CN108457289A - A kind of open caisson construction method of complex condition - Google Patents
A kind of open caisson construction method of complex condition Download PDFInfo
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- CN108457289A CN108457289A CN201810233652.8A CN201810233652A CN108457289A CN 108457289 A CN108457289 A CN 108457289A CN 201810233652 A CN201810233652 A CN 201810233652A CN 108457289 A CN108457289 A CN 108457289A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D23/00—Caissons; Construction or placing of caissons
- E02D23/08—Lowering or sinking caissons
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Abstract
The invention discloses a kind of open caisson construction method of complex condition, in well sinking to after 13.6 meters, the processing method of the high-tension cable of 1.38 meters of distance is encountered：To avoid touching high-tension cable, using the artificial digging pile of contrary sequence method, multinomial measure is taken in the connection of artificial digging pile and original open caisson：It is included in adverse construction method, the well bore armored concrete to basset is chiseled out, original well bore reinforcing bar curves horizontal bar, then the anti-heavy plate of a circle 400mm thickness C30 armored concrete is poured on the outside of well bore, arrangement of reinforcement diameter is the same as well bore arrangement of reinforcement, play the role of the anti-sinking in top surface, it is ensured that the construction safety of artificial digging pile；The connection of the retaining wall of artificial digging pile and original caisson wall uses bar planting, bar planting to use D14 reinforcing bars, spacing 250mm；The open caisson construction method of the complex condition of the present invention has the advantages that technical feasibility, economical rationality, simple for process, easy to operate, construction safety, meets the developing direction of modern engineering technology, thus has larger promotion prospect.
Description
Technical field
The present invention relates to the technical field of buildings of municipal construction more particularly to a kind of open caisson construction sides of complex condition
Method.
Background technology
With the fast development of China's economic, many urban municipal construction of China are transformed existing sewage conduct, with
Meet growth requirement.Currently, urban drainage system is rain sewage diversion, therefore road drainage system is primarily directed to rainwater,
And municipal drainage system is primarily directed to municipal sewage.The sewage conduct transformation of the combination area of city and country has been imminent, and sewage
The method that section construction is usually taken in the construction of pipeline, it is by receiving well and active well to have cut and cover method and push bench process, push bench process
Pipe jacking equipment is put down, sewage conduct is built, receives well and open caisson method is usually taken in active well, open caisson is applied by pipe jacking equipment
Work is the new technology developed in recent years, and with short construction period, economic and practical, building energy consumption is low, urban ecological environment quality obtains
The features such as to ensure, for this purpose, having been more and more widely used.Push pipe well drop shaft sinking is constructed, and has not drainage and drainage two
Kind, the case where meeting quicksand, boulder, there are some processing methods on the net, such as high pressure jetting water method plus iron block ballast sinking method, do not arrange
Water open caisson is changed to drained surface method etc., but when meeting the underground utilities that detection is unknown and cannot remove, construction location meets ground again
How the case where upper high-voltage line is handled, and there are no formulate effective open caisson construction side for complex condition in currently available technology
Method.
Invention content
Based on the above the deficiencies in the prior art, technical problem solved by the invention is to provide a kind of complex condition
Open caisson construction method, this method technical feasibility, economical rationality, simple for process, easy to operate, construction safety, avoids to peripheral ring
Border has an impact.
In order to solve the above technical problem, the present invention provides a kind of open caisson construction method of complex condition, including it is following
Step:
One, sink for the first time：When open caisson concrete first segment well bore reach design strength 100% after can sink；
Two, non-drainage subsidence method：The soil that shaft bottom center portion is excavated using grab bucket makes open caisson form the bottom of a pan, in sand class
In soil, as the bottom of a pan 1-1.5m lower than cutting shoe, the i.e. reliable dead weight of open caisson is sunk；
Three, two, sink three times：Well bore sinking is taken to be carried out by several times, and it is strong that second and third section well bore concrete strength reaches design
It can sink after degree 90%；Before sinking, cutting shoe inside, groove, bottom girder and partition wall both sides and bottom concrete contact surface are required to
Feather plucking；
Ancillary measure when four, being difficult to：Ballast sinks and " artificial digging pile "；
Five, after well sinking to 13.6m, distance 1.38m, buried depth are encountered in the high-tension cable of -9.6m, high-tension cable is not
It can remove, can only bypass, to avoid touching high-tension cable, processing method is as follows：One row's steel sheet pile of inserting piling, steel sheet pile number of rows are total
Total 2m long, the long 12m of stake of steel sheet pile；
Six, the underwater bottom concrete of open caisson：Its stability is observed after well sinking to designed elevation, the open caisson in 8 hours
Cumulative amount of drowning oneself observes the amount of drowning oneself no more than 10mm and per hour, when well sinking is stable, just carries out back cover；Due to ground
Lower water level is high, and using not drain closing bottom, back cover thickness is 600mm；Another well sinking in place when, shaft bottom is in pot bottom type, and the bottom of a pan is deep
Degree is deeper 2~3m than open caisson bottom, backfills broken stone leveling to these parts of backbreaking, later back cover；The slump of underwater concrete is
15~20cm adds accelerator；
Seven, bottom slab concreting：It waits for that underwater concrete reaches design strength, after draining water, binds baseplate reinforcing bar on it；Reinforcing bar
When binding, the connection of cutting shoe reinforcing bar and baseplate reinforcing bar, the spacing of upper layer and lower layer reinforcing bar should ensure that, and by the surface of cutting shoe concrete
Dabbing exposes stone, is convenient for the combination of cutting shoe concrete and underplate concrete；It should be in entire open caisson face when bottom board concrete
In product, while uninterrupted progress is consolidated by four circumferential pusheds with vibrator.
Embodiment as a preferred embodiment of the above technical solution, the open caisson construction of complex condition provided in an embodiment of the present invention
Method further comprises some or all of following technical characteristic：
The ballast of ancillary measure when being difficult in the step 4 sinks：
(1) when subsidence factor less than 1.25 and when sinking difficult, can be used load help it is heavy；
(2) can bearing platform be set up in well head with execution conditions according to field condition at this time, putting up platform uses 45# double-vanes
Channel steel transverse strands are on the borehole wall, and channel steel spacing is 1.1m, and adjacent channel steel both ends use the welding of 20#B type groove steel as connecting rod, to add
The stability of strong platform；
(3) it uses 30T cranes by other weights such as concrete component and steel ingots, balancedly banks up thereon, make well sinking；
(4) it when loading, gradually should in batches, symmetrically, uniformly carry out, worker's operation in loading range should stop, open caisson
It after sinking to designed elevation, should unload in batches immediately, unloading weight should transport in time, must not be deposited in open caisson side；
(5) if there is deviation during well sinking, ballast can be arranged by bias makees correction processing.
" artificial digging pile " of ancillary measure when being difficult in the step 4 include：
(1) artificial digging pile of contrary sequence method is used to can refer to the way of conventional manual's caisson according to geological condition, but
For the sake of security, the wall construction height of encircling for protection of the first to three of artificial digging pile is 0.5m；
(2) multinomial measure is taken in the connection of artificial digging pile and original open caisson：It is included in adverse construction method, to prevent well bore
Dead weight sinks to causing the security risk of artificial digging pile, the well bore armored concrete to basset is chiseled out, original well bore reinforcing bar
Horizontal bar is curved, the anti-heavy plate of a circle 400mm thickness C30 armored concrete, the same well bore of arrangement of reinforcement diameter are then poured on the outside of well bore
Arrangement of reinforcement plays the role of the anti-sinking in top surface, it is ensured that the construction safety of artificial digging pile；
(3) waterglass slip casting, soil solidifying is used to carry out counter support further along walling crib cutting shoe bottom, under preventing well bore from conducting oneself with dignity
It is heavy；
(4) connection of the retaining wall of artificial digging pile and original caisson wall uses bar planting, bar planting to use D14 reinforcing bars, spacing
250mm；
(5) it excavates after reaching projected depth, carries out shaft bottom bed course, then carry out base plate steel bar binding, baseplate reinforcing bar and retaining wall
Bar connecting, to achieve the purpose that the common stress of bed rearrangement active well, pre-buried six on jacking direction both sides when binding baseplate reinforcing bar
Built-in fitting, trapped orbit is used when as attachment rail, finally carries out bottom plate cast.
In the work progress of open caisson, increase the support construction that is supported to the borehole wall, support construction include more across
Supporting steel pipe between opposite borehole wall medial surface, in the up-down direction adjacent supporting steel pipe pass through vertical fastener for connection；
Pre-embedded steel slab is provided on the borehole wall medial surface, the supporting steel pipe is connect with the pre-embedded steel slab, the pre-embedded steel slab edge
The extending direction of the borehole wall is arranged；The surrounding of the pre-embedded steel slab is formed with arc-shaped edges along the direction far from borehole wall medial surface
Edge.
By upper, complex condition open caisson construction method of the invention can keep the balance of the construction period soil body, can reach
The various stability indexs of open caisson can make the open caisson of the present invention adapt to complex environment, avoid having an impact surrounding enviroment.Pass through head
Secondary sinking, non-drainage subsidence method are sunk and ancillary measure when being difficult to stage by stage, are accelerated the decline of open caisson, are constructed
The characteristics of fast and easy retains open caisson itself construction soon, low cost；It is made up of supporting steel pipe, vertical steel pipe and pre-embedded steel slab
Support construction, it is convenient for disassembly and assembly between all parts, can realize the sinking with open caisson in this way, facilitate control supporting steel pipe
Quantity ensures construction safety coefficient, reduces labor intensity, can improve the stability of entire open caisson inner supporting structure, and it is heavy to ensure
Jing Qiang is effectively supported.The open caisson construction method of the present invention has good Social benefit and economic benefit, simple for process, operation
The advantages of simplicity, construction safety, meets the developing direction of modern engineering technology, thus has larger promotion prospect.
Above description is only the general introduction of technical solution of the present invention, in order to better understand the technical means of the present invention,
And can be implemented in accordance with the contents of the specification, and in order to allow the above and other objects, features and advantages of the present invention can
It is clearer and more comprehensible, below in conjunction with preferred embodiment, and coordinates attached drawing, detailed description are as follows.
Description of the drawings
In order to illustrate the technical solution of the embodiments of the present invention more clearly, will simply be situated between to the attached drawing of embodiment below
It continues.
Fig. 1 is the open caisson counterweight sectional view of the present invention；
Fig. 2 is the open caisson weight plane figure of the present invention；
Fig. 3 is that the drop shaft sinking of the present invention is converted into the cross-sectional view of the structure of contrary sequence method；
Fig. 4 is the steel sheet pile construction plan view of the present invention；
Fig. 5 is the steel sheet pile construction sectional view of the present invention.
Specific implementation mode
The specific implementation mode that the invention will now be described in detail with reference to the accompanying drawings, as part of this specification pass through
Embodiment illustrates that the principle of the present invention, other aspects of the present invention, feature and its advantage will become by the detailed description
It is very clear.In the attached drawing of institute's reference, same or analogous component is indicated using identical drawing reference numeral in different figures.
Embodiment
One, project profile
The embodiment of the present invention is located at Zengcheng City Yong Ningjie, including newly-built Xin Xin highway sewage main pipes engineering, new public affairs
Road to Fragrance Hill main road section sewage pipe engineering, Yongshun main road sewage conduct engineering, people's militia road wastewater interception pipe engineering, the main roads Gang Feng sewage
Arterial highway engineering and Phoenix sewage are plugged into the sub-projects such as engineering, and proposed sewage pipe is always about 20.00km, and caliber d600~
D1500 intends using cut and cover method or construction by pipeline jacking method.Tube bottom buried depth about 2.40~12.00m, wherein push pipe section tube bottom buried depth are about
4.30~12.00m, open excavation section tube bottom buried depth about 2.40~5.50m.Specific construction content refers to following list.
Xin Xin highway sewage pipe engineering construction content directories, table 1：
The invention belongs to plan Yongning street western part sewerage subregion scope, including Yongning Xin Xin highways and short hilllock river bank
The public security village of line, the villages Zhai Dong, the villages Ta Gang, the villages Lou Yuan, villages Ji Zhangpo of simple village etc., soiled surface of always receiving product are about 38.87km2。
According to specification and design requirement, sewage network engineering is quasi- to use subsoil or artificial foundation, it is desirable that supporting course is held
Carry power characteristic value >=120kPa.
Since active well and reception well depth are deeper, constructed using drop shaft sinking, and perform back cover work in time.
Place part push pipe segment pipe buried depth reaches 11.82m, and work well depth is big.
Two, wherein each well basic condition of BW9, BW12, B28, B29
Each well basic condition of BW9, BW12, B28, B29, table 2：
| Pound sign | Size and purposes | It opens deep (being calculated with original ground) |
| BW9 | D5600 circular reception wells | 14 meters |
| BW12 | 8.6m × 5.6m rectangle active wells | 11.5 meters |
| B28 | D8600 round-seal reservoirs | 16 meters |
| B29 | D5600 circular reception wells | 16 meters |
Three, water-stop curtain
Water-stop curtain, expanded diameter 0.5m, using 42.5 grades of normal silicate water are made using rotary churning pile outside well of the present invention
Mud, lap of splice 100mm, stake are 20 meters long.
Four, specific geological condition
Zengcheng City's topography is reduced from north orientation south, is roughly divided into mountains low-to-middle in height valley floor, hills valley plain and alluvial plain successively
Three types respectively account for the one third of the gross area.Mountains low-to-middle in height valley floor be distributed mainly on it is northern send 3 town such as pool, the right fruit, little Lou and
The towns Zhong Xin some areas；Hills valley plain be distributed mainly on the Li Cheng at middle part, increase river, Zhu Cun, in 4 towns (street) such as new, mostly
The hillside below height above sea level 300m, basin are also more with river valley；Wherein close to the massif for increasing river and the rivers Xi Fu two sides, topography is more low
It is flat, form hills, Plain interleaved state.Alluvial plain is distributed mainly on two town of the new pool and rock patch in south, belongs to Dong Jiang triangle
Continent Plain, mostly rivers alluviation and fossil beach are accumulated.
Place is located at Zengcheng City Yong Ningjie, and geomorphic type mainly has bajada and hills landforms, wherein rushing in front of the mountains
Product Plain topography is open flat.It is mainly present situation road, residential house, factory, building yard and pond etc. along place.It is most of
Place traffic is relatively convenient, and local farmland, pool section are had inconvenient traffic.Present situation roadside underground utilities are complicated.Place part location
For hills landforms, mountain valley, pool, cottage, farmland etc., relief are distributed with along the line.Place elevation is generally 4.90~
46.50m, part location relative relief is up to 20.0~30.0m.BW9, BW12, B28, B29 are the construction party of active well (received well)
Case.
BW9 geological conditions：Lower 2.2 meters of original ground is plain fill；2.2-8.5 meters are silty clay, 6.3 meters of thickness；8.5-
21 meters are chiltern cohesive soil, 12.5 meters of thickness.
BW12 geological conditions：Lower 2.9 meters of original ground is plain fill；2.9-8 meters are mud, 5.1 meters of thickness；8-10.9 rice is
Coarse sand, 2.9 meters of thickness；10.9-12.45 rice is chiltern cohesive soil, 1.55 meters of thickness.
B28 geological conditions：Lower 5 meters of original ground is plain fill；5-6.2 meters are middle sand, 1.2 meters of thickness；6.2-6.85 meters are
Fine sand, 0.65 meter of thickness；6.85-7.5 meters are silty clay, 0.65 meter of thickness；7.5-8.6 rice is mud, 1.1 meters of thickness；
8.6-9.8 meters are silty clay, 1.2 meters of thickness；9.8-24.2 meters are chiltern cohesive soil, 14.4 meters of thickness.
B29 geological conditions：Lower 5.3 meters of original ground is miscellaneous, plain fill；5.3-7 meters are mud, 1.7 meters of thickness；7 meters are thick
Sand, 2 meters of thickness；8-8.5 meters are muck soil, 0.5 meter of thickness；8.5-11 rice is silty clay, 2.5 meters of thickness；11-12.6 meters
For gravelly sand, 1.6 meters of thickness；12.6-17.6 meters are chiltern cohesive soil, 5 meters of thickness.
Five, the relevant construction data of complex condition
1, push pipe pipe face is at a distance from cable tube
Shaft bottom absolute altitude after B28# well back covers：13.6-0.6=13 meters
Push pipe tube top absolute altitude：13-1.62-0.4=10.98 meters
The absolute altitude of east cable tube is 9 meters, is calculated by worst situation：9+0.6=9.6 rice
Safe distance：10.98-9.6=1.38 meters
2, steel sheet pile machine machine bar peak is at a distance from high-voltage line
High-voltage line is apart from about 19 meters of original ground
Steel sheet pile stake is 12 meters long
Shake about 3.5 meters of clamp
19-12-3.5-2=1.5 meters
And high-voltage line and the projection minimum distance on well side are about 5 meters, the projection minimum distance of meter steel sheet pile and high-voltage line is about
It is 4.7 meters.
Steel sheet pile machine machine bar peak is about 5 meters at a distance from high-voltage line.
B28# is D8600 round-seal reservoirs, sinks down into 13.6 meters of depths.It was found that there is high-voltage wire on the north of active well, work
There are cable tube and running water pipe in the east of well.Continue to construct, there is certain difficulty.
As shown in Fig. 1 to 5, complex condition open caisson construction method of the invention includes the following steps:
One, sink for the first time：When open caisson concrete first segment well bore reach design strength 100% after can sink；
Two, non-drainage subsidence method：The soil that shaft bottom center portion is excavated using grab bucket makes open caisson form the bottom of a pan, in sand class
In soil, as the bottom of a pan 1-1.5m lower than cutting shoe, the i.e. reliable dead weight of open caisson is sunk；
Three, two, sink three times：Well bore sinking is taken to be carried out by several times, and it is strong that second and third section well bore concrete strength reaches design
It can sink after degree 90%；Before sinking, cutting shoe inside, groove, bottom girder and partition wall both sides and bottom concrete contact surface are required to
Feather plucking；
Ancillary measure when four, being difficult to：Ballast sinks and " artificial digging pile "；
Wherein, ballast, which sinks, includes：
(1) when subsidence factor less than 1.25 and when sinking difficult, can be used load help it is heavy；
(2) can bearing platform be set up in well head with execution conditions according to field condition at this time, putting up platform uses 45# double-vanes
Channel steel transverse strands are on the borehole wall, and channel steel spacing is 1.1m, and adjacent channel steel both ends use the welding of 20#B type groove steel as connecting rod, to add
The stability of strong platform；
(3) it uses 30T cranes by other weights such as concrete component and steel ingots, balancedly banks up thereon, make well sinking；
(4) it when loading, gradually should in batches, symmetrically, uniformly carry out, worker's operation in loading range should stop, open caisson
It after sinking to designed elevation, should unload in batches immediately, unloading weight should transport in time, must not be deposited in open caisson side；
(5) if there is deviation during well sinking, ballast can be arranged by bias makees correction processing.
" artificial digging pile " includes：
(1) artificial digging pile of contrary sequence method is used to can refer to the way of conventional manual's caisson according to geological condition, but
For the sake of security, the wall construction height of encircling for protection of the first to three of artificial digging pile is 0.5 meter；
(2) multinomial measure is taken in the connection of artificial digging pile and original open caisson：It is included in adverse construction method, to prevent well bore
Dead weight sinks to causing the security risk of artificial digging pile, the well bore armored concrete to basset is chiseled out, original well bore reinforcing bar
Horizontal bar is curved, the anti-heavy plate of a circle 400mm thickness C30 armored concrete, the same well bore of arrangement of reinforcement diameter are then poured on the outside of well bore
Arrangement of reinforcement plays the role of the anti-sinking in top surface, it is ensured that the construction safety of artificial digging pile；
(3) waterglass slip casting, soil solidifying is used to carry out counter support further along walling crib cutting shoe bottom, under preventing well bore from conducting oneself with dignity
It is heavy；
(4) connection of the retaining wall of artificial digging pile and original caisson wall uses bar planting, bar planting to use D14 reinforcing bars, spacing
250mm；
(5) it excavates after reaching projected depth, carries out shaft bottom bed course, then carry out base plate steel bar binding, baseplate reinforcing bar and retaining wall
Bar connecting, to achieve the purpose that the common stress of bed rearrangement active well, pre-buried six on jacking direction both sides when binding baseplate reinforcing bar
Built-in fitting, trapped orbit is used when as attachment rail, finally carries out bottom plate cast.
Five, after well sinking to 13.6m, distance 1.38m, buried depth are encountered in the high-tension cable of -9.6m, high-tension cable is not
It can remove, can only bypass, to avoid touching high-tension cable, processing method is as follows：One row's steel sheet pile of inserting piling, steel sheet pile number of rows are total
Total 2m long, the long 12m of stake of steel sheet pile；
Six, the underwater bottom concrete of open caisson：Its stability is observed after well sinking to designed elevation, the open caisson in 8 hours
Cumulative amount of drowning oneself observes the amount of drowning oneself no more than 10mm and per hour, when well sinking is stable, just carries out back cover；Due to ground
Lower water level is high, and using not drain closing bottom, back cover thickness is 600mm；Another well sinking in place when, shaft bottom is in pot bottom type, and the bottom of a pan is deep
Degree is deeper 2~3m than open caisson bottom, backfills broken stone leveling to these parts of backbreaking, later back cover；The slump of underwater concrete is
15~20cm adds accelerator；
Seven, bottom slab concreting：It waits for that underwater concrete reaches design strength, after draining water, binds baseplate reinforcing bar on it；Reinforcing bar
When binding, the connection of cutting shoe reinforcing bar and baseplate reinforcing bar, the spacing of upper layer and lower layer reinforcing bar should ensure that, and by the surface of cutting shoe concrete
Dabbing exposes stone, is convenient for the combination of cutting shoe concrete and underplate concrete；It should be in entire open caisson face when bottom board concrete
In product, while uninterrupted progress is consolidated by four circumferential pusheds with vibrator.
Ancillary measure when being difficult to further includes water jetting at high pressure：In harder soil layer using grab soil bucket or suction dredge
When removing soil under water, it need to generally be aided with water jetting at high pressure and loosen and break up soil layer, go out to grab (suction).Jetting is generally with straight from wellhole
It connects and is put into based on discharge jet progress jetting.Penetrated at partition wall and cutting shoe inclined-plane for punching and be difficult to the soil layer penetrated of punching, also can the borehole wall and every
Preset duct in wall position appropriate (this hole can double as detection duct, from hole trace interpolation incidence water pipe jetting).To reduce outside open caisson
Wall side frictional resistance can also be arranged symmetrically jetting pipeline and installing spraying water faucet along borehole wall surrounding.Discharge jet should be embedded in open caisson concrete
Surrounding is laterally uniformly distributed, also can be symmetrical with plane centreline securely on open caisson outer wall, and cloth is set as respectively individually pipe group and water
Pump.Well sinking encounters sand gravel or hard stratum, when native ridge is cut to cutting shoe, open caisson still do not sink or sink it is unstable, then in due order
Sequence will symmetrically hollow out under cutting shoe paragraph by paragraph, and dig out cutting shoe outer wall 10 ㎝, every section dug after with gravel pebbles fill up compacting, wait for complete
After portion empties backfill, then it is layered the gravel pebbles for brushing off backfill, open caisson can be made to balance sinking because equably reducing pressure-bearing surface.
The well sinking stage enables well sinking difficult since surrounding soil is to the restraining force of open caisson；And the dead weight of open caisson
Greatly, and offset and Inclination Accident are easy tod produce.
No matter which kind of sinking mode is taken, except soil should be first since centre, uniformly, symmetrically gradually at cutting shoe in well
Layering is fetched earth, and is uniformly sunk with sharp open caisson, is prevented deflection.
In the work progress of open caisson, increase the support construction that is supported to the borehole wall, support construction include more across
Supporting steel pipe between opposite borehole wall medial surface, in the up-down direction adjacent supporting steel pipe pass through vertical fastener for connection；
Pre-embedded steel slab is provided on the borehole wall medial surface, the supporting steel pipe is connect with the pre-embedded steel slab, the pre-embedded steel slab edge
The extending direction of the borehole wall is arranged.The surrounding of the pre-embedded steel slab is formed with arc-shaped edges along the direction far from borehole wall medial surface
Edge, convenient for being moved in well.When it is implemented, installing pulling rope on supporting steel pipe, and pulling rope and power plant are connected
It connects, drives support construction to be moved in open caisson along borehole wall medial surface by power plant, open caisson can avoid by support construction
Inside there is the excessive phenomenon of stress, prevents open caisson stress weak location from crack occur and even open caisson wall is caused to collapse phenomenon, Neng Gouti
The stability of high entire open caisson inner support, ensures that open caisson is effectively supported.
In sinking watching, mud face absolute altitude should be often carried out, deflection, inclination and the measurement of displacement work pay attention to entangling at any time
Positive open caisson deflection；And should be noted that surface collapse and cracking situation around observation open caisson, to take measures, it is ensured that near open caisson
The safety of facility and other buildings.
When sinking in unstable soil layer and sand, it should be specifically noted that making water level in well big higher than outside well, preventing as possible
Measure founding.
When every section open caisson is close to when sinking down into predetermined absolute altitude, it should be noted that leveling open caisson, preparation connect height.At this time it should be specifically noted that
Except native position and depth, prevents well sinking amount excessive or generate larger deflection, increase connects high difficulty.
Before well sinking to the above 2m of designed elevation, it should control in well except soil amount, pay attention to leveling open caisson, prevent because except soil amount
It is excessive and except soil is uneven, so that open caisson is largely sunk suddenly and generate larger deflection, increases and accurately sinks down into the tired of designed elevation
It is difficult.
(1) it in order to make open caisson reach the strength time for sinking as early as possible, can be added appropriate in first segment open caisson manufacture
Water-reducing agent, early strength agent, accelerator.
(2) it is easier to occur settling non-uniform situation during well sinking, it is inclined for occurring during well sinking
The situation of difference, according to circumstances takes following measures：
The shoveling amount in well is adjusted, the faster side that sinks is reduced and is cut the earth, slow side shoveling amount of sinking is increased；
Once excessive deviation occurs for open caisson, and invalid through rectifying a deviation after a period of time, the track of sinking is formed, at this time
Can not with adjusted in well shoveling amount number rectify a deviation, it should it is big to change it for the artificial soil pressure force effect for changing the outer both sides of well
It is small open caisson deviation rectification righting can be destroyed the frictional resistance outside the borehole wall, using jetting mode, wash away open caisson height with giant
The side soil body, the side fall rate for allowing after drag reduction open caisson high accelerates, and low side is under intrinsic frictional resistance force effect, lower settling velocity
Rate slows down to reach correction righting open caisson.
The high side top surface of open caisson adds external load ballast that high side wall submersion rate quickening is caused to be helped to reach correction
Just.
In conjunction with above method can simultaneously united application, can also be effectively accomplished open caisson deviation rectification righting.
The complex condition open caisson construction method of the present invention can keep the balance of the construction period soil body, can reach open caisson
Various stability indexs can make the open caisson of the present invention adapt to complex environment, avoid having an impact surrounding enviroment.Under for the first time
Heavy, non-drainage subsidence method, ancillary measure when sinking stage by stage and be difficult to, accelerate the decline of open caisson, easy for construction
Quickly, the characteristics of construction of reservation open caisson itself is fast, low cost；The branch being made up of supporting steel pipe, vertical steel pipe and pre-embedded steel slab
Support structure, it is convenient for disassembly and assembly between all parts, the sinking with open caisson can be realized in this way, facilitate the number of control supporting steel pipe
Amount ensures construction safety coefficient, reduces labor intensity, can improve the stability of entire open caisson inner supporting structure, ensures open caisson
Wall is effectively supported.The open caisson construction method of the present invention has good Social benefit and economic benefit, simple for process, operation letter
Just, the advantages of construction safety, meet the developing direction of modern engineering technology, thus there is larger promotion prospect.
The above is the preferred embodiment of the present invention, cannot limit the right model of the present invention with this certainly
It encloses, it is noted that for those skilled in the art, without departing from the principle of the present invention, may be used also
To make several improvement and variation, these are improved and variation is also considered as protection scope of the present invention.
Claims (4)
1. a kind of open caisson construction method of complex condition, it is characterised in that：Include the following steps:
One, sink for the first time：When open caisson concrete first segment well bore reach design strength 100% after can sink；
Two, non-drainage subsidence method：The soil that shaft bottom center portion is excavated using grab bucket makes open caisson form the bottom of a pan, in sandy soil,
As the bottom of a pan 1-1.5m lower than cutting shoe, the i.e. reliable dead weight of open caisson is sunk；
Three, two, sink three times：Well bore sinking is taken to be carried out by several times, second and third section well bore concrete strength reaches design strength
It can sink after 90%；Before sinking, cutting shoe inside, groove, bottom girder and partition wall both sides and bottom concrete contact surface are required to beat
Hair；
Ancillary measure when four, being difficult to：Ballast sinks and " artificial digging pile "；
Five, after well sinking to 13.6m, distance 1.38m, buried depth are encountered in the high-tension cable of -9.6m, high-tension cable cannot move
It removes, can only bypass, to avoid touching high-tension cable, processing method is as follows：One row's steel sheet pile of inserting piling, steel sheet pile number of rows add up to total 2m
It is long, the long 12m of stake of steel sheet pile；
Six, the underwater bottom concrete of open caisson：Its stability is observed after well sinking to designed elevation, open caisson is drowned oneself in 8 hours
Cumulative amount observes the amount of drowning oneself no more than 10mm and per hour, when well sinking is stable, just carries out back cover；Due to underground water
Position is high, and using not drain closing bottom, back cover thickness is 600mm；Another well sinking in place when, shaft bottom is in pot bottom type, the bottom of a pan depth ratio
Deep 2~the 3m in open caisson bottom backfills broken stone leveling, later back cover to these parts of backbreaking；The slump of underwater concrete be 15~
20cm adds accelerator；
Seven, bottom slab concreting：It waits for that underwater concrete reaches design strength, after draining water, binds baseplate reinforcing bar on it；Reinforcing bar is bound
When, it should ensure that the connection of cutting shoe reinforcing bar and baseplate reinforcing bar, the spacing of upper layer and lower layer reinforcing bar, and by the surface dabbing of cutting shoe concrete
Expose stone, is convenient for the combination of cutting shoe concrete and underplate concrete；When bottom board concrete should on entire open caisson area,
It is uninterrupted simultaneously to carry out, by four circumferential pusheds, consolidated with vibrator.
2. the open caisson construction method of complex condition as described in claim 1, it is characterised in that：It is difficult in the step 4
The ballast of ancillary measure when sinking sinks：
(1) when subsidence factor less than 1.25 and when sinking difficult, can be used load help it is heavy；
(2) can bearing platform be set up in well head with execution conditions according to field condition at this time, putting up platform uses 45# double-vane channel steels
Transverse strands are on the borehole wall, and channel steel spacing is 1.1m, and adjacent channel steel both ends use the welding of 20#B type groove steel as connecting rod, flat to reinforce
The stability of platform；
(3) it uses 30T cranes by other weights such as concrete component and steel ingots, balancedly banks up thereon, make well sinking；
(4) it when loading, gradually should in batches, symmetrically, uniformly carry out, worker's operation in loading range should stop, well sinking
It to after designed elevation, should unload in batches immediately, unloading weight should transport in time, must not be deposited in open caisson side；
(5) if there is deviation during well sinking, ballast can be arranged by bias makees correction processing.
3. the open caisson construction method of complex condition as described in claim 1, it is characterised in that：It is difficult in the step 4
" artificial digging pile " of ancillary measure when sinking include：
(1) artificial digging pile for using contrary sequence method can refer to the way of conventional manual's caisson according to geological condition, but in order to
For the sake of safety, the first to three of artificial digging pile wall construction height of encircling for protection is 0.5m；
(2) multinomial measure is taken in the connection of artificial digging pile and original open caisson：It is included in adverse construction method, to prevent well bore from conducting oneself with dignity
Sink to causing the security risk of artificial digging pile, the well bore armored concrete to basset be chiseled out, original well bore reinforcing bar curves
Horizontal bar, then pours the anti-heavy plate of a circle 400mm thickness C30 armored concrete on the outside of the well bore, arrangement of reinforcement diameter with well bore arrangement of reinforcement,
Play the role of the anti-sinking in top surface, it is ensured that the construction safety of artificial digging pile；
(3) it uses waterglass slip casting, soil solidifying to carry out counter support further along walling crib cutting shoe bottom, prevents well bore dead weight from sinking；
(4) connection of the retaining wall of artificial digging pile and original caisson wall uses bar planting, bar planting to use D14 reinforcing bars, spacing
250mm；
(5) it excavates after reaching projected depth, carries out shaft bottom bed course, then carry out base plate steel bar binding, baseplate reinforcing bar and retaining wall reinforcing bar
Connection is bound pre-buried pre-buried six of jacking direction both sides when baseplate reinforcing bar with achieving the purpose that the common stress of bed rearrangement active well
Part, trapped orbit is used when as attachment rail, finally carries out bottom plate cast.
4. the open caisson construction method of complex condition as described in claim 1, it is characterised in that：In the work progress of open caisson
In, increase the support construction that is supported to the borehole wall, the support construction include more across opposite borehole wall medial surface it
Between supporting steel pipe, in the up-down direction adjacent supporting steel pipe pass through vertical fastener for connection；It is arranged on the borehole wall medial surface
There are pre-embedded steel slab, the supporting steel pipe to be connect with the pre-embedded steel slab, the pre-embedded steel slab is set along the extending direction of the borehole wall
It sets；The surrounding of the pre-embedded steel slab is formed with arc edge along the direction far from borehole wall medial surface.
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109372018A (en) * | 2018-11-28 | 2019-02-22 | 江西万和建筑科技有限公司 | Soft base Self-sinking type underground space structure construction and construction technology |
| CN109826630A (en) * | 2019-02-02 | 2019-05-31 | 上海城建水务工程有限公司 | A kind of precast concrete open caisson device and its construction method for jacking construction |
| CN112144559A (en) * | 2020-10-20 | 2020-12-29 | 安徽水利开发有限公司 | Construction method of piezo-transformer tube well in high water-rich loess sandy pebble formation |
| CN112412472A (en) * | 2020-11-09 | 2021-02-26 | 安徽省新路建设工程集团有限责任公司 | Pipe-jacking working well wall reverse-acting system in soft soil area and construction method and application thereof |
| CN117868192A (en) * | 2024-03-13 | 2024-04-12 | 安徽建筑大学 | Coaxially nested multi-section caisson structure in expansive soil layer and drag reduction and sinking-aiding construction method |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN207017276U (en) * | 2017-07-08 | 2018-02-16 | 中交三公局桥梁隧道工程有限公司 | A kind of packaged type open caisson inner supporting structure |
-
2018
- 2018-03-21 CN CN201810233652.8A patent/CN108457289A/en active Pending
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN207017276U (en) * | 2017-07-08 | 2018-02-16 | 中交三公局桥梁隧道工程有限公司 | A kind of packaged type open caisson inner supporting structure |
Non-Patent Citations (3)
| Title |
|---|
| NHUANSYANI2: "广州某污水管线深基坑-沉井专项施工方案", 《豆丁建筑》 * |
| 冯成军等: "无锡市CBD地下式污水泵站设计", 《中国给水排水》 * |
| 张碧勇: "抛石填海区工作井沉井法结合逆做法施工技术", 《广东土木与建筑》 * |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109372018A (en) * | 2018-11-28 | 2019-02-22 | 江西万和建筑科技有限公司 | Soft base Self-sinking type underground space structure construction and construction technology |
| CN109826630A (en) * | 2019-02-02 | 2019-05-31 | 上海城建水务工程有限公司 | A kind of precast concrete open caisson device and its construction method for jacking construction |
| CN109826630B (en) * | 2019-02-02 | 2024-04-09 | 上海城建水务工程有限公司 | Precast concrete open caisson device for pipe jacking construction and construction method thereof |
| CN112144559A (en) * | 2020-10-20 | 2020-12-29 | 安徽水利开发有限公司 | Construction method of piezo-transformer tube well in high water-rich loess sandy pebble formation |
| CN112412472A (en) * | 2020-11-09 | 2021-02-26 | 安徽省新路建设工程集团有限责任公司 | Pipe-jacking working well wall reverse-acting system in soft soil area and construction method and application thereof |
| CN112412472B (en) * | 2020-11-09 | 2022-11-18 | 安徽省新路建设工程集团有限责任公司 | Pipe-jacking working well wall reverse-acting system in soft soil area and construction method and application thereof |
| CN117868192A (en) * | 2024-03-13 | 2024-04-12 | 安徽建筑大学 | Coaxially nested multi-section caisson structure in expansive soil layer and drag reduction and sinking-aiding construction method |
| CN117868192B (en) * | 2024-03-13 | 2024-05-28 | 安徽建筑大学 | Coaxially nested multi-section caisson structure in expansive soil layer and drag reduction and sinking assistance construction method |
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Application publication date: 20180828 |