109024670B (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109680716A (en) * | 2019-01-16 | 2019-04-26 | 济南城建集团有限公司 | A method of electric power pipe culvert is protected using top suspention plus lower support dual in situ |
| CN110847234A (en) * | 2019-12-06 | 2020-02-28 | 中铁隧道局集团有限公司 | Pipe gallery protection prestressed beam and construction method |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO1994009214A1 (en) * | 1992-10-16 | 1994-04-28 | Van Splunder Funderingstechniek B.V. | Polder principle using shielding walls and method for producing said polder |
| US20100074698A1 (en) * | 2008-09-25 | 2010-03-25 | Terra Shield, Llc | Sheet pile for the subterranean support of underground conduits |
| US7866097B1 (en) * | 2003-09-27 | 2011-01-11 | Charles S Moyher | Radon venting concrete forms |
| FR2979927A1 (en) * | 2011-09-13 | 2013-03-15 | Mustapha Aboulcaid | PROCESS FOR THE CONSTRUCTION OF WORKS, IN PARTICULAR PASSAGES UNDER RAILWAYS OR SIMILAR OPERATIONS |
| CN103486403A (en) * | 2013-10-17 | 2014-01-01 | 中国建筑第六工程局有限公司 | In-situ protection construction method of pipeline above foundation pit |
| JP5729754B2 (en) * | 2011-01-28 | 2015-06-03 | 株式会社大林組 | Seismic reinforcement structure for embankment and design method of underground wall used for it |
| CN105113543A (en) * | 2015-09-22 | 2015-12-02 | 赵洪志 | Assembled and combined cabin concrete structure of shallow-buried 0815-type underground comprehensive pipe gallery |
| CN205244612U (en) * | 2015-11-27 | 2016-05-18 | 中国建筑第六工程局有限公司 | A horizontal suspension structure for protection of 220kV cable normal position |
-
2018
- 2018-06-25 CN CN201810662402.6A patent/CN109024670B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO1994009214A1 (en) * | 1992-10-16 | 1994-04-28 | Van Splunder Funderingstechniek B.V. | Polder principle using shielding walls and method for producing said polder |
| US7866097B1 (en) * | 2003-09-27 | 2011-01-11 | Charles S Moyher | Radon venting concrete forms |
| US20100074698A1 (en) * | 2008-09-25 | 2010-03-25 | Terra Shield, Llc | Sheet pile for the subterranean support of underground conduits |
| JP5729754B2 (en) * | 2011-01-28 | 2015-06-03 | 株式会社大林組 | Seismic reinforcement structure for embankment and design method of underground wall used for it |
| FR2979927A1 (en) * | 2011-09-13 | 2013-03-15 | Mustapha Aboulcaid | PROCESS FOR THE CONSTRUCTION OF WORKS, IN PARTICULAR PASSAGES UNDER RAILWAYS OR SIMILAR OPERATIONS |
| CN103486403A (en) * | 2013-10-17 | 2014-01-01 | 中国建筑第六工程局有限公司 | In-situ protection construction method of pipeline above foundation pit |
| CN105113543A (en) * | 2015-09-22 | 2015-12-02 | 赵洪志 | Assembled and combined cabin concrete structure of shallow-buried 0815-type underground comprehensive pipe gallery |
| CN205244612U (en) * | 2015-11-27 | 2016-05-18 | 中国建筑第六工程局有限公司 | A horizontal suspension structure for protection of 220kV cable normal position |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109680716A (en) * | 2019-01-16 | 2019-04-26 | 济南城建集团有限公司 | A method of electric power pipe culvert is protected using top suspention plus lower support dual in situ |
| CN109680716B (en) * | 2019-01-16 | 2024-02-09 | 济南城建集团有限公司 | Method for double in-situ protection of electric power culvert by adopting upper suspension and lower support |
| CN110847234A (en) * | 2019-12-06 | 2020-02-28 | 中铁隧道局集团有限公司 | Pipe gallery protection prestressed beam and construction method |
| CN110847234B (en) * | 2019-12-06 | 2020-07-28 | 中铁隧道局集团有限公司 | Pipe gallery protection prestressed beam and construction method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN109024670B (en) | 2021-04-06 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106320377B (en) | A kind of rich water soft clay area deep basal pit covered back-digging construction method | |
| CN108330835A (en) | The construction method of setting bracket | |
| CN103726503B (en) | Anchor rod pile reinforcing bearing platform structure used for reinforcing deformed bridge pile and construction method thereof | |
| CN109736354A (en) | Tunnel open excavation section main structure construction method | |
| CN110130367A (en) | It is a kind of for the precast lattice beam of slope reinforcement and its production and construction method | |
| CN102031756A (en) | Support assembly and construction method of cast-in-place box girder | |
| CN108532466A (en) | A kind of bridge pier over-form construction technique | |
| CN110863498A (en) | Deep foundation pit combined supporting construction method next to subway station | |
| CN105926672A (en) | Mined metro station steel pipe column construction method | |
| CN201943086U (en) | Underground building wall body | |
| CN203654308U (en) | Anchor jacked pile reinforced bearing platform structure for reinforcing deformed bridge pile | |
| CN113914327A (en) | Construction method for foundation pit enclosure and earth excavation | |
| CN109706952A (en) | Large-scale well-sinking construction method | |
| CN109024670A (en) | Underground pipe gallery protection reinforcement system and reinforcement means are worn on buried high-tension cable | |
| CN110747762A (en) | Cement member crossing highway and its installation method | |
| CN108330902A (en) | The cast-in-place bottom end rail construction method of long piled wharf | |
| CN107905609A (en) | Underground people's air defense construction method | |
| CN104846745B (en) | Urban high-pier support-free formwork turnover construction method | |
| CN110453592B (en) | Bearing platform construction process method in prefabricated stand column range | |
| CN112081118A (en) | Pile-anchor supporting foundation pit deepening reinforcing and supporting structure and construction method thereof | |
| CN110258600B (en) | Vertical cofferdam construction method suitable for deepwater area | |
| CN114961336A (en) | Protective demolition construction method for basement pile foundation next to existing subway line | |
| CN114277672B (en) | Large-span prestressed concrete bent cap structure and construction method thereof | |
| CN210712595U (en) | Cement member crossing road | |
| CN211737163U (en) | Subway station support system for receiving double-line shield in advance |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |