CN101319501B - Construction method of deep foundation ditch - Google Patents
Construction method of deep foundation ditch Download PDFInfo
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- CN101319501B CN101319501B CN2008101328605A CN200810132860A CN101319501B CN 101319501 B CN101319501 B CN 101319501B CN 2008101328605 A CN2008101328605 A CN 2008101328605A CN 200810132860 A CN200810132860 A CN 200810132860A CN 101319501 B CN101319501 B CN 101319501B
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Abstract
The invention discloses a method for designing and constructing deep foundation pits, utilizing outer open caissons as curtain as well as supporting structures for the construction of the deep foundation pits. The method comprises the following steps that: (1) precipitation is carried out; (2) an outer open caisson is sunk to a specified elevation; (3) partial precipitation is stopped, and water is poured into the inside of the open caisson at the same time, so as to balance water levels inside and outside the outer open caisson; and (4) a remaining internal structure is reconstructed. The method for designing and constructing the deep foundation pits can reduce the waste of water resources, protect natural environment better, prevent the damage to adjacent built structures in foundation pit construction and guarantee safety. Meanwhile, as the method replaces water-stop curtains and foundation pit supports with the open caissons and steel pipes, the design effect of integrating a foundation pit supporting and a constructed structure is achieved, which can shorten construction period and reduce cost.
Description
Technical field
The present invention relates to a kind of method of building deep foundation pit construction.
Background technology
In Excavation Process, when excavation bottom surface absolute altitude was lower than the foundation ditch of groundwater table, underground water can constantly infiltrate in the hole.Phreatic existence, not only excavation of foundation pit difficulty, time-consuming, side slope is easy to landslide, and can cause ground to be immersed in water, and the disturbance foundation soil causes the differential settlement of adjacent structure, makes construction cracking or destruction.Therefore, in traditional excavation of foundation pit construction,, take the dewatering measure, make excavation of foundation pit and construction reach anhydrous state, to guarantee carrying out smoothly of workmanship and engineering according to engineering geology and underground hydrologic regime.
Traditional design and job practices at first design water-stop curtain for reaching anhydrous dried operation, and the inside and outside lasting precipitation of foundation ditch, pattern foundation pit supporting structure are finished until all process steps then.Cave in, cheat interior soil unstability, the whole anti-floating of structure, anti-seepage flow reinforcing, assembling reinforcement and concrete casting of the end, hole etc. to solve soil mass of foundation pit.
And the artificial dewatering, commonly used is various well-points dewatering methods, it is before excavation of foundation pit, around excavation pit or a side, two sides bury some underground and be deeper than hole the well point filter pipe or the pipe well at the end, to draw water house steward's connection or direct the connection therefrom with pumping equipment, make lowering of the underground water level at the bottom of the foundation ditch below the 0.5-1.0m, so as under the condition of anhydrous drying earth excavation and carry out foundation construction.
From the above, the design and construction of deep foundation ditch caves in, cheats interior soil unstability, the whole anti-floating of structure, assembling reinforcement and concrete casting etc. for solving soil mass of foundation pit, often comprised the design water-stop curtain, continued to prevent seepage flow reinforcing, hole wall steel concrete, bottom concrete etc. at the bottom of the inside and outside precipitation in hole, excavation of foundation pit, supporting, the hole, and each above-mentioned procedure all is to be based upon on the basis of doing operation, promptly could realize each above-mentioned procedure after dewatering.
And in order to realize anhydrous dried operation, design water-stop curtain, continuous precipitation and pattern foundation pit supporting structure are the routine techniques of handling deep foundation ditch.But the big continuous precipitation of capacity on a large scale,, can cause the wasting of resources, destroy the phreatic balance of nature, the unstability that causes near the soil of foundation ditch, trees are impaired, even foundation settlements such as the house, urban operating mechanism that have built up around may causing, thereby cause inclined building, collapse when serious, environment and safety problem are following.And water-stop curtain, Foundation Pit Support Design and construction complexity, duration are long, investment is bigger.So how in the shortest time, satisfy the control of cost and duration, and reduce waste resource, prevent in the work progress to around finish a house, the destruction of urban operating mechanism etc., the problem of finishing dual deep foundation ditch operation just is placed in front of us.
Summary of the invention
Technical problem to be solved by this invention provides a kind of construction method of deep foundation ditch, reduces the waste to water resource, prevent in the work progress to around the destruction in the house, urban operating mechanism etc. that have built up.
In order to solve the problems of the technologies described above, the invention provides a kind of construction method of deep foundation ditch, utilize outer open caisson double as curtain and supporting and protection structure to carry out the construction of deep foundation ditch, said method comprising the steps of:
(1) precipitation;
(2) sink outer open caisson to specifying absolute altitude;
(3) stop part precipitation, pour water in open caisson inside simultaneously, make the inside and outside water level balance of outer open caisson;
(4) return and build remaining internal construction.
Furthermore, return described in the step (4) and build remaining internal construction and be included in and carry out mechanical hole building under water, following steel sleeve, placing of concrete deep foundation and maintenance in steel sleeve; Utilize the operation water filling of back and forth drawing water at interval to realize reinforcing bar binding, concrete casting and maintenance in each layer concrete in the open caisson afterwards.
Furthermore, be higher than at the bottom of the hole at the bottom of the described steel sleeve pipe.
Furthermore, describedly utilize the operation water filling of back and forth drawing water at interval to realize reinforcing bar binding, concrete casting and maintenance in each layer concrete in the open caisson, comprising:
(401) drain steel sleeve interior mud and water, do operation pouring underplate concrete in the pipe;
(402) drain the interior water of open caisson, do operation pouring open caisson first floor back cover plain concrete, recharge water carries out maintenance under water after the initial set, stops the outer precipitation of open caisson;
(403) extract the interior water of open caisson, the place that leaks of shutoff first floor back cover once more out;
(404) bottom layer of the reinforcing steel, shearing resistance i iron and the top layer reinforcing bar of laying open caisson second layer back cover armored concrete slab, pouring second layer back cover armored concrete slab, recharge water maintenance and anti-floating one by one between each operation are carried out the outside laid reinforcement binding of wall between steel sleeve and the steel inner cylinder simultaneously.
Furthermore, step (404) comprises also that afterwards dried operation is lowered to the step of steel inner cylinder.
Furthermore, the described dried operation step that is lowered to steel inner cylinder comprises:
(405) drain the interior water of open caisson, shutoff catch pit and aqueduct;
(406) steel inner cylinder of floor manufacture band steel plate river bottom protection, it is interior in place to be lowered to steel sleeve, the perpendicular wall concrete between pouring steel inner cylinder and steel sleeve.
Furthermore, in the step (405) with catch pit flange shutoff, the shutoff of aqueduct welding steel plate.
Furthermore, described method is further comprising the steps of:
(407) dig out the sealing groove along open caisson wall border, paste the rubber sealing rod along open caisson wall border with all-purpose adhesive more thereon;
(408) the top layer cracking resistance reinforcing bar of colligation caisson structure layer armored concrete slab; Water the deck armored concrete slab at last.
Furthermore, the outer open caisson of the described sinking of step (2) comprises to specifying absolute altitude: excavate outer open caisson work plane, the sectional making and the outer open caisson that sinks are excavated the soil in the outer open caisson while sinking, be sink to the appointment absolute altitude until outer open caisson.
Furthermore, described outer open caisson is a reinforced concrete structure.
Furthermore, described steel sleeve is welded with seal ring.
Furthermore, the water of draining in the step (402) in the open caisson also comprises afterwards: lay the rubble pervious layer in the open caisson, establish the bright puddle of arranging in a row, the step of secretly arranging aqueduct.
Furthermore, water does not leak the shutoff place that leaks in the step (403).
Furthermore, according to the time of the dried operation that settlement observation allowed, each operation is finished in strict control time gradation in the step (404).
The present invention has considered needn't continue precipitation in the work progress in design; reduced the precipitation depth in the routine techniques; thereby can reduce waste to water resource; and better the conservation of nature environment, prevent in the foundation pit construction to adjacent construction of structures damage, ensure safety; simultaneously since the present invention cancelled water-stop curtain, pattern foundation pit supporting structure with open caisson, steel pipe for it; reach foundation ditch and propped up the design effect that retaining and structure structure unite two into one, simultaneously can the reduction of erection time, reduce cost.
The present invention is outer dual design of deep foundation pit of sinking type of a kind of new steel inner cylinder and job practices.By adopting back and forth draw water the at interval mode of water filling of open caisson, the subaqueous construction of concrete deep foundation, operation, realize that successfully dual deep foundation ditch does not have the design object that curtain, non-support short-term are completed.Reach and reduce foundation ditch outer the well-points dewatering quantity and the degree of depth, prevent the purpose of the sedimentation of adjacent foundation.Cooperate open caisson and submarine mechanical pore-forming concrete deep foundation design scheme, solve problems such as replacing of soil body unstability and dried wet trade in stable, the whole anti-floating of structure, hole of foundation ditch surrounding building.Method of the present invention is specially adapted to groundwater table height, deep soil and has the place that may occur quicksand in layer of sand, the excavation, and perhaps excavation may cause the design and construction of the little deep foundation ditch of embedded depth of foundation the is more shallow sinking of building up building, place narrow space and physical dimension on every side.
Description of drawings
Fig. 1 is a deep foundation ditch vertical view of the present invention.
Fig. 2 is a deep foundation ditch sectional drawing of the present invention.
Fig. 3 is a job practices flow chart of the present invention.
The specific embodiment
Main thought of the present invention is the at first precipitation and the outer open caisson that sinks, and stops part precipitation at the outer open caisson that sinks after specifying absolute altitude, and the while pours water in open caisson inside, makes water level balance inside and outside the outer open caisson.Return afterwards and build remaining open caisson internal construction, comprise the submarine mechanical pore-forming, be lowered to steel sleeve, underwater concreting deep foundation in steel sleeve.And in returning the process build, back and forth draw water at interval and recharge water is finished follow-up work by operation.Like this, be not to continue precipitation in whole construction course, amount of precipitation significantly reduces, so the present invention can reach the effect of conserve water resource.
Key during the invention process is lowered to steel sleeve for the submarine mechanical pore-forming, and placing of concrete deep foundation under water within it, the bottom slice placing of concrete clearly that draws water in the open caisson, and operation is back and forth drawn water at interval, water filling etc.
Summarize in fact, the present invention includes following steps:
Precipitation, open caisson, stopping part precipitation pours water in open caisson inside simultaneously, the submarine mechanical pore-forming is lowered to steel sleeve concrete perfusion deep foundation, utilize that operation is back and forth drawn water at interval, the pouring of open caisson underplate concrete is finished in the water filling gradation, the water of draining in the open caisson makes follow-up work be entirely dried operation, make band steel plate river bottom protection steel inner cylinder, be lowered in the steel sleeve in place, dig out the sealing groove along open caisson wall border, finally finish the perpendicular wall concrete between steel inner cylinder and steel sleeve, the pouring of caisson structure layer armored concrete slab.
Below by drawings and Examples, technical scheme of the present invention is described in further detail.
With reference to shown in Figure 1, there is not the deep foundation ditch vertical view of curtain, non-support, underwater grouting deep foundation, few precipitation for realization deep foundation ditch of the present invention.
Described deep foundation ditch adopts open caisson 10 as supporting and protection structure, in open caisson three sections sinkings in 10 fens described in the concrete construction.In fact the section that open caisson 10 also can be divided into other according to actual needs in concrete the application is sunk, and the present invention is not limited this.
After open caisson 10 sinks to putting in place, mechanical hole building is lowered to steel sleeve 11, and steel inner cylinder 12 is set in steel sleeve 11, adopt that such structure can realize not having curtain, non-support, few precipitation, dried wet trade alternately, solve stable, the whole anti-floating problem of structure of foundation ditch surrounding building and can prevent to cheat in soil body unstability.
With reference to shown in Figure 2, there is not the deep foundation ditch sectional drawing of curtain, non-support, underwater grouting deep foundation, few precipitation for realization deep foundation ditch of the present invention.About the each several part among Fig. 2, will in following application example, the job practices in conjunction with this application example introduction be described in detail.
With reference to shown in Figure 3, be method flow diagram of the present invention.Described method comprises:
Step 301: precipitation;
Step 302: the outer open caisson that sinks is to specifying absolute altitude; Promptly finish the construction of the first heavy deep foundation ditch, realize the no curtain of design, non-support technology, reach that foundation ditch props up retaining and force structure unites two into one;
Step 303: stop part precipitation, pour water in open caisson inside simultaneously, make the inside and outside water level balance of outer open caisson;
Step 304: return and build remaining internal construction.
Open caisson work plane outside in step 302, at first excavating, the sectional making and the outer open caisson that sinks, excavate the soil in the outer open caisson while sinking, be sink to the appointment absolute altitude until outer open caisson, in the present embodiment, described outer open caisson is a reinforced concrete structure, certainly, also can adopt other form of structure in the practical application, as long as can realize purpose of the present invention, all can be adopted by the present invention, the present invention is not limited this.
Launch, return described in the step 304 and build remaining internal construction and at first comprise and carry out mechanical hole building under water, be lowered to steel sleeve, the step of placing of concrete deep foundation and maintenance in steel sleeve (accompanying drawing 2 absolute altitude h9 are seen in the substrate of concrete deep foundation); (see accompanying drawing 2 pipe end absolute altitude h8) at the bottom of being higher than the hole at the bottom of the steel sleeve pipe, consider to realize the dried back cover of the second heavy deep foundation ditch and as the anti-floating anchoring pile after the double foundation ditch operation from designing; Be specifically as follows pipe and be higher than about 1000mm at the bottom of the hole end, to prevent the concrete deep foundation bottom folder silt particle of follow-up pouring, the reinforcement substrate is connected with the tight of steel sleeve, avoids the deep foundation design curtailment.
Described steel sleeve is welded with seal ring, and (accompanying drawing 2 absolute altitude h10 are seen in the seal ring position, h11).
Building remaining internal construction described time also comprises: next utilize the operation water filling of back and forth drawing water at interval to realize reinforcing bar binding, concrete casting and the maintenance of each layer concrete in the open caisson.
Described operation is back and forth drawn water at interval, water filling realizes each layer concrete in the open caisson reinforcing bar binding, concrete casting and maintenance comprise:
Step 401: drain mud and water in the steel sleeve, do operation pouring underplate concrete in the pipe;
Step 402: drain the water in the open caisson, lay the rubble pervious layer in the open caisson, establish the bright puddle of arranging in a row, the step of secretly arranging aqueduct is done operation pouring open caisson first floor back cover plain concrete, and recharge water carries out maintenance under water after the initial set, and stops the outer precipitation of open caisson;
Step 403: extract the water in the open caisson once more out, with the place that leaks of " water does not leak " shutoff first floor back cover;
Step 404: bottom, shearing resistance i iron and the top layer reinforcing bar of laying open caisson second layer back cover armored concrete slab, pouring second layer armored concrete slab, recharge water maintenance and anti-floating one by one between each operation are carried out the outside laid reinforcement binding of wall between steel sleeve and the steel inner cylinder simultaneously.
Also comprise after the step 404 and do the step that operation is lowered to steel inner cylinder, the step that described dried operation is lowered to steel inner cylinder comprises:
Step 405: drain the water in the open caisson, with catch pit flange shutoff, the shutoff of aqueduct welding steel plate;
Step 406: the steel inner cylinder of floor manufacture band steel plate river bottom protection, it is interior in place to be lowered to steel sleeve, the perpendicular wall concrete between pouring steel inner cylinder and steel sleeve.
Based on above step, described construction method of deep foundation ditch can further include following steps:
Step 407: dig out the sealing groove along open caisson wall border, paste the rubber sealing rod along open caisson wall border with all-purpose adhesive more thereon;
Step 408: the top layer cracking resistance reinforcing bar of colligation caisson structure layer armored concrete slab; Water the deck armored concrete slab at last.
Below by the example in the concrete application technical solution of the present invention is carried out exemplary illustration.
In order to realize the deep foundation pit construction of Figure 1 and Figure 2, adopt following method in this example:
(1) classification precipitation is to satisfy the requirement of stage excavation, and precipitation is until the end absolute altitude (calculate well point quantity according to soil hydrology geologic report, main well point is arranged in outside the open caisson, can only arrange 1 in the open caisson) of outer open caisson bottom concrete plate respectively.
(2) outer open caisson 10 work planes of excavation, described outer open caisson 10 are the first weight deep foundation ditch, and absolute altitude can be according to practical application needs settings, and absolute altitude (is seen accompanying drawing 2 absolute altitude h1, ha) about-0.5m about-3.5--4.0 rice in the present embodiment.
(3) (length is seen size H3 in the accompanying drawing 2 respectively to be divided into three sections by the outer as can be seen open caisson of accompanying drawing 2, H4, H5), at first make the first sinking section 101 of the outer open caisson of steel concrete, treat to adopt the open caisson mode to excavate the interior soil of outer open caisson while sinking after concrete reaches intensity; First section 101 back (the seeing accompanying drawing 2 absolute altitude h2) spreading that sinks to putting in place that sinks is made second the sink section 102 and adopt the same sinking operation (seeing accompanying drawing 2 absolute altitude h3) of cutting the earth with first section 101 of sinking; Be sink to until outer open caisson by that analogy and specify absolute altitude (seeing accompanying drawing 2 absolute altitude h4), soil digs the absolute altitude place of about 200～300mm to the orlop plain concrete back cover in the outer open caisson, finishes the construction operation of outer caisson wall.
(4) stop the precipitation of part well point, the outer water level of open caisson rises, pour water in open caisson inside simultaneously, make the inside and outside water level of outer open caisson equate (seeing accompanying drawing 2 absolute altitude hd), precipitation causes periphery adjacently to build, structure sink and inner core bottom sandy gravel stratum generation quicksand phenomenon when excavating to prevent to continue.This balance water level needs to determine by waterpower calculating and on-site actual situations.
(5) the steel sleeve that is welded with seal ring 11 that will be concentric but bigger about 1.2 meters than inner diameter of steel flue with steel inner cylinder 12 (diameter is d) (, see accompanying drawing 2 diameter d 1, the seal ring position is h10, h11) (absolute altitude requires to determine to calculate satisfied anti-floating from now at the bottom of the hole to adopt the submarine mechanical pore-forming, see accompanying drawing 2 absolute altitude h9), mud effluxes and is lowered in the boring with steel inner cylinder is concentric.This sleeve pipe top should exceed water level (seeing accompanying drawing 2 absolute altitude hb) in the open caisson, pipe end absolute altitude than the hole at the bottom of height (see accompanying drawing 2 dimension D, pipe end absolute altitude is seen accompanying drawing 2 absolute altitude h8).Then in steel sleeve underwater concreting deep foundation (see accompanying drawing 2 annotate 30) at the bottom of the steel inner cylinder under the absolute altitude about 1.5 meters (seeing accompanying drawing 2 absolute altitude h7, deep foundation height H 1).
(6) maintenance under water of concrete deep foundation was extracted mud and water in the steel sleeve out after 24 hours, and mud and non-closely knit concrete in the labor cleaning manages just can be done operation in the pipe.Insert 6 φ, 16 reinforcing bars in the boring of pipe inner concrete end face, insertion depth 400mm, the length of appearing is about 1000mm, with the connection of the underplate concrete of gradation pouring in the reinforcing sleeve, waters plain concrete (seeing accompanying drawing 2 absolute altitude hc) then.The reinforcing bar that colligation steel sleeve inner bottom plating reinforcing bar and base plate were connected with sidewall after maintenance was finished waters reinforced concrete floor (seeing accompanying drawing 2 absolute altitude h6) again.
(7) drain the interior water of open caisson, mud and outward transport in the cleaning open caisson, the thick rubble pervious layer of laying 200mm.If one of aqueduct is secretly arranged in bright one in the puddle of arranging in a row.Do operation pouring open caisson first floor back cover plain concrete (seeing accompanying drawing 2 size A), recharge water carries out maintenance under water after the initial set, and can stop the outer precipitation of open caisson.The time of dried operation will pass through to observe strict control, the rapid recharge water of open caisson planted agent before open caisson generation sinking or inclination and the obvious sedimentation of periphery basis generation.
(8) extract the interior water of open caisson after about 10 days once more out, with the place that leaks of " water does not leak " shutoff first floor back cover.
(9) after leak stopping operation is finished, flushing open caisson first floor back cover plain concrete and sidewall.
(10) elder generation lays the bottom layer of the reinforcing steel of open caisson second layer back cover armored concrete slab and is welded on the steel bushing tube wall, i iron is placed in right-angled intersection on it, the about 400mm of level interval, the end heads in the groove of open caisson, with the intensity index that improves base plate and make the open caisson sidewall assist anti-floating.According to the dried activity duration that allows, graded carries out each operation, and each 1～2 day at interval, all need the recharge water anti-floating therebetween and guarantee open caisson and periphery basis stable, adopt promptly that operation is back and forth drawn water at interval, water-filling method.The top layer reinforcing bar of laying second layer back cover armored concrete slab then also is welded on the steel bushing tube wall, can carry out the outside laid reinforcement binding of wall between steel sleeve and the steel inner cylinder simultaneously.Pouring second layer back cover armored concrete slab (seeing accompanying drawing 2 size B) after drawing water again, recharge water maintenance and anti-floating after the initial set.
(11) water of draining after about 7 days in the open caisson makes follow-up work be entirely dried operation, with the shutoff of catch pit flange, and the shutoff of aqueduct welding steel plate.Cut off steel sleeve (seeing accompanying drawing 2 absolute altitude hf) at the bottom of the caisson structure layer.
(12) the heavy deep foundation ditch of floor manufacture second is the steel inner cylinder 12 (seeing accompanying drawing 2 diameter d, height H 2) of band steel plate river bottom protection, and the inboard reinforcing bar of the perpendicular wall of 11 of steel inner cylinder 12 and steel sleeves is fixed on the wall of steel inner cylinder 12, and it is interior in place that steel inner cylinder 12 is lowered to steel sleeve 11.
(13) leak for further preventing, dig out dark about 50mm along open caisson wall border about about 300～400mm under the caisson structure layer steel concrete plate top surface outside, the sealing groove of high 50mm is pasted the rubber sealing rod together along open caisson wall border with all-purpose adhesive about 150mm thereon again.The top layer cracking resistance reinforcing bar of binding structure layer armored concrete slab waters absolute altitude (see accompanying drawing 2 absolute altitude hes) and deck (the see accompanying drawing 2 thickness C) armored concrete slab (see accompanying drawing 2 absolute altitude h5s) of the perpendicular wall concrete of 11 of steel inner cylinder 12 and steel sleeves to regulation at last.
Below describe the difference of method of the present invention and conventional method in detail:
Conventional method at first designs water-stop curtain for reaching anhydrous dried operation, and the inside and outside lasting precipitation of foundation ditch, pattern foundation pit supporting structure are finished until all process steps then.Thinking of the present invention is that different phase can implement to do operation or wet trade respectively, so water-stop curtain has been cancelled in design.Only at open caisson construction stage precipitation, part stops water filling in precipitation, the foundation ditch then, and the operation of back is carried out mostly under water.Solve soil mass of foundation pit and caved in, cheated the problem of interior soil unstability, the whole anti-floating of structure, the anti-seepage flow reinforcing in the end, hole.By operation back and forth draw water at interval, water filling solves and does the operation assembling reinforcement, the problem of underwater concrete pouring and maintenance.
Conventional method begins next process for following the prescribed order after a procedure is finished again.The construction water-stop curtain during excavation of foundation pit, need be done supporting before the excavation of foundation pit.Method of the present invention is cross-operation, the dried operation of can drawing water in the steel pipe during wet trade in the open caisson.Because terrestrial segment is made open caisson, structure had formed integral body when excavation sank, and no longer considered to be provided with water-stop curtain and pattern foundation pit supporting structure in the design.
Conventional method is talked water colour and is become on the foundation ditch problem.Because the influence of water, foundation ditch collapses, accident such as soil body unstability protuberance is risen one after another in the casualties, hole, in rapid succession.So can not there be water to become cardinal task, have to be at continual precipitation of construction period.But bring the safety problem of foundation ditch construction of structures on every side.Particularly meet drifting sand layer, precipitation in the hole is cheated outer water blowout and is advanced to make foundation instability, also will increase the operation of soil in the fixed hole, and expense increases thereupon.Method of the present invention is to utilize hydraulically balanced theory, and the negative effect of water is converted into positive effective measures.After open caisson is finished, not only allow the outer underground water level of well rise, also in well, pour water, prevent effectively that foundation ditch from collapsing, the generation of accident such as soil body unstability protuberance in the casualties, hole, more can avoid soil body unstability to the mobile sand layer.Also avoid the wasting of resources simultaneously, guaranteed the safety of adjacent construction of structures.
Conventional method be difficult to form cross-operation, many again water-stop curtain and supportings on the operation, and the control difficulty of each link is big, and the duration is longer.Method of the present invention is the cross-operation of doing, wet, and each link is easy to control, and the duration is shorter.
The conventional construction method operation is many, continues precipitation, and the time is elongated, and investment is bigger naturally.Method operation of the present invention is few, reduces precipitation even stops precipitation to mid-term, and the time is shorter, and investment is inevitable less.
As seen, the present invention has protected natural resource, has ensured the foundation ditch safety of people's lives and properties on every side.
Adopt method of the present invention to require to it should be noted that in the work progress time of wanting strict control alternation of wetting and drying in design, safety is guaranteed in the settlement observation of construction of structures around strengthening.
In a word, method of the present invention adopts outer open caisson to save operation and expenses such as curtain, supporting.Whole unstability of open caisson or soil body local buckling do not take place to guarantee the sinking process in continuous precipitation during open caisson construction, cut the earth in the foundation ditch and do operation.After the open caisson operation was finished, well reduced amount of precipitation outward, and the periphery of pouring water in the well when preventing from the well to continue downward operation is adjacent to be built, structure sink.The submarine mechanical pore-forming is lowered to steel sleeve, placing of concrete deep foundation under water in steel sleeve, with the anti-floating that satisfies dual deep foundation ditch require and follow-up steel sleeve in dried operation.Layering is watered and curing concrete under water in the well." water does not leak " gradation shutoff, operation is back and forth drawn water at interval, water filling, to guarantee that leakproof shutoff, reinforcing bar binding are in dried job state, can prevent in the well that precipitation time longly causes periphery adjacently to build, structure sink simultaneously again or open caisson at the bottom of seepage flow and the whole unstability of open caisson.
It is to be noted; the above only is a preferred implementation of the present invention; rather than to the further qualification of technical solution of the present invention, any those of ordinary skill in the art replaced or corresponding improvement the technology of the present invention feature being equal to of being done, still within protection scope of the present invention.
Claims (14)
1. a construction method of deep foundation ditch utilizes outer open caisson double as curtain and supporting and protection structure to carry out the construction of deep foundation ditch, it is characterized in that, said method comprising the steps of:
(1) precipitation;
(2) sink outer open caisson to specifying absolute altitude;
(3) stop part precipitation, pour water in open caisson inside simultaneously, make the inside and outside water level balance of outer open caisson;
(4) return and build remaining internal construction.
2. the method for claim 1 is characterized in that, returns described in the step (4) to build remaining internal construction and be included in and carry out mechanical hole building under water, following steel sleeve, placing of concrete deep foundation and maintenance in steel sleeve; Utilize the operation water filling of back and forth drawing water at interval to realize reinforcing bar binding, concrete casting and maintenance in each layer concrete in the open caisson afterwards.
3. method as claimed in claim 2 is characterized in that, is higher than at the bottom of the hole at the bottom of the described steel sleeve pipe.
4. method as claimed in claim 2 is characterized in that, describedly utilizes the operation water filling of back and forth drawing water at interval to realize reinforcing bar binding, concrete casting and maintenance in each layer concrete in the open caisson, comprising:
(401) drain steel sleeve interior mud and water, do operation pouring underplate concrete in the pipe;
(402) drain the interior water of open caisson, do operation pouring open caisson first floor back cover plain concrete, recharge water carries out maintenance under water after the initial set, stops the outer precipitation of open caisson;
(403) extract the interior water of open caisson, the place that leaks of shutoff first floor back cover once more out;
(404) bottom layer of the reinforcing steel, shearing resistance i iron and the top layer reinforcing bar of laying open caisson second layer back cover armored concrete slab, pouring second layer back cover armored concrete slab, recharge water maintenance and anti-floating one by one between each operation are carried out the outside laid reinforcement binding of wall between steel sleeve and the steel inner cylinder simultaneously.
5. method as claimed in claim 4 is characterized in that, step (404) also comprises afterwards does the step that operation is lowered to steel inner cylinder.
6. method as claimed in claim 5 is characterized in that, the step that described dried operation is lowered to steel inner cylinder comprises:
(405) drain the interior water of open caisson, shutoff catch pit and aqueduct;
(406) steel inner cylinder of floor manufacture band steel plate river bottom protection, it is interior in place to be lowered to steel sleeve, the perpendicular wall concrete between pouring steel inner cylinder and steel sleeve.
7. method as claimed in claim 6 is characterized in that, in the step (405) with catch pit flange shutoff, the shutoff of aqueduct welding steel plate.
8. method as claimed in claim 6 is characterized in that, described method is further comprising the steps of:
(407) dig out the sealing groove along open caisson wall border, paste the rubber sealing rod along open caisson wall border with all-purpose adhesive more thereon;
(408) the top layer cracking resistance reinforcing bar of colligation caisson structure layer armored concrete slab; Water the deck armored concrete slab at last.
9. the method for claim 1 is characterized in that, the outer open caisson of the described sinking of step (2) is to specifying absolute altitude, comprise: excavate outer open caisson work plane, the sectional making and the outer open caisson that sinks are excavated the soil in the outer open caisson while sinking, be sink to the appointment absolute altitude until outer open caisson.
10. as claim 1 or 9 described methods, it is characterized in that described outer open caisson is a reinforced concrete structure.
11. method as claimed in claim 2 is characterized in that, described steel sleeve is welded with seal ring.
12. method as claimed in claim 4 is characterized in that, the water of draining in the step (402) in the open caisson also comprises afterwards: lay the rubble pervious layer in the open caisson, establish the bright puddle of arranging in a row, the step of secretly arranging aqueduct.
13. method as claimed in claim 4 is characterized in that, water does not leak the shutoff place that leaks in the step (403).
14., it is characterized in that according to the time of the dried operation that settlement observation allowed, each operation is finished in strict control time gradation in the step (404) as claim 4 or 13 described methods.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2008101328605A CN101319501B (en) | 2008-07-11 | 2008-07-11 | Construction method of deep foundation ditch |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2008101328605A CN101319501B (en) | 2008-07-11 | 2008-07-11 | Construction method of deep foundation ditch |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN101319501A CN101319501A (en) | 2008-12-10 |
| CN101319501B true CN101319501B (en) | 2010-11-17 |
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| CN102758444A (en) * | 2011-04-27 | 2012-10-31 | 五冶集团上海有限公司 | Construction method of benzene hydrogenation engineering earthwork |
| CN104762981B (en) * | 2015-02-16 | 2016-08-24 | 中交一航局第一工程有限公司 | A kind of forming hole method of dewatering well |
| CN109797760A (en) * | 2017-11-17 | 2019-05-24 | 李文 | Deep foundation pit precipitation buoyant equilibrium working system |
| CN110093971A (en) * | 2019-04-26 | 2019-08-06 | 中铁第四勘察设计院集团有限公司 | The Combined water pump house and its construction method of subterranean tunnel |
| CN111764396A (en) * | 2020-07-07 | 2020-10-13 | 中建一局集团建设发展有限公司 | Construction method for water-rich stratum pit-in-pit |
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