CN100575616C - Vacuum curtain water stop and atmospheric pressure support deep pit digging construction method - Google Patents
Vacuum curtain water stop and atmospheric pressure support deep pit digging construction method Download PDFInfo
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- CN100575616C CN100575616C CN200810236142A CN200810236142A CN100575616C CN 100575616 C CN100575616 C CN 100575616C CN 200810236142 A CN200810236142 A CN 200810236142A CN 200810236142 A CN200810236142 A CN 200810236142A CN 100575616 C CN100575616 C CN 100575616C
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Abstract
Vacuum curtain water stop and atmospheric pressure support deep pit digging construction method, step comprises: 1, place leveling; 2, squeeze into vertical drainage body to the vacuum curtain zone, sidewall is set solidifies body of wall; 3, lay diaphragm seal in the vacuum curtain zone; 4, bleed with vacuum source the negative pressure of vacuum in the vacuum curtain is kept within the specific limits; 5, carry out the stage excavation of foundation ditch, every excavation finishes one deck, carries out the vertical seal isolation processing along foundation ditch external boundary sidewall, finishes until excavation; 6, carry out the construction of base plate of foundation pit and sidewall.Vacuum curtain of the present invention has played the sealing effect, negative pressure in atmospheric pressure and the vacuum curtain forms pressure differential, reach the purpose of carrying out pattern foundation pit supporting structure with atmospheric pressure, therefore construction is safer, this worker method need not the foundation ditch inner supporting structure, need not the inside and outside precipitation well point of foundation ditch, need not to put the slope excavation, but base plate of foundation pit and sidewall monobloc cast more help antiseepage, have clear superiority at aspects such as safe and reliable, saving duration, saving investments.
Description
Technical field
The present invention relates to a kind of vacuum curtain water stop and atmospheric pressure support deep pit digging construction method.
Background technology
At present, in short supply along with land resources, the increasing underground space must be utilized, and relates to civilian construction, industrial construction, or even every field such as traffic, as underground parking, subway station etc.Obviously, the utilization of the underground space must relate to the construction problem of excavation of foundation pit, and because the restriction of construction space can not be put the slope excavation, the utilization of the underground space degree of depthization more and more in addition, and the construction of its excavation seems more important so.
Deep pit digging construction method commonly used both at home and abroad is interior staying, go along with sb. to guard him barricade method or foundation ditch excavation method that both combine; no matter adopt above-mentioned which kind of worker's method; before its excavation of foundation pit, both the construction of retaining structure need be carried out, and inside and outside dewatering measure must be taked to cheat to guarantee that foundation ditch is stable, convenient construction.With regard to interior staying, its major defect is the globality construction that can not realize the foundation pit side-wall structure, thereby influence the structurally waterproof effect, and this worker's method is owing to foundation ditch inside support structure layer by layer, and speed of application is slow, and has job safety hidden danger; With regard to going along with sb. to guard him the barricade method, major defect is the designing and calculating complexity, the cost height.Above-mentioned two kinds of methods are because the uncontrollability of foundation pit side-wall distortion also exists the hole to carry on the back the problem of backfill and densification thereof, and in addition, for the engineering that needs reinforcement around the foundation ditch, said method can't be realized especially.
Summary of the invention
Technical problem to be solved by this invention is, overcome the existing big shortcoming of traditional deep pit digging construction method investment long in time limit, provide a kind of and need not braced structures, need not the precipitation well point, need not to put vacuum curtain water stop and atmospheric pressure support deep pit digging construction method that slope and sidewall of the bottom plate can be built arbitrarily, it has been saved the duration greatly, has saved investment.
The technical solution adopted for the present invention to solve the technical problems is as follows: vacuum curtain water stop and atmospheric pressure support deep pit digging construction method is characterized in that may further comprise the steps:
The first step, carry out the leveling of the required place of excavation of foundation pit, around foundation ditch, plan vacuum curtain zone, the zone that promptly will lay diaphragm seal
Second the step, in the soil body in vacuum curtain zone, squeeze into vertical drainage body according to the degree of depth of excavation of foundation pit, the degree of depth that described vertical drainage body is squeezed into is greater than the degree of depth of excavation of foundation pit; And carry out foundation ditch border body of wall and solidify construction, sidewall promptly is set on the foundation ditch boundary line solidifies body of wall;
The 3rd step, lay diaphragm seal in vacuum curtain zone, the border of described diaphragm seal is imbedded in the soil body, thereby forms vacuum curtain;
The 4th goes on foot, vacuum source is connected with vertical drainage body, and by the mode that vacuum source vacuumizes, the air pressure in the described vacuum curtain is descended;
The 5th step, when the negative pressure of vacuum in the vacuum curtain reach and remain on-40kPa～-85kPa after, in keeping vacuum curtain, carry out excavation of foundation pit under the prerequisite of vacuum, adopt the mode of stage excavation to carry out in the digging process, behind the intact layer soil body of every excavation, expose the new foundation ditch external boundary sidewall of a circle, carry out the vertical seal isolation processing along this foundation ditch external boundary sidewall, promptly on new hole external boundary sidewall, lay barrier film, this barrier film is connected with the diaphragm seal sealing that constitutes vacuum curtain, with atmospheric pressure balance lateral soil pressure, and then carry out next layer soil body excavation and this layer foundation ditch external boundary sidewall vertical seal isolation processing, finish until excavation;
The 6th goes on foot, carries out the construction of base plate of foundation pit and sidewall.
Beneficial effect of the present invention is as follows: the present invention is a kind of novel construction method that is used for deep pit digging, and it is made of vacuum curtain water stop system and atmospheric pressure support system.In the outside certain limit in foundation ditch border, form the vacuum curtain water stop system as required, intensity and action time by the control vacuum source form negative pressure region in the foundation ditch surrounding soil, and should the soil body interior part Free water in zone extract out rapidly by the drainage channel of system, when the water yield of the water yield that enters the curtain body and discharge reaches balance, promptly form vacuum curtain in the soil body in the certain limit outside the foundation ditch border, promptly carried out deep pit digging subsequently.Along with excavation of foundation pit, form upright soil body free face on the excavation of foundation pit border, be vacuum curtain and foundation ditch atmosphere interface, excavating on one side this free face of an edge is provided with barrier film and carries out vertical seal and handle, the system of intercepting water is integrated with vacuum curtain, finish until excavation, finish building of base plate of foundation pit and sidewall at last.Be accompanied by the carrying out of excavation of foundation pit, atmosphere is full of foundation ditch inside rapidly, the intrasystem negative pressure of this moment atmospheric pressure and curtain water stop forms pressure differential, thereby effectively balance the lateral earth pressure that produces because of excavation of foundation pit of the soil body, reach the purpose of carrying out pattern foundation pit supporting structure with atmospheric pressure, promptly formed the atmospheric pressure support system.The acting in conjunction of above-mentioned two systems has realized utilizing the purpose of vacuum curtain water stop and atmospheric pressure support foundation ditch, major tuneup traditional deep pit digging construction method.Deep pit digging construction method of the present invention is in whole construction course, foundation ditch can carry out vertical cut, need not in the hole to do that ground is handled and dewatering measure, and base plate of foundation pit and side wall construction can carry out once-cast according to designing requirement, guarantee the globality and the waterproof effect of structure.Be arranged on the external mold when the curing body of wall of sidewall can be used as the construction of sidewall concrete around the foundation ditch, solved the surface subsidence problem that hole back of the body backfill causes in the conventional method.Worker's method of the present invention need not the foundation ditch inner supporting structure, need not the inside and outside precipitation well point of foundation ditch, need not to put the slope excavation, but base plate of foundation pit and sidewall monobloc cast more help antiseepage, and solved the settlement issues that hole back of the body backfill causes, simultaneously the soil body of foundation ditch periphery is reinforced.Compare the characteristics that the present invention has is safe and reliable, reduced investment outlay, economize on resources, saved the duration with traditional excavation of foundation pit worker method.
Description of drawings
Fig. 1 is an embodiment of the invention foundation ditch layout schematic diagram.
Fig. 2 is an embodiment of the invention foundation ditch border sectional schematic diagram.
The specific embodiment
With reference to the accompanying drawings and in conjunction with the embodiments the present invention is described in further detail.But the invention is not restricted to given example.
Below according to Fig. 1 and shown in Figure 2,, the deep pit digging construction method of vacuum curtain water stop of the present invention and atmospheric pressure support is described in further detail in conjunction with certain case history.
Practical example brief introduction: certain the factory building gross area 30,000 m
2, having 5 foundation ditches and distribute wherein (as shown in Figure 1), present embodiment is an example with the excavation of one of them foundation ditch, carries out the explanation to worker's method of the present invention.
The long 60m of foundation ditch * wide 10m in this example * dark 10m, according to the geologic report that the surveying unit position provides, this place soil layer is respectively from top to bottom: 1. layer miscellaneous fill mainly forms average thickness 2m, maximum 4m with the building waste backfill compacting; 2. layer mud matter silty clay, average thickness 18m; 3. layer powder fine sand mainly occurs in the mud matter silty clay with big lens form, and distributed pole is inhomogeneous.
To the prospecting (especially excavation of foundation pit zone) of constructing of whole construction zone, grasp the distribution situation and the soil body physical and mechanical parameter index of soil layer.Construction prospecting result shows the average 3m of miscellaneous fill thickness in excavation of foundation pit zone 1, and fine sand layer 2 foundation ditch bottoms therein discloses.According to the excavation of foundation pit degree of depth, utilize soil body parameter index to calculate the construction depth of determining rational vertical drainage body and foundation ditch border window shade body, formulate rational duration plan and excavation construction operation.
Vacuum curtain water stop of the present invention and atmospheric pressure support deep pit digging construction method may further comprise the steps:
The first step, carry out the leveling of the required place of excavation of foundation pit, around foundation ditch 1, plan vacuum curtain zone 2, the zone that promptly will lay diaphragm seal;
Second step, squeeze into vertical drainage body 4 according to the degree of depth of excavation of foundation pit in the soil body in vacuum curtain zone, in this example, vertical drainage body 4 be plastic draining board (has now matured product), band drain that the vertical drainage body among the present invention can be or gutter.The degree of depth that vertical drainage body 4 is squeezed into is greater than the degree of depth of excavation of foundation pit, and in this example, the degree of depth that plastic draining board is squeezed into is 15 meters, and generally speaking the degree of depth that sets of vertical drainage body is that 1～3 times the excavation of foundation pit degree of depth gets final product; Meanwhile carry out foundation ditch border body of wall and solidify construction, sidewall promptly is set on the foundation ditch boundary line solidifies body of wall 5, in the present embodiment, the method by on-the-spot cement mixing pile is provided with sidewall and solidifies body of wall, and this method belongs to improvement soil nature method.Be provided with sidewall solidify body of wall can by at foundation ditch border driven pile or on-the-spot pile, on-the-spotly become the method for wall to realize.In this step, beat vertical drainage body and sidewall is set and solidify body of wall mutually independently, carry out synchronously, also can carry out respectively according to actual conditions.
Among the present invention, it can be single stake or wall that sidewall solidifies body of wall, also can be multiline pile or wall, and its type and quantity are selected according to the degree of depth of foundation ditch periphery soil strength and its excavation, how based on cement soil wall.First campshed or wall must set at the excavation of foundation pit boundary, its end face absolute altitude and bottom surface absolute altitude are determined as required, in order to save cost, the ordinary circumstance lower wall is solidified the position, wall top of body of wall far from the following 3m～6m of place leveling face, the position is apart from the following 2m～8m in foundation ditch bottom surface at the bottom of the wall, in this example, sidewall solidifies the position, wall top of body of wall far from the following 3m of place leveling face, and position, wall top is apart from the following 4m in foundation ditch bottom surface.The setting and the foundation pit side-wall that main effect that sidewall solidifies body of wall is set is air water flow rate, assisted vacuum curtain and the foundation ditch SEQUENCING VERTICAL seal isolation film of exterior domain in fixedly excavation of foundation pit boundary shape, the reduction foundation ditch border are built exterior sheathing, in particular cases also can play the effect of subduing small part foundation ditch lateral earth pressure.
For the ease of studying this technology in implementation process, the situation of change of some parameter of the soil body, after foundation ditch border body of wall curing construction is finished in the present embodiment, bury monitoring instrument underground in the excavation of foundation pit depth bounds, negative pressure distribution situation in the soil body when grasping excavation at any time, specifically, monitoring instrument comprises soil body negative pressure monitoring instrument and excavation of foundation pit stability monitoring instrument, soil body negative pressure monitoring instrument is used pore pressure gauge always, be used for measuring at any time the distribution situation of soil body negative pressure, especially the negative pressure distribution situation of the soil body when excavation of foundation pit; The distortion situation of monitoring foundation ditch border soil body when excavation of foundation pit stability monitoring instrument is used for excavation of foundation pit is to guarantee the stable and construction operation safety of foundation ditch.In the actual production process, can select whether to bury underground monitoring instrument according to engineering experience.
In this step, can whether horizontal drainage body 3 be set according to the requirement of engineering decision in the vacuum curtain zone, the horizontal drainage body can adopt sand cushion, plastics french drain, geotechnological straw mats or plastic draining board, as adopt plastic draining board, then the plastic draining plate level places on the vacuum curtain zone, specifically selects for use which kind of horizontal drainage body to select according to actual conditions.The horizontal drainage body is not set in this example.
According to the actual conditions needs, can solidify wall outer side at foundation pit side-wall window shade body 6 is set, the setting of window shade body realizes by the method for solidifying wall outer side driven pile or on-the-spot pile, on-the-spot one-tenth wall at foundation pit side-wall.The window shade body can be single stake or wall, also can be multiline pile or wall.Whether the window shade body is set, and its type, layout and quantity when the window shade body is set, need comprehensively determine according to the degree of depth and the formation condition of excavation of foundation pit.
The 3rd step, lay diaphragm seal in vacuum curtain zone, the border of diaphragm seal is imbedded in the soil body, thereby forms vacuum curtain.Because diaphragm seal is thinner, easily poked, thereby influence sealing effectiveness by the pricking object on ground, therefore generally speaking, can before laying diaphragm seal, lay one or more layers geotextiles at (under the diaphragm seal) around the foundation ditch earlier, be used for protecting diaphragm seal.
The 4th goes on foot, vacuum source is connected with vertical drainage body, vacuum source is a vacuum pump among the present invention, can select jet type vacuum pump, slide-valve vacuum pump, roots-type vacuum pump, water-ring vacuum pump, reciprocating vacuum pump etc. for use, which kind of specifically selects for use can determine according to actual conditions, what select for use in the present embodiment is the jet type vacuum pump, the jet type vacuum pump is connected with plastic draining board by pipeline, and by the mode that vacuum source vacuumizes, the air pressure in the vacuum curtain is descended.
Vacuum action is extracted the part Free water in this vacuum curtain zone soil body rapidly out by the drainage channel of system, when the water yield of the water yield that enters the curtain body and discharge reaches balance, has promptly formed vacuum curtain in the soil body in the certain limit outside the foundation ditch border.
The 5th the step, under the vacuum action of vacuum source, make and produced negative pressure of vacuum in the vacuum curtain, air pressure in this vacuum curtain and external atmosphere pressure form pressure reduction, along with the air pressure in the vacuum curtain constantly descends, negative pressure of vacuum in the vacuum curtain also decreases, negative pressure of vacuum in the vacuum curtain reaches and remain on-40kPa～-85kPa, in keeping vacuum curtain, carry out excavation of foundation pit under the prerequisite of vacuum, and the stability of monitoring foundation ditch.Adopt the mode of layering (dividing four layers) excavation to carry out in the digging process, behind the intact layer soil body of every excavation, expose the new foundation ditch external boundary sidewall of a circle, carry out the vertical seal isolation processing along this foundation ditch external boundary sidewall, promptly lay barrier film on new hole external boundary sidewall, this barrier film is connected with the diaphragm seal sealing that constitutes vacuum curtain, with atmospheric pressure balance lateral soil pressure, and then carry out next layer soil body excavation and this layer foundation ditch external boundary sidewall vertical seal isolation processing, finish until excavation.In this step, barrier film can be selected polyvinyl chloride film for use, also can be the material that polyethylene sheeting etc. has sealing performance.
The 6th goes on foot, carries out the construction of base plate of foundation pit and sidewall.
This engineering is if adopt traditional barricade method of going along with sb. to guard him to carry out pattern foundation pit supporting structure, and cost is estimated about 1,200 ten thousand yuan, and the duration needs 6 months, and after adopting the present invention, cost is reduced to 6,000,000 yuan, 5 months durations.Therefore, the present invention is guaranteeing to have saved construction investment greatly under workmanship and the prerequisite of construction period.
Claims (10)
1, vacuum curtain water stop and atmospheric pressure support deep pit digging construction method is characterized in that may further comprise the steps:
The first step, carry out the leveling of the required place of excavation of foundation pit, around foundation ditch, plan vacuum curtain zone, the zone that promptly will lay diaphragm seal;
Second the step, in the soil body in vacuum curtain zone, squeeze into vertical drainage body according to the degree of depth of excavation of foundation pit, the degree of depth that described vertical drainage body is squeezed into is greater than the degree of depth of excavation of foundation pit; And carry out foundation ditch border body of wall and solidify construction, sidewall promptly is set on the foundation ditch boundary line solidifies body of wall;
The 3rd step, lay diaphragm seal in vacuum curtain zone, the border of described diaphragm seal is imbedded in the soil body, thereby forms vacuum curtain;
The 4th goes on foot, vacuum source is connected with vertical drainage body, and by the mode that vacuum source vacuumizes, the air pressure in the described vacuum curtain is descended;
The 5th step, when the negative pressure of vacuum in the vacuum curtain reach and remain on-40kPa～-85kPa after, in keeping vacuum curtain, carry out excavation of foundation pit under the prerequisite of vacuum, adopt the mode of stage excavation to carry out in the digging process, behind the intact layer soil body of every excavation, expose the new foundation ditch external boundary sidewall of a circle, carry out the vertical seal isolation processing along this foundation ditch external boundary sidewall, promptly on new hole external boundary sidewall, lay barrier film, this barrier film is connected with the diaphragm seal sealing that constitutes vacuum curtain, with atmospheric pressure balance lateral soil pressure, and then carry out next layer soil body excavation and this layer foundation ditch external boundary sidewall vertical seal isolation processing, finish until excavation;
The 6th goes on foot, carries out the construction of base plate of foundation pit and sidewall.
2, vacuum curtain water stop according to claim 1 and atmospheric pressure support deep pit digging construction method, it is characterized in that in described second step, lay the horizontal drainage body on the vacuum curtain zone, vacuum source is connected with vertical drainage body by described horizontal drainage body in the step 4.
3, vacuum curtain water stop according to claim 2 and atmospheric pressure support deep pit digging construction method is characterized in that the horizontal drainage body described in second step is a kind of in sand cushion, plastics french drain, geotechnological straw mats or the band drain.
4, vacuum curtain water stop according to claim 1 and atmospheric pressure support deep pit digging construction method, the position, wall top that it is characterized in that sidewall curing body of wall in second step is far from the following 3m～6m of place leveling face, and the position is apart from the following 2m～8m in foundation ditch bottom surface at the bottom of the wall.
5, vacuum curtain water stop according to claim 1 and atmospheric pressure support deep pit digging construction method, after it is characterized in that the body of wall curing construction of foundation ditch border is finished, in excavation of foundation pit boundary vicinity, excavation of foundation pit depth bounds, bury soil body negative pressure monitoring instrument and excavation of foundation pit stability monitoring instrument underground, described soil body negative pressure monitoring instrument is used for measuring at any time the distribution situation of soil body negative pressure, the distortion situation of monitoring foundation ditch border soil body when described excavation of foundation pit stability monitoring instrument is used for excavation of foundation pit is to guarantee the stable and construction operation safety of foundation ditch.
6, vacuum curtain water stop according to claim 1 and atmospheric pressure support deep pit digging construction method is characterized in that described vacuum source is a vacuum pump.
7, vacuum curtain water stop according to claim 1 and atmospheric pressure support deep pit digging construction method is characterized in that described vertical drainage body is a kind of in band drain or the gutter.
8, vacuum curtain water stop according to claim 1 and atmospheric pressure support deep pit digging construction method is characterized in that in described second step, the setting that described sidewall solidifies body of wall by at foundation ditch border driven pile or on-the-spot pile, on-the-spotly become the method for wall to realize.
9, vacuum curtain water stop according to claim 1 and atmospheric pressure support deep pit digging construction method, it is characterized in that in described second step, solidify wall outer side at foundation pit side-wall the window shade body is set, the setting of described window shade body realizes by the method for solidifying wall outer side driven pile or on-the-spot pile, on-the-spot one-tenth wall at foundation pit side-wall.
10, vacuum curtain water stop according to claim 1 and atmospheric pressure support deep pit digging construction method is characterized in that described diaphragm seal, barrier film are a kind of in polyvinyl chloride film or the polyethylene sheeting.
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Families Citing this family (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102787608B (en) * | 2012-08-17 | 2015-04-22 | 中国土木工程集团有限公司 | Gravity type foundation pit supporting system under vacuum effect and construction method |
| CN105089059A (en) * | 2015-08-05 | 2015-11-25 | 上海金同济土木技术工程有限公司 | Foundation pit support system utilizing vacuum gravity dam body to achieve self stabilization |
| CN105089060A (en) * | 2015-08-05 | 2015-11-25 | 上海金同济土木技术工程有限公司 | Foundation pit support system using atmospheric pressure as support force |
| CN109972633B (en) * | 2019-04-30 | 2021-08-31 | 宁夏勇峰建筑工程有限公司 | Vacuum support for foundation pit |
| CN112377210B (en) * | 2020-09-28 | 2023-05-02 | 中煤科工开采研究院有限公司 | Roadway atmospheric pressure support punching judging method and system |
| CN112502159A (en) * | 2020-11-24 | 2021-03-16 | 安徽省城建设计研究总院股份有限公司 | Method for solidifying foundation pit peripheral soil body |
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| 浅谈地震液化带地段桥梁深基坑开挖施工技术. 马永兴.山西建筑，第34卷第13期. 2008 |
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Owner name: NANJING HYDRAULIC RESEARCH INSTITUTE, MINISTRY OF Free format text: FORMER OWNER: NANJING INSTITUTE OF WATER RESOURCES AND SURVEY Effective date: 20150416 |
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Effective date of registration: 20150416 Address after: 210029 Guangzhou Road, Jiangsu, China, No. 223, No. Patentee after: Nanjing Hydraulic Research Institute, Ministry of Water Resources & Ministry of Transport & National Address before: 210029 Guangzhou Road, Jiangsu, China, No. 223, No. Patentee before: Nanjing Institute of Water Resources and survey |